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HomeMy WebLinkAboutStorm Water 1-5 BLD-2017-0476 3922 Rock Ridge Parkway •_r - ''F Y o ` .. Cityof Anacortes .6 .O . Invoice/Permiit#: BLD-2017-0476 904 6th Street Applied date: 09/08/2017 'Li,"lielkellao P.O.Box 547 Issue date: 11/17/2017 . 07! Anacortes, WA 98221-0547 Expire date: 06/16/2019 -'' k {360) 293-1901 Job Address: 3922 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans. Owner: ROBERT&VICKY NELSON Contractor: STRANDBERG CONSTRUCTION Address: 4305 MARINE CREST PL Address: PO BOX 319 ANACORTES WA 98221-8609 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: STRANCIO2OCC General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,690.55 1st Floor Square Footage 3044 Plan Review Fee 1,548.86 Garage Square Footage 1076 Mechanical Permit Fees 129.15 1 Deck Square Footage 306 Plumbing Permit Fee 167.00 Porch Square Footage 413 State Building Code Fee 4.50 Building Valuation 402300 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Storm Drain GFC-Residential 1,550.93 #of Clothes Dryers 1 Sewer GFC-Residential 9,206.33 #of Clothes Washers 1 Park Impact Fee 615.00 #of Dishwashers 1 Traffic Impact Fee 900.00 #of Gas Fireplace 1 Total Calculated: 17,062.32 #of Gas Piping 1 Deposits/Receipts: 200.00 #of Gas Water Heaters 1 #of Water Piping 2 Total Due: 16,862.32 #of Hose Bibbs 5 #of Kitchen Sinks 1 CI a -El Oa G4 0 ..t1 • #of Lavatories 5 x -< +Y I � F-- m m 5L' ': V ut -,I -`c #of Range Hoods 1 :F I;, a. r CO 0'. #of Showers 2 "' ri = r' ' 'I `+ 1.4 #of Slop Sinks 1 w CI . . a, Lii 0 B 4 :1 O] t #of Ventilation Fans 6 •r.. _ o -FL 3> o- #of Water Closets 3 0 :c Q r. W 1 _. o rt. r1 O 7G .. — CI . I rt+ O = CO -1 to 1- THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 Df (SIOR II' CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMI D•, HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PF€O Y�1SIOI�''??1� OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN ORANQT,:.:3HE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER;ti;Tfk t LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ;j . -1 --1 v a 2: o a n' -. 2-- Na m t'. NJ 12:191/ SI.NAT E OF OWNE OR AUTHORIZED AGEN ISSUED BY '..' ' - ".1 i 1 iNSs --� VP I:VW t CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 3922 Rock Ridge Parkway Owner: Robert& Vicky Nelson Constructed by: Strandberg Construction Inc. Building Permit#: BLD-2017-0476 Date issued: November 17, 2017 Use Zone: R-2 Dated: September 14, 2018 Authorizing OfFic' I: —".„ i Fyrrce, Groc From: Fyrrce, Groc Sent: Wednesday, October 18, 2017 9:36 AM To: 'Jason Sterling' Cc: Measamer, Don; Kennedy,Jack;Ingalls, Paul; Nelson, Kait; Cricchio, Kevin; Lange, Steve Subject: RE: 3922 Rock Ridge Parkway Status Attachments: Plan Revision &Additional Info Cover Sheet.pdf; 10-17-17 PW Drainage Review 3922 RRP.pdf; 09-11-17 PW Review 3922 RRP.pdf Hi Jason, Please see Jack's plan review note below for corrections that need to be addressed so that he can finish his plan review: BLD-2017-0476 Required residential sprinkler system per NFPA 13D, due to access issue. The access issue on this property was the 150 foot distance from the engine, around both sides of the residence. This also appeared to be compounded by the slope. Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-3437 Cell Please see Steve's attached plan review notes,for both PW and Stormwater reviews,for corrections that need to be addressed so that he can finish my plan review. Please see the followingplan review corrections from Kevin that needs to be addressed d essed so that he can finish his plan review: 9-22-17 RE: BLD-2017-0476, 3922 Rock Ridge Parkway Jason, I have completed my review of the building permit application to construct a residence at 3922 Rock Ridge.The following revisions are requested. 1. The site plan needs to be drawn to scale.The scale appears to be a tad off when scaling the dimensioned property lines. 2. The geotech report dated 7-20-17 prepared by Geotest, recommends a 10 foot setback from the top of slope. Please show and label this on the site plan. 1 3. The building permit cannot be issued until the final plat for phase IV of Rock Ridge South subdivision is approved by City Council and subsequently records with Skagit County. 4. Please label average original grade on the elevations and how you comply with the maximum permitted height of 35' in the R2 Zone. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community& Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. All other plan reviews were accepted and approved as submitted. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected,for each item, on each review, and address it to the appropriate_ party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 772/PoPideJetA IXrtrey/Fc/Ileallnre andec;%eifatioir My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From:Jason Sterling [mailto:jasons@strandbergconstruction.com] Sent:Tuesday, October 17, 2017 10:03 AM To: Fyrrce, Groc<gfyrrce@cityofanacortes.org> Subject: 3922 Rock Ridge Parkway Status Hello, Looking for a status update on 3922 Rock Ridge Parkway. Thanks! Jasov,5tert,%o.g Strandbe r 2018 R Avenue 2 Anacortes,WA 98221 Ph#360-293-7431 ext.218 Cell#208-949-9138 Fax#360-299-8660 (/bt,rl et' CsmG Fr) 'GI /(7, Sir d h 0 f , n 4c d +o n y�4// 01,r l N lr/f✓5 r/a -(✓o43 3 GEOLOGIC HAZARDS, PRELIMINARY GEOTECHNICAL ENGINEERING AND INITIAL HYDROGEOLOGY REPORT M@M[IdMTh SEP082017 b-1 CITYOFANACORTES • MALO PROJECT ANACORTES, WASHINGTON ' PREPARED FOR Mr. Anthony Malo PROJECT NO. H96234A OCTOBER 1996 • CORPORATE OFFICE 911 Fifth Avenue,Suite 100 ABS!ASSOCIATED Kirkland,Washington 98033 (206)827-7701 EARTH FAX(206(827-5424 SCIENCES, INC BAINBRIDGE ISLAND OFFICE 179 Madrone Lane North Bainbridge Island,WA 98110 (206)780-9370 FAX(206)780-9438 GEOLOGIC HAZARDS, PRELIMINARY GEOTECHNMCAL ENGINEERING AND INITIAL HYDROGEOLOGY REPORT MALO PROJECT ANACORTES, WASHINGTON October 15, 1996 Project No. H96234A I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our geologic hazards, geotechnical engineering and initial hydrogeology study for the proposed Malo Project located in Anacortes, Washington. A previous study of the site was prepared by W.D. Purnell & Associates, Inc. dated July 24, 1996 (draft engineering geology, geotechnical engineering, and wetland report). The purpose of this current study was to review the findings from the previous study and provide specific geologic hazard and geotechnical engineering recommendations. In addition, a hydrogeologic study of the site and immediate vicinity was also conducted. • 2.0 SITE DESCRIPTION This report was completed with an understanding of the project based on an undated site and topographic map obtained from Subdivision Management, Inc. and with discussions with Mr. Doug Webb of Subdivision Management, Inc. It is our understanding that current plans call for the construction of 125 single family residential lots on the Malo Property. Plans of the site layout, grading, structural details, and construction methods were not available at the time of this report. The subject property was situated east of Anacortes Road in the City of Anacortes, Washington. The parcel was irregular in shape and covered roughly 43 acres. Topographically, the property encompassed a portion of a northeast-southwest trending ridge. Slope gradients on the site ranged from approximately 5 to 125 percent, with the steeper slopes being located on the western side of the property. Minor depressions and shallow swales are present across the eastern half of the property. Total elevation change on the site was on the order of 200 feet. Purnell & Associates' July 1996 report indicated that wetlands were present in some of these features. In addition, a small creek was documented on the southeastern corner of the site. This creek appeared to drain towards Cranberry Lake located to the east and northeast of the parcel. 3.0 GEOLOGY The geology on the property is based on a visual, geologic reconnaissance of the site performed for this current study and 30 exploration pits completed for the July 1996 report prepared by Purnell & Associates. In general, 3 geologic settings are present on the property overlain by 1/2 to 3 feet of organic silty topsoil. These 3 units were categorized based on age and/or mode of _[ deposition and are described below from oldest to youngest in age. The ridge on which the site is located is cored by bedrock. The bedrock was at relatively shallow depths across the higher elevations on the property. According to Purnell & Associates' reports, the upper surface ranged from less than 1 foot to 7-1/4 feet below ground surface in the exploration pits. In the vicinity of the onsite swales and depressions, the depth to bedrock appeared to deepen beyond the termination depth of the explorations. No evidence of extensive •weathering or fracture zones was observed in the bedrock at the time of this study nor in Purnell & Associates' report. Lodgement till mantled much of the upper surface of the bedrock. In Purnell&Associates report, the upper surface of the lodgement till was documented to be 1/2 to 6-1/2 feet below ground surface. Where a lower contact was observed, the lodgement till was 1-3/4 to 5-1/4 feet thick and overlay bedrock. In the remaining exploration pits, the lodgement till extended beyond the termination depth of the explorations. The lodgement till typically consisted of dense, unsorted mixture of sand, gravel, and cobbles in a silt/clay matrix. In some of the exploration pits from the previous study, the upper part of the lodgement till contained a layer of dense sand and gravel. The lodgement till was deposited at the base of an advancing glacier and has been consolidated into a dense condition by the weight of thousands of feet of ice. The overlying dense sand and gravel layer may have been deposited from subglacial streams. Although not observed during our reconnaissance survey, Purnell & Associates report indicated that a loose to medium dense, brown, locally silty sand to sandy gravel and a soft to medium stiff, olive grey to brown, silt with trace gravel and sand was present in areas. The upper surface to these sediments was at ground surface to approximately 3 feet below ground. Based on the exploration logs from the previous report, this material was less than 1/2 to 5 feet thick where a lower contact was observed atop the bedrock or lodgement till. In the remaining pits, these sediments extended below the termination depth of the explorations. Insufficient information is available to determine the exact age of these sediments. However, the siltier material probably represents recent deposits which accumulated within the last 10,000 years by slow moving water within the onsite depressions and swales. The loose to medium dense sand and gravel may have also been deposited by recent stream activity. Alternatively, these sediments may be older in age and accumulated in meltwater streams during the retreat of the Vashon age glacier from the region. 2 4.0 HYDROLOGY The hydrogeology study of the site included a review of water well logs and water rights from the Department of Ecology (DOE). This data was used in conjunction with the findings from our visual reconnaissance and review of the previous study of the site to identify the existing surface and ground water regimes. 4.1 Surface Water No evidence of surface water was observed on the property at the time of our site visit. However, Purnell & Associates reported that a few small wetlands were present across the site. In addition, a northeasterly to easterly flowing creek was documented to bisect the southeastern corner of the property. The onsite wetlands appear to be seasonal features and are recharged by direct rainfall onto the site. The small creek appeared to flow towards Cranberry Lake, located to the north and northeast of the parcel. 4.2 Ground Water Department of Ecology (DOE) water wells logs and rights were obtained for an approximate 1 mile radius of the project site. Representative logs and water rights are included in Appendix A and the approximate locations of these features are illustrated in Figure 1. It should be noted that most of the information obtained from the DOE are prepared by non-geologists and standardized geologic descriptions are commonly not utilized. Hence, any interpretation from this information is considered a rough approximation and is only used to obtain a general overview of regional conditions. Valley Aquifers Based on DOE records, water wells are present to the east and southwest of the site. The nearest well is roughly 3/4 of a mile from the property. The majority of the wells to the east and southeast of the property appeared to produce from an aquifer system within the unconsolidated deposits. These deposits appeared to be confined to the lowland to the east of the onsite ridge. Static water elevations ranged roughly from elevation 170 to 270 with a northerly ground water flow direction. Recharge to this aquifer was from offsite areas within the lowland, and no direct hydrologic connection with the subject property was evident. A few of the wells in the valley are completed in bedrock. In the Puget Sound region, ground water within bedrock generally accumulates in fracture zones. Because of the random nature of these fractures, recharge and ground water flow within bedrock can be chaotic and unpredictable. Static water elevations within these wells vary, roughly ranging from elevation 270 to 340. Insufficient information is available to conclusively define the direction of ground water flow, and ground water from these wells may be related to localized systems. Due to the distance from the site and the lack of fracturing of the onsite bedrock, the potential of the property providing recharge to this aquifer is extremely low. 3 Sub-Sea Level Aquifer A single well is located to the southwest of the subject property which withdraws water from a sub-sea level aquifer. This well has a static water level of approximately elevation -9. This sub- sea level aquifer system is probably hydrologically connected to the Puget Sound where the aquifer likely discharges. Based on the distance from the site, there is a low probability that the property provides recharge to this aquifer. Regional Surface Water Rights Only one surface water right was recorded with DOE within the approximate I mile radius of the study area. This surface water right is present to the southwest of the property. The water right has its point of diversion from an un-named stream flowing from the north. The drainage basin to this stream is located offsite to the south of the subject property. Due to the distance from the site and the lack of a surface water connection, the subject property is not considered to be hydrologically connected to this water source. Interflow Network Although not observed at the time of our field visit, an interflow network probably develops on . the property during the wetter times of the year. An interflow network forms in a soil which is more permeable than the underlying parent material in which it was derived. On the site, • interflow would form where the bedrock and lodgement till is present at shallow depths. Water within the interflow would tend to follow the top of these formations, generally following the ground surface. Where depressions and swales are present, the water would tend to accumulate possibly forming the onsite wetlands. 4 October 15, 1996 Project No. H96234A IL INITIAL HYDROGEOLOGIC STUDY 5.0 GROUND WATER IMPACTS AND MITIGATIONS The bedrock and lodgement till on the property are relatively impermeable and act as a ground water barrier. Rainfall on the site would tend to remain as surface water or in the shallow interfiow network. This water would follow the ground surface and discharge offsite to the north, northwest, and east or into the onsite wetlands. In addition, the onsite bedrock is quite durable, and no evidence of fracture zones were observed which would facilitate the downward percolation of water into aquifers. A study of the regional ground water conditions indicated that the nearest water wells are more than 3/4 of mile away. No surface water on the site appears to contribute to these 'offsite ground water regimes. Therefore, based on the findings from our preliminary hydrogeologic study, it is our opinion that no impacts to the nearby water wells or water rights are anticipated as a result of the proposed development. With the increase in impervious areas and changes in existing drainage paths, development on the site is anticipated to impact the interflow network and, subsequently, the onsite surface water features. To maintain recharge, roof and footing drains from the proposed residences should be directed to discharge to these features. 5 October 15, 1996 Project No. H96234A III. PRELIMINARY DESIGN RECOMMENDATIONS 6.0 SLOPE STABILITY HAZARDS AND MITTIGATIONS No evidence of slope instability was observed on the subject property at the time of our field work. Based on the findings from this study, the site is cored by bedrock. No evidence of extensive weathering or fracture patterns was noted in the bedrock. As such, it is our opinion that under existing conditions the site possess a low risk of slope instability as defined by local geologic and geotechnical engineering standards. It is our further opinion that no slope setback distances for buildings are required provided that any building foundation 15 feet or closer to a 40 percent or steeper slope bears directly on competent, unweathered bedrock. These recommendations are predicated on a geotechnical engineering review of the building plans prior to construction and a footing inspection by a representative of our fum prior to pouring the foundation. To further reduce the risk of slope instability as a result of construction, it is recommended that the drainage and erosion control measures outlined in this report be properly followed. 7.0 SITE PREPARATION Site preparation of planned building and road areas should include the removal of all trees, brush, debris and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Loose sands, soft silts or organic material should be stripped down to the underlying medium dense recent deposits of sand and gravel, dense lodgement till or bedrock. According to Purnell & Associates' July 1996 study, this depth occurred from ground surface to approximately 3 feet below ground surface. The depth to bearing may deepen in the immediate vicinity of the documented onsite wetlands. Based on review of the exploration logs from Purnell & Associates' report, the recent deposits varied in density and may be easily disturbed during excavation. These sediments should be recompacted prior to use as bearing soils. As noted previously, the bedrock on the property is generally non-weathered and lacks fracture zones. It is highly probable that excavation of this material at depths of more than one foot will be extremely difficult. Removal of bedrock during construction for utility trenches, roadway cuts, 6 or other grading will likely either require blasting or the use of specialty ripping/sawing equipment. The non-bedrock units on the site contain a high percentage of fine-grained material which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that bearing soils are not softened. If disturbance occurs, the softened soils should be removed. If necessary, the area can be brought to grade with structural filI.. 7.1 Temporary and Permanent Cut Slopes In"our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the recent deposits of soft silt and loose to medium dense sand and gravel can be planned at a maximum slope of 1H:1V (Horizontal:Vertical). Temporary cuts into the bedrock or lodgement till should be planned no steeper than 0.5H:1V. As is typical with earthwork operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cuts into the dense lodgement till or the recent deposits should be sloped to a 2H:IV inclination or flatter. Steeper cuts should be protected with a rockery or retaining wall. Permanent cuts into competent bedrock may be made up to 0.5H:1V. Bedrock cuts should contain a 5 foot wide bench for every 25 feet of relief. 8.0 STRUCTURAL FILL 8.1 Soil Structural Fill ... Grading plans had not been determined at the time of this report, although, there is a possibility that structural fill will be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement and compaction of materials as discussed in this section. If fill is to be placed on slopes steeper than 5H:1V, the base of the fill should be tied to firm, stable subsoil by appropriate keying and benching which would be established in the field to suit the particular soil conditions at the time of grading. The keyway will act to embed the toe of the new fill into the hillside. Generally, the keyway for hillside fills should be at least 8 feet wide and cut into the Iower, dense sand or stiff silt. Level benches would then be cut horizontally across the hill, following the contours of the slope. No specific width is required for the benches, although they are usually a few feet wider than the dozer being used to cut them. All fills proposed over slopes should be reviewed by our office prior to construction. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to . 7 at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new • fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an 'engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non- organic soil, acceptable to the geotechnical engineer, placed in maximum 8 inch loose lifts. Where fill will support buildings or other structures, each lift should be compacted to a minimum of 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. Yard fill placed on slopes steeper than 5H:1 V should be compacted to a minimum of 90 percent of this standard. In. the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1V (Horizontal:Vertical). If insufficient room is available to slope the fill soils to a 2H:1V grade, a suitable retaining structure should be utilized. The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. prior to their use in fills. This would require that we have a sample of the material 48 hours in advanu to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than No. 200 sieve) is greater than , ; approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. With the exception of the bedrock, the onsite sediments generally contained significant amounts of silt and are considered moisture-sensitive. The non-organic sediments and bedrock would be suitable for use in structural fills provided the optimum moisture content of the soils can be maintained. This may require drying the soils prior to their use in structural fills. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 8 8.2 Rock Structural Fills Depending on grading plans, there is a possibility that excavation of bedrock will occur producing rock fill. If the rock fill will be utilized in structural fills, subgrade preparation and placement of fill on slopes greater than 5H:1 V should proceed as discussed above for soil structural fill. Rock fill lifts should be limited to a maximum of 18 inches with the size of the rocks being limited to a maximum of two-thirds the depth of each lift (i.e. 12 inches). Each rock fill should be compacted to a firm, unyielding condition with a vibratory roller, hoepac, or alternative equipment suitable to the size and scale of filling. As with structural fills composed of soils, a representative from our firm should be onsite'to observe the placement and compaction of rock fills. 9.0 FOUNDATIONS Spread footings may be used for building support when founded on dense lodgement till, bedrock or recent deposits composed of non-organic, compacted medium dense sand and/or gravel. We recommend that an allowable bearing pressure of 2,000 pounds per square foot (pst) be utilized for design purposes, including both dead and live loads. If higher bearing pressures are needed, a value of 4000 psf may be used in areas where all footings are placed entirely on non-weathered, in-place bedrock. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection; interior footings require only 12 inches burial. All footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above soft, loose, or organic material. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing, rockery, retaining wall or fill body that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V Iine extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded on the approved bearing stratum should be less than 1 inch. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by Associated Earth Sciences, Inc. prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. 10.0 EROSION HAZARDS Under existing conditions, the recent silt, sand and gravel deposits, and silty topsoil horizon forming atop the till and bedrock units on the site are highly sensitive to erosion. The lodgement till generally possess a lower risk of erosion; however, these risks may increase under concentrated flows on slopes steeper than 20 percent. The bedrock on the site is resistant to 9 erosion. To reduce the erosion potential and offsite sediment transport during and after construction, the following mitigation measures are recommend: 1) Surface water, either during or after construction, should not be directed onto sloping areas or randomly daylight on the site. All devices used to collect surface runoff should be directed into tightlined systems which discharge into an approved storm water control facilities. Uncontrolled discharge on slopes will promote erosion. 2) Temporary detention/settling ponds should be installed to provide erosion and sediment transport control during construction. Where possible, it is recommended that these facilities be established outside the permanent storm water areas as significant amounts of sediment transport can be expected to occur during the construction phase of a development which would limit the efficiency of these features. If it is not possible to establish separate, temporary facilities, then all storm water facilities utilized during the construction phase which are also considered permanent should be cleaned of all accumulated sediment after the completion of construction activities. 3) To reduce the amount of sediment transport, check dams should established along roadways during construction. In addition, silt fences should be placed along the lower elevations of disturbed areas. 4) Soils which are to be used around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of low stock-piles in flat areas, or the use of silt fences. All proposed fill soils planned for slopes steeper than 5H:1V, including yard fills, should be benched into the hillside and compacted as recommended under the structural fill section of this report. Associated Earth Sciences, Inc. should be given the opportunity to review grading, drainage and erosion plans prior to construction to assist in identifying potential geologic hazards. 5) Clearing should be limited to the immediate construction area on 40 percent or greater slopes. In addition, as much of the natural vegetation on the slopes as is possible should be left intact. Areas stripped of natural vegetation during construction should be replanted as soon as possible or otherwise protected. It may be necessary to cover exposed subgrades with plastic sheeting during inclement weather. 11.0 DRAINAGE CONSIDERATIONS At the site, the upper sands and gravels accept water quite readily and naturally disperse it downslope. The underlying lodgement till and bedrock are relatively impermeable and water will - • 10 tend to perch atop these stratum. With the exception of the bedrock, traffic across the onsite soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide temporary and/or permanent drainage and subgrade protection as necessary. All retaining and perimeter footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12 inch thick washed gravel blanket provided over the full-height of the wall which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 12.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that Associated Earth Sciences, Inc., perform a geotechnical review of the plans prior to final design completion. In this way, our geologic hazards, earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations and roadways depend on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. 11 We enjoyedwithyou on this studyand are confident have working that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington • ze;§ ill A. Wheeler, C.P.G. Project Geologist 110/1W ZOO ,cr 6\" r-----�� LamL - 4L.►r1'+E7 7 .R. Lepp, C.P.G. Bruce L. Blyton, P.E. Principal Associate Engineer JAW/Id • H96234A.1 10/I/96 Id-WPW 12 Associated Earth Sciences, Inc. ® 1.4 February 11, 2003 '``' Project No. KE03040A Rock Ridge L.L.C. - e!o Nelson Dev.elopment _ 14205 SE 36h Street, No. 100 Bellevue, Washington 98006 • a 1 Attention: Mr.,Wayne,Nelson Subject: Geotechnical Update Rock Ridge South • , Anacortes, Washington Dear Mr. Nelson: . In accordance with your request, Associated Earth Sciences; Inc. (AESI) has conducted a reconnaissance of the site to assess whether conditions have changed in a manner that may affect the recommendations presented in our October 15, 1996 report entitled Geologic Hazards, Preliminary Geotechnical Engineering and Initial Hydrogeology Report. During our ' reconnaissance, we observed that a rough cat road had been made that enters the northeastern - portion of the site. This road leads to a small area currently being used as a construction equipment staging area; The remainder of the site remains naturally forested and does not` appear to have been altered significantly since the time of our prevous study. Based on our • reconnaissance, it is our opinion that conditions,at the site have not significantly changed since the time of our 1996 study and the recommendations presented in our October 15, 1996-report , remain valid. Sincerely. ASSOCIATED EARTH SCIENCES, INC. • - Kirkland, Washington . fe,caRag°43-11,„,,,. . _,-Aik,1 . k- l' 1, - ri 4 -,7,-.v.: 4,, . Tim by . P.-tei, P.G.,`P.E.G. '? 1 , :r- I1/v , . . Project Geologist •' ON� aq Z,1,4f___ . f Gary A. Flowers '.G., P.E.G. Bruce L. Blyton, P.E. R Principal Principal Engineer TIP/lb-KE03040A3-Projeets120030401KE1WP-W2K 911 Fifth Avenue,5urte 100•Kirkland,WA 98033•Phone 425 827-770i •Fax 425 827-5424 APPENDIX A - 4 ', 90 t gyp' "' �pNtt 901E •• Ja .- Shaut. n \. 54 =, -- - 1.s a ` ': •,•`° / • ;t Ile J •5• . ✓ ♦ e.• , - . !: ::,,r'go — r z).—, (Z,l -..53-:.-...p.•,"_, —_ .✓.,1 .•- ; —. -- ` `' .-2k N `CEO R T E S l 1r w• _ �5� l; —; — ' 9' f 'Substation'..-:•• a •r f 5 )o ._24,. US--Cu&TUM (\\' . ':: ,:1 ,-:-:.'.; .:; •• �-#I • p,,•. _ 1! • -gyp a•;.:;'•I •,i j p° ./ - 1. =� f • • :) -- v��- I t`==e.,= • ---'42• // i y .... a •1Q 2 Oi .. \„:„...,,...........H. ---,-. .•:____.0- ..--- ,:=?-5-7'. ------•••- -______.- sy,-- , 0 1 , _ , a fir• fi •:•• - ✓` •`' S1^�/' /iE N /. + .)• t< • ,I• ` .. \•. 4.7 • � ,�—_�t !;143 „� -_ ' %• �U L% , '�r-far / }f` akeel: �• �7 " \'.� 1 28? Wi__ _.. _-, rin II a • �� �,''ANACORTES,° ';. ; "I S 1_ %' ✓' tie :-. • . •- • 25D1 . ly{11u �r--��-� Z.sc�� AIRPORT. 7i y • �f r;' /'' / siTE a,�• • • ae ' .'T"•' • �. r/%�...• •r • e\, ' ••1 ,r :/; r .• • -- �Y ' f i� Q/,.• tit -,� �: •`•.` S t , •' ( + } (� D i EE[�t1 •(( ': 'ice,.-��= ._ : •• Q ° '`� �, J/�/�� ' • • wJ� r' -i,1V L�V 0 iV L L•i '•^`✓ - - /�} • �- - - II- ! •, Fl(Yuitdl"n f •• ) :1\_:\ t�oe nl T iN r _ - ^ - (/ 0�,r•`i�3C0 1 - BoLlo•AL�•' i �' t • 2 E 1 So (J C"- , .,4 e1 ' I Z ▪J% ii�26}fir _ /i-_ 4• .. '�- `` •"' 'G'•!�`�� % /. �' - - (U J We 9(•- -1^ -�.. • r, - • �� sue` • :: :::. I '.. �\�` I i� �' ( 10 .• ,�`-�• • a . • - ; 125M2 j...c Borrow - _ '.:• r ' , �' (f Pit r. , ..,./__, N \\ .' • . •,-.•-'''''..----'''-'1,:', '' '.'',..'..--..tr- ( • ',Ili V 25N3...--..:: • - `• '` ^ • :..� 27C , „i i{• : V �'•�,-.:;'-.. :• � ri -25N2 •! _.• �25N5 •'f . •; '\ :` •!1"' f , i` .- .T ll,'%, •••'•, .,✓,y;•, \5.•. •: .Ill ...,'%(r . ••/ + t '.. S,• t.' Ls• + 'ai, / ,'r •1,' :.U/_l,/ r i7r.l�;. i1;'✓r1 )',, • /." -'�� ,r'"''' ,' -(' 025N4 - • ' 79' - 5'`, a .1/� 1 ;rj �: r �� •:;�• '.'=!; :'�' fii; // °' BOUNDARY - ▪ S1-222 i P/': :' .77,••_,, j „ ; ,-„:%� �Gir!• t,�•• 35B i', v o ow /736! • _ . •`78C• ' ` �� t f }� rr. i �� ltanv i t\ . ; .ye' •S�J k , •''a! .VP C/7','�;• 'r •••,,j `• 3582 35A 1 _�r.. • f lit • \ :'t f r'I ;'., ,�` (.f~�he'... /�•�' L4" •• •.97.• ,�. ; \• ' /(' 'r` .-1. •���- ` •`•5•t I. . '4; !T 'i l\ rr1:� •.l r i'..O f'4 //�' �,L.J.' -\ , 1 rf r i _ / �..- ` /A • /.'•'t. \:J �?' tfl;' v ) ^ lam_ !I�/r ice/ r r i _�'`;!( l i•04 ' \\ire-•eY',•.---i�r`'if%� '�4�.f'j:'!!1'.'•r •• i:;r •i' '''.4:'.-'. ,¢O :��Y y, '•'' • ''`• • `'' •"t' • \•.. \•t -\ r^. :•7` .. _�l / 5 r - SQaLL `'• �,- _. I ,t'. °:it_c;"i• ,\•''~1:- / ;,Gravel x„r - �. f ffam �� 'N • Alexander\.a'••":. •okt-441 r•_ /t \ •• ; •=.' ;^`(r ` :`eit , • ,1 '%r to¢� �r•• NORTH o , ,:::, ..z�:12.rrr(,•t5• ,•' ' ,-':�'.=-• f• ...: i,f V • • .3 • :\::/:I:t.'iY‘:ggi:•'Q •wt,^'- "--�-' ,,.Sorr• ow 1 . Q • •\'' 200:7' •/J ."\ T Pits I 11 !, i 1 : •. • ti /«hi n l• t r 1",,/--„ J 11 1 1 1 5i 'r rrl! _:4 1 REFERENCE: U.S.G.S. TOPOGRAPHIC QUADRANGLE MAPS "CYPRESS ISLAND, WASHINGTON' AND 'DECEPTION PASS, WASHWGTON." • END 0 2000 4000 LEC' - I • Approximate location of water well SCALE IN FEET A Approximate Iotatlon of water right • . . = VICINITY MAP ASSOCIATED MAL® PROJECT AerrillS1 EARTH ANACORTEs9 WASHINGTON SCIENCES, INC W96234A 9/96 FIGURE '1 ____ y L, LI; L .....,L-_-,' L.:J.) 4 A T ER W E L 1. REP OR T .itart Card No. A01449 4462 STATE OF WASHINGTON water Right Permit No. (1) OWNER: Name DEUTSCH ESTATE/DOUG BEARD Address 2699 SCOTTS CREEK RD LAKE PORT, CA 95453- 24E 1 (2) LOCATION OF WELL: Count SKAGIT - SW 1/4 NW 1/4 Sec 24 1 35 N., R 1E WM (2a) STREET ADDRESS OF WELL or nearest address) 2102 0 AVE (3) PROPOSED USE: DOMESTIC ' (10) WELL LOG .........._,....,....„................................................ (4) TYPE OF WORK: Owner's Number of well Formation: Describe by color, character, size of material (If more than one) 1 and structure, and show thickness of aquifers and the kind ABANDONED Method: DUG and nature of the material in each stratum penetrated, with at least one entry for each change in formation. (5) DIMENSIONS: Diameter of well 48 inches Drilled 48 ft. Depth of completed well 48 ft. MATERIAL ' FROM ' TO 0(6) CONSTRUCTION DETAILS: Casing installed: ° Dia. from ft. to ft. ° Dia. from ft. to ft. Well was 48" in diameter to ° Dia. from ft. to ft. 48 ' in what looked to be Perforations: NO gray clay with seepage comirg Toe of perforator used in a scattered area. SIZE of perforations in. by in. perforations from ft. to ft. perforations from ft. to ft. We cemented the hole from perforations from ft. to ft. bottom to ground surface Screens: NO after pumping the water outi Manufacturer's Name . Type Model No. Diam, slot size from ft. to ft. Diet. slot site from ft. to ft. • Gravel packed: MO Size of gravel Gravel placed from ft. to ft. 1 Surface seal; NO To what depth? ft. Material used in seal Did any strata contain unusable water? NO . PECEWED Type of water? Decth of strata ft. Method of sealing strata off APR 0 7 1995 (7) PUMP: Manufacturer's Name Type M.P. LiLr t.C..ii' ECULLR.31 (8) HATER LEVELS: Land-surface elevation above mean sea level ... ft. Static level 3 . ft. below top of well Date 04/04/95 Artesian Pressure lbs. per square inch Date • Artesian water controlled by . Work started 04/04/95 Completed 04/0405 (9) WELL TESTS: Drawdown is amount water level is lowered below WELL CONSTRUCTOR CERTIFICATION: static level. I constructed and/or accept responsibility for con- Was a pump test made? NO If yes, by whom? struction of this well, and its compliance with all Yield: gal./min with ft. drawdown after hrs. Washington well construction standards. Materials used and the information reported above are true to my best knowledge and belief. Recovery data Time Water Level Time Water Level time Water Level NAME HAYES DRILLING, INC. (Person, fire, or corporation) (Type or print) ADDRESS 556 ERSHIG RD. BOW. W . Date of test / / .• - i iff/f or:AvammW • Sailer test gal/tin. ft. drawdown after hrs. (SIGNED) f. / WP License No. 762 ..0.—+ 4 4 -4.." Air test gal/min. w/ stem set at ft. for hrs. Artesian flow g.p.m. Date Contractor's Temperature of water Was a chemical analysis made? 140 Registration No. HAIESDI10635 Date 04/05/95 . . . ..._ 4384 File original and First Copy with jj� ®°° Department of Ecolos �$�y YV"AT +R WELL REPORT ;'k,� icdy�tbn ::o Second Copy-Owner s Copy Third Copy- Driller's Copy 3 c/J n .2 - L _ STATE OF WAS GTON 2 5D 1 Perintt No, . .. (I) OWNER: Name � Address ez- 43... 11 e„ .� 2) LOCATION OF WELL: County . . — . .�..:.... ... . , t<a Al Wk., sec.. ... Z'.. i ..N., R...� bL .. 4112 Bearing and distance from section or subdivision corner 1 .�- - ! t 4, (3) PROPOSED USE: Domestic Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test• Well ❑ Other 0 Formation: Describe by color, character, size of material and structure. a•• m-F ----- - -, show thickness of aquifers and the kind and nature of the material in euc stratum penetrated, with at least one entry for each change of formai-10 (4) TYPE OF WORK: ,'wner's number of well i if morehan one/. .. . MATERIAL. FROM I TO t New well At Method: Dug ❑ Bored 0 -- ----} Deepened ❑ Cable p Driven 0 --•-, _---_ . .. ._ Reconditioned 0 Rotary ❑ Jetted 0 // (5) 1i 1 ��0 �: Diameter o£ well - inches. 9 C . rj'— Drilled_ 6 A. ft. Depth of completed well /r _._ft. s�= .,3 (6) CONSTRUCTION DETAILS: .! ;i�.I►I :.,._ ;.v J____ _2-----'. Casing installed: " Diarrt. from ft. to ft. rAmer' 7 Threaded 0 " Diam.. from ft. to ft. v. i ft. to �7, ft. , Welded _ Diam. from .... .. — A.L,4.,Avg-- .. ; .rlf - IF Perforations: Yes 0 No Cg" + _ Type of perforator used e v o �r� :, �f/ /ilk ArgINJ .. SIZE of perforations - in. by in. perforations from ft. to ft. i perforations from ft. to ft. r + .i > perforations from ft. to ft. _. Screens: Yes 0 No i Manufacturer's Name -_ _....._...__._.._____.._ �' i Diam. _______ Slot size .... .._ from ft. to ft. ! Liam. Slot size -- from ft. to _ ft, ' I _ Gravel packed: Yes 0 No % Size of gravel: Gravel placed from _ ft. to __ ft. I Surface seal: yes pg No Q To what epth? I! ft. Material used in seal A.14. Did any strata contain unusable water? Yes 0 No A Type of water?.............._._.__.._..__ Depth of strata _ _ - Method of sealing strata off _ . . -,*.zp5. hri-74. ( ) PUMP: llanufactu�er' Name_ _.. ."`11..._.._IL ._ (8) WATER LEVELS: Land-siuface elevation -� f above mean sea level._.. ..,�� _�_ ft. { - Static level 5_. ..ft. below top of well Date W.z-117(1 Artesian pressure ..._____.......__...__.1bs. per square inch Date....._. 6 • Artesian water is controlled by — . • (Cap, valve, etc.) (9) WELL TESTS: Drawdown is amount water level is — lowered below static level -7y i Work started..._ . ,Q,�._It _, 19_1_ Completed ,�,. ......2.1......, 19 . ... • Was a pump test made? Yes j No Q If yes. by whom? , Yield: gal./min. with ft. drawdown after hrs WELL O LLER'S STATEMENT: This well was drilled under my jurisdiction and this report is r ' ., �° true to the best of my knowledge and belief. Recovery data (time taken as zero when pump turned off) (water level i r , measured from well top to water level) ME. )i---6/1" ../tZ . .1. ,4 4 LI„i"--Ifi' Time Water Level Time Water Level Time Water Level NE'' I (Person. firm, or corpo,Tation (Type o rint) Jt . Address /�L ,/ /1..i, , .7- g. 57,7 -_ . Date of test Si �� C gned� ... Bailer test i(. gal./min. with �._.._..ft. drawdown after .. hrs. (We rillp - - '- Artesian flow... g.pm. Date 11 - • Temperature of water Was a chemical analysis made? Yes 0 No 0 License No.2,Z )-a2 1 el/. % Datte..._ .._-a ...., 19-./� f USE ADDITIONAL SHEETS IF NECESSARY) S. F. No. .336---r',S—'Re•.• -1-7I l f9'r 3 :-0 ( T/ . File Original and First Copy with WELL REPORT Department o! Eeolor�y WATER �7Y -i-n� REPORT Second Copy—Owner's Copy Third Copy— Driller's Copy STATE OP W Gi TON 1 OWNER: 21.0"� — .. 7 t'l .'^�":a c l�Jatttc..... ...C�x'. '. ,, ..a o A AdClreas3 - (2) LOCATION OFWELL: county :,kPo7 it — . 4/ .v-0 s Bearing and distance from section or.subdivision corner Ke 1.1 O 7 f S 2- OF d to 1.n a . Lot o (3) PROPOSED USE: Domestic & '' Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test Well ❑ Other 0 Formation: Describe by eolor, character, — show thickness of aquifers and the kind r stratum penetrated. with at least one en • (4) TYPE OF s RK Jwner's number of well — / (if more than one)... . MATERIAL New well Method: Dug ❑ Bored 0 Deepened 0 Cable E Driven 0 '^'• IA Sand .e" (-'r n \I•` l Reconditioned 0 Rotary 0 Jetted 0 q-.%� '-` ,„.,,, ?r�-vel ^ `J F?~tg 1 Hric' J pn C (5) DIMENSIONS: Diameter of well `j inches. d Drilled 1 ft. Depth of completed well_...-.......' .it. (6) CONSTRUCTION J ET 1- , Casing installed: ...._6 ,. Dia.m. from 0 tt. to -7 "1--"ft. Threaded 0 " Diarn. from ft. to ft. - Welded ................." Diam. from ft. to ft. - -- Perforations: yes 0 No Lyi Type of perforator used SIZE of perforations in. by in. _ perforations from ft. to ft. perforations from ft. to ft. perforations from _................ ft, to ft, Screens: yes No 0 o/ Manufa s Name.._ ` 6E: _. _. / 11_..g .:1_.r. _ Type.__. r.l.t�l.1_� .--.._.. Model No..--L__.-_:___...._ - Dia.m. __et_ Slot size .... .Q... from�?:: ` i. fe i s " Dlaat. __� _. Slot size .............r_ from __..__ ft. to -__.__ ft. • • Gravel packed: yes 0 No Size of gravel: .........____....___ Gravel placed from ft, to .._..--•--.___... ft. Surface seal: Yes A No To hat dep ? ._../... ..._ ft. Material used in seal _ 2r.C.. 14 I Did any strata contain unusable water? Yes fl No [] _ • . Type of water?......_._.._ _._.._-.—_ Depth of strata.....___________ Method of sealing strata off...........___._.._..,..-....._—_._....,._..__.___..___. • (7) PUMP: Manufactuater's Name.... *' ........................... - (8) WATER Ile'V1 1 S: Land-surface elevationevel - above mean sea l .. / .it. Static level ....� ' ft. below tap of well Date.../.l.`.7+ Artesian prPesure ....lbs. per square inch Date...._._. _ Artesian water is controlled by _._.._.._.. • (Cap, valve, etc.) _ (9) WELL TESTS: Drawdown is amount water level is �t - lowered below static level Work started,_.._1. ..4t Z- , 19__...... Cor Was a primp test made? Yes 0 No 0 If yes, by whom? Yield: gal./min. with ft. drawdown after hrs WELL IRILLEWS STAGE EN This well was drilled under my ju ., '• •• true to the best of my knowledge_an Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) . T r ? ` r•- Time Water Legit � Time Water Levet I Time Water LevelNAM (Person. arm, or corporal Address -3Tzrlinc toil .Q - (I: Date of test (Signed'.... C.-g- ; Bailer test gal./min. with.�:.0 ft. drawdown after hrs. • (Well I Artesian flow_ -_. _ g.p.n. Date Temperature of water Was a chemical analysis made? Yes 0 No l License No ?--_. "�� 397 Da (USE ADDITIONAL SHEETS IF NECESSARY) File • • e original and First Copy with •A FER WELL hEP OOJT A,,gucat c �� V� ` f Department of Ecology � � Second Copy Owner's Copy C _ {{ 25M T`zsrd Copy- Dniter's Copy .3 j�G a 5 m STATE OF WASELYN 1113N Permit No. - . .J d ..a. .9 sr ... .1 .C (1) OWNER: _ Vif'..ks ..14.��"t. Addr I ®� �i1 t_ ?@1` ?) LOCATION OF WELL: Count •:.ka.git T:lrt _'7'1 , Y .1. -� ;a `::. ,a 1' Sec 71e7 T...:3 5...N., IC...��-W.V .,earing and distance from section or subdivision corner (3) PROPOSED USE: Domestic Ey Industrial ❑ Municipal 0 (10) WELL LOG: Irrigation ❑ Test Well 0 Other 0 Formation: Describe by color, character, size of material and structure, an, — _ sham thicknIss of aquifers and the kind and nature of the material in eac, (4) TYPE OF WORK. Owner's number of well stratum penetrated, toith at least one entry for each change of formation ! (if more than one).... MATERIAL FROM i New well ' Method: Dug ❑ Bored ❑ TO 142,4111111 et Deepened ❑ Cable x Driven CI -I ` � ` � Reconditioned ❑ Rotary ❑ jetted ❑ 4' , -0/� ..,� .. ; /t.�, _ /� - 9 / (5) DI.M SI NS: Diameter of well dies. / Drilled_ _.g- ft. Depth of completed well._.....Z _...tt. ''"•--- ''''''" y'� • - CONSTRUCTION Casing installed: .. Diam. from -----C?__ ft. to .<<`_rft. . I Threaded ❑ Diam. from .........._._ ft. to ft. --i. Welded 0 ........_ __" Diam. from _ ft. to ..____..._. ft. _ • Perforations: Yes 0 No 0 _ Type of perforator used.... SIZE of perforations _.__. _.____. in. by in. perforations from ft. to _.....__.... ft. ......-........_...._ perforations from ft. to ................_...... ft. ________ perforations from • ft. to ft. f • 1 Screens: Yes ❑ No g Manufacturer's Name..._.._ —_-- Type.___________.___..-___._._._.__.__ Model No__.._.._. Diam. _ SIot size .._..__. from ft. to _.._-_.. ft. Diam. ..____.... Slot size .._. from ........_.._ ft. to ...-� ft. • Gravel packed: Yes ❑ No (y Size of gravel: ....._,__......-.._... I I Gravel placed from ____________ ft. to _._._...._._.._. ft I i i Surface seal: Yes $' No To what depth? ! -r-. ft. I i Material used in seal.. 1 Did any strata eontain unusable water? Yes 0 No 1 Type of water?....._..._ _. ._ Depth of strata_....__... -_ • i Method of sealing strata off__.__ _..-_...-•-------•-_._- SEARS r4 , (7) PUMP: Manufacturer's Name_ _._._.... ...._._--_-... ! Type: _ J£r`I,.. SIBiLE __. _ _ H_P_14.2__.... 1 • (8) WATER L�LS. Land-s dace elevation I � // above meals sea level.... .. __. ___,_.ft. Static level .......... ....._...ft. below top of well Date .:..Z.. { 1 Artesian pressure .._-._...__......_.___lbs. per square inch Date.._._._..r......_ I Artesian water is controlled by.__.._...._. ._...�_..._..._.._,,._ (Cap, valve, etc.) I . (9) WELL TESTS: Drawdown is amount water level is lowered below static level Work -- , 197,. .3 Completed._ --2 C`' ig -,.-: Was a pump test made? Yes ❑ No ❑ If yes, by whom? - Yield: gal./min. with ft. drawdown after hrs ALL DRJLL 'S STATEMENT:NT: This well was drilled under my jurisdiction and this report is "' - true to the best of my knowledge and belief. Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) Time Water Level Time Water bevel Time Water Level NA E , co Ora OX./.1.//e->4. 7Q 4 (Person. . or ore on) (Type or print) i Address... el _; � L 4 /4 ] � Date of test _ " ; `.y t_. - (Signed]. Bailer test..-. ' gal./min with--{¢?...._...eft. drawdown after hrs. (Well Driller) Artesian flow _.. _ g.p.m. Date...._...._..__._....._..._..___— c. Temperature of water Was a chemical analysis made? Yes ❑ No 0 License No .2. `-"' / 'bate.._./ `/ , 19 ,% 1 . (USE ADDITIONAL SHEETS IF NECESSARY) - S. F. Mo. 7 33 --OS---Rev.4-711. - ' • File Original and First Copy with Department 0( Ernlorry WATER WELL REPORT Second Copy— Owner's Copy Third Cooy — Drillers Copy STA11:1!, OIF WASIIINGT.ON (1) OWNER: Name . .Ro.le-r.--t, Cazerm Address.203.3._?.-...12th,....Anaco (2) LOCATION OF WELL: County Skagit. — NW i: SW , 4 .4 Bearing and distance from section or subdivision corner ........_— — . . (3) PROPOSED USE: , . , Domestic RI Industrial 0 Municipal 0 (10) WELL LOG: ' frrigation 0 Test Well 0 Other 0 Formation: Describe by color, character show thickness of aquifers and the kinc -- stratum penetrated, with at least one ( (4) TYPE OF WORK; ,)wrier's number of well - • if more than one). MATERIAL New well 5a--- Method: Dug 0 Bored 0 Deepened 0 Cable :.-sr Driven 0 Gamel, & .11,9..711 Pain — Recondition.ed 0 Rotary 0 Slatted a Yell 0ff_alay _ ___ _Camen___Clay (5) DIMENSjpfiS: Diameter of well 4:1° —inches. ___Le..1___ o Ar____Gravel_& Clay____ Drilled... .7. ? . ... Et. Depth of completed well . I /t. . Fine Brawn Sand (6) CONSTRUCTION DETAILS: Casing installed: ‘ - - Diam. from 0 ft. to 70 ft. Threaded 0 " Diarn. from ft. to ft. Welded 441. " Diam. from ft. to ft. Perforations: Yes 0 No (I. Type of perforator used SIZE of perforations in. by in. . ......... .. perforations from ft_ to ft. . , perforations from ft. to ft. perforations from ft. to ft. Screens: yes 14, No 0 . ) t i 4-- i . Manufacturer's Narrie....44/... 10 t i 1...)ede-178t-4" Type 5.±.-.4.1_. ..i.,?e...5.., __...._...... Model No , ; Diam. ... Slot size from ft. to ft. , i Diarn. Slot size from ft. to ft. Gravel packed: Yes 0 No pc- Size of gravel: Gr;.vel placed from ft. to ft. , _ 1 • . Surface seal: yes , r No Of whq depth? .i.../..E( ft. . • Mater; I used in seal.. ,..421..:4. t 0 1't I Did any strata contain unusable water? Yes 0 No tie __ _ • , .. I Type of water? Depth of strata • Method of sealing strata off • . ' (7) PUMP: ZvIanufaciurer.s Name • — Type: HP • (8) WATER LEVELS: above Land-surface mean-surfa sea c ee eyeavti:in ft. Static level i 7 .ft. below top of well Date57ngh:::::7_ Artesian pressure lbs. per square inch Date Artesian water is controlled by (Cap, valve, etc.) ----- (9) WELL TESTS: Drawdown is amount water level is • ---- lowered below static level Work started 5-10‘..-78 . 19 C Was a pump test made/ Yes '"-; No 0 If yes, by whom?. Yield; gal.:ram. with ft. drawdown after hrs. WELL DRILLER'S STATEME. - .. .. .. This well was drilled under my - - - - true to the best of my knowledge Recovery data !time taken as zero when purnp turned off) (water level • measured from well top to water level) •. 7,ine Wui.er Level ; Time Water Levet Time Water Level NAME-....DAHLMAN__.PUMP._.&.__MIL (Person. firm, or corpor ;.'• I Address B=15.41&-tgri 9823 Date of test '..A (Signed] Bailer test 1 gal Jrnin. with I ft. drawdown after hrs. (Well Artesian flow g.p.m. Date • 222 , • • Temperature of water...... .... Was a chemical analysis made? mia a No 0 Ueense No L r rCli" A 1-11-10.7r)%4 a I e.-,t,,,ve.----,—, .—y- •...-.--,—— . —-• RECEi ' . ,1111 2 8 , OPT. OF Ef t +iATER WELL REPORT Start Card No. STATE OF WASHIMlITON Water Right Pera 1 (1) OWME Rr: Name IANDERMAR, NORMAN J. Address 141.20TH ST ANACCRTES, WA 98221- (2) LOCATION OF 'ELL: County SKAGIT f = - M14 1/4 SW 1/4 Sec 25 135 N., R (2a) STREET ADDRESS OF WELL (or nearest address) 2204 41ST, ANACORTES (3) PROPOSED USE: DOMESTIC (10) WELL LOG - (4) TYPE OF WORK: Owner's Number of well Formation: Describe by color, character, (If more than one) and structure, and show thickness of aqui NEW WELL Method: ROTARY and nature of the material in each strata at least one entry for each change in for (3) )IMItSICNS: Diameter of well 137 inches Drilled 137 ft. Depth of completed well 137 ft. MATERIA(.' . ' @Y CLAY & GRAVEL �R...... .. (6) CONSTRUCTION DETAILS: ' u rw z: nn.-1..;,.:': Casinoinstalled: 6 " Dia. from 0 ft. to 132 ft. ' '' • "�'"� s'` WE ° Dia. from ft. to ft. ; ° Dia. from ft. to ft. Perforations: NO Type of perforator used SIZE of perforations in. by in. perforations from ft: to ft. perforations from ft. to ft. perforations from ft. to ft. Screens: YES Manufacturer's Name Well Located Accorc Type STAINLESS STEEL Model No. Dias. 6 slot size 10 Ordinance 10463 Sk- ' Dias. slot size fro' ft. to ft. Gravel packed: K1 Size of gravel Gravel placed from ft. to ft. Surface seal: YES To what depth? 18 ft. Material used in seal EEAITONITE . i Did any strata contain unusable water? NO Type of water? Depth of strata ft. Method of sealing strata off j• (7) PUN*: Manufacturer's Nese Type H.P. (B) WATER LEVELS: Land-surface elevation • above mean sea level ... ft. Static level 105 ft. below top of well Date 07/10/92 Artesian Pressure lbs. per square inch Date Artesian water controlled by . Work started 07/09/92 Complet< (9) WELL TESTS: Drawdown is amount water level is lowered below WELL CONSTRUCTOR CERTIFICATION: static level. I. constructed and/or'accept responsibi: Was a pump test made? If yes by whom? struction of this well; and its cospli; Yield: gal./min with ft. draw-lawn after hrs. Washington well construction standards and the information reported above are knowledge and belief. Recovery data Time Water level Time Water Level Time Water Level NAME DAHLMAN PUMP & WELL DRILL (Person, firm, or corporation) (Typ; ADDRESS PO'BOX 422,B(ELINGTON, WA Date of test / / n �, Bailer test gal/sin. 27 ft. drawdown after hrs. [SIGNED] i'rH/4 6v'-Y- �P. License Air test 5 gal/min. w/ stem set at 132 ft. for 1 hrs. Artesian flow g.p.s. Date Contractor's . Temperature of water Was a chemical analysis made? Registration No. DA1)1JcW1231.0 Dat, Department OriseinaE and First Copy with �11 �} WATE , WELL REPORT De artxnent of Ecologyj /� c ^� V�Second Copy Owner's Copy Third Copy— Driller's Copy ST -,- OF WAS r INGTON (1) OWNER: Name ( ... . . . '. f Address._ _. .�.t.. , ..3... (2) ®CG '1O ® ' WELL.4 LLe County o ��f Bearing and distance from section or subdivision corner //{/ (3) PROPOSED USE: . Domestic Industrial ❑ Municipal ❑ (10) WELL LOG: Irrigation Q Test Well ❑ Other 0 Formation: Describe by color, characcee �_ — show thickness of aquifers and the. kin. penetrated,enetrated, with at least one (4) TYPE OF WORK: Owner's number of well (if more than one). . .. MATERIA%, New well $ Method: Dug 0 Bored ❑ Deepened [J Cable 0 Driven ❑ -- —_ Reconditioned ❑ Rotary X Jetted 0 ` y1 - z z (5) DLMENSIONS: Diameter of well ches. - ,: Drilled i.. ft. Depth of completed well. I.-a- ....St. s (6) CONSTRUCTION JETA1LS: i`.4i4., Y ..4� --' Casing installed: 4 '° Diam. from '' ft. to ._L,tar ft. Threaded 0 .........-_._" Diam. from ft. to ....__..._... ft. Welded X " Diam. from ft. to ._..__.., ft. Perforations: Yes 0 No Type of perforator used SIZE of perforations . in by in. zkd___,i ...,_ perforations from ......_...._.._...._. ft to ft. ................._..._ perforations from ft. to ...._•----.......---- ft. Anew. ..__..._.. _ perforations from ft. to _, ft. Screens: yes ❑ No , Manufacturer's Name.. Type __ _. _ .._.. .._ _ —._ Model No_______._...... Diam. _......__.__ Slot size ...__....._... from ft. to ._ it. Dram. ._.....___ Slot size .__..._____ from ft. to ______ ft. • Gravel packed: Yes 0 No Size of gravel: _______......._...... Gravel placed from ...___.._^..____._.__ ft. to ......._..._ ._-.---•.... .. ft. i -;:, -f.; Surface seal: yesp4 No ❑ o t 4Ie 2' ? . _.__.._ ft. - • Material used in seal __.. t;•:,-e• ....._----.------.: Did any strata co•. .. • unusable water? Yes g No Type of water?._--', of strata_....._� .- E Method of sealing strata off_____ _ fifi _ -� (7) PUMP: Manufac 's am _ ke-_ �� Type: —_._... . '.T+'.. _- `•4 _,fl.. .._. Till _ (8) WATER LEVELS: Land-surface elevation — above mean sea level.... _._._..ft, • Static level 3.4 _ft. below top of well Date Artesian pressure ._...-- lbs. per square inch Date_ - Artesian water is controlled by._..._.____.._.. �......._._.._..__..-•-.--..... (Cap, valve, etc.) (9) WELL TESTS. Drawdown is amount water level is lowered below static level Work. started_ ...-.. . 19.. .. C Was a pump test made? Yes ❑ No 0 If yes, by whom./ ' YIeld: gal./min. with ft. drawdown after hrs. WELL DRILLER'S STATEME This well was drilled under my " " true to the best of my knowle e Recovery data (time taken as zero when pump turned off) (water level /;�'��'� measured from well top to water level) ���t� Time Water Level 1 Time Water Level Time Water Level NAME. /1/.1- A.a5:. a m or carpet i Address ` o Date of test . [Signed] '''-.---.f test .a_..gal./min, with ft. drawdo e •d �i`` ` r. hrs. . Artesian flow....____ g.p.m. Date f _1 _7,1 i Temperature of water Was a chemical analysis made? Yes ® No 0 License No2,-,2-i-6) ®/Pfi Y _ (USE ADDITIONAL SHEETS IF NECESSARY' . . File Original and First Cc•-iy with Department 0( Ecology WATER WELL REPORT Second Copy —Owner's Copy Third Cony— Driller's Copy • STATE OF WASHINGTON p — ...------` . / . . (1) OWNER: Name. .- ‘...[:-..--) .. ..---7'.. .4::::2_,_ --- Addrs-,-,-ul ..,LV/ (2) LOCATION OF WELL: County.. ,-,c,---4.--LL-r: — •.•>...t/il...1,'43..ik.l'e Sec.:- Bearing and distance from section or subdivision corner 1 (3) PROPOSED USE: Domestic g Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe by cola?, character, stze show thickness of aquifers and the kind and __ I stratum penetrated, with at !east one entry I (4) TYPE OF WORK: Owner's number of well fi.71 . I . (if more than one). • MATERIAL • i i- -1 New well 14 Method: Dug 0 Bored 0 Deepened 0 Cable VI Driven 0 1 / Reconditioned 0 Rotary 0 Jetted 0 _______ ,',.:, .Wi.,:?.?-T- . •:;ft`. ''':.y.,4,4•- ./.:;;41 ::•.:M..6•. (5) DIMENSIONS: Diameter of well 6' inches. 1-27'17,77.2> Drilled_ ,/z) 7 _ft Depth of completed well i a .7 it (6) CONSTRUCTION DETAILS: • ., .,' :.#.4' ":',,C.. :-:4"*. , .XX'.. '. - • - Casing installed: ..._6....._... Diam. from ---ri-/ ft. .7_1.-41../. ft. - --- Threaded 0 -...- Dlam. from ft. to ft. - Welded 0 " Olson. from - ft. to ft. Perforations: Yes 0 No X' Type of perforator used • SIZE of perforations in by in . . perforations from ft to ft. perforations from ft. to ft. ' perforations from ft. to ft. .• Screens: yes 0 No IA Manufacturer's Name... _ •Model No.. • Diam. ......__ _ Slot size __..-..... from ft. to ......____.. ft. Diarn_ ... ........ Slot size from ft to ft_ Gravel packed: Yes 0 No 0 Size of gravel: ._......_.......... Gravel placed from ft. to ft. H Surface seal: yes tx1 No 0 To wh t depth? ...c=7...0 ft. . ._ , . . -- . Material used in seal.... .a. Did any strata contain unusable water? Yes 0 No 0 , _ -. , , Type of water?______-___.--- Depth of strata Method of sealing strata off_ . • g •! I ; • :,: ;•• i' ..• - (7) PUMP: slum Ear turer's Name....P..=/..re-2(Z7--0.-_.f..______ - Type: ....-..1•2...,<-4. c...ei--- t.,:te.:,44-c.- H.P ..4_, • . . Land- (8) WATER LEVELS: aboesrneees:levon a lar ft. • Static level / 5-- .ft. below top of well. Datea."-26*-- 8 t... . . Artesian pressure ....__........_____......lbs. per square inch Date. Artesian water is controlled by (Cap, valve, etc.) (9) WELL TESTS: Drawdown is amount water level is i lowered below static level Work started_...Q_I'n./..0'..._, 19..a../. Comp; Was a pump test made? Yes 0 No gif If yes, by whom? Yield: gal./min. with ft. drawdown after hrs WELL DRILLEft'S STATEMENT: This well was drilled under my juri! true to the best of my knowledge and Recovery data 'time taken as zero when pump turned off) (water level measured from well top to water level) NAME ‘‘.7:? RDkt.,E ,t2.)5z-1-- Time Water Levet Time Water Level I Time Water Level .• • i (Person, firm, or corporatio - . i 4_,.ef-i-ete; Address I (t;"--3-2-t'72ieC•7-fy-t- - - ! ,-- .) Date of test . [Signed]. f / • Bailer test 7 gal./min. with .7.S..ft drawdows after.. '4 hrs. (Well Dri Artesian flow I Temperature of water Was a chemical analysis made? Yes 0 No 0 License No q / 7 Date . . (USE ADDITIONAL SHEETS IF NECESSARY) • File Original and First Copy with Department of EcoloeY WATER WELL REPORT Second Copy—Owner's Copy Third Copy— Driller's Copy STATE OF WASHINGTON (I) OWNER: Name Steve. Marris Address ..2215... ., .41,.St ..St...... .Aziac., (2) LOCATION OF WELL: cuunty Skagit ........ ..- - y4 • i'4 Se Searing and distance from section or subdivision corner : . (3) PROPOSED USE: Domestic VI Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test Weil 0 Other 0 Formation: Describe by color, character, si . . ________ — . show thwkness of aquifers and the kind a7 stratum penetrated, with at least one era, (4) TYPE OF WORK: , wrier's number of well 'if more than one)... . MATERIAL . . . New well Et Method: Dug 0 Bored 0 Deepened 0 Cable 0 Driven 0 _ _T_Qp...S oil Reconditioned 0 Rotary Jetted 0 - - — - (5) DIMENSIONS: Diameter of well (...>" inches. Silt.q. sand. Drilled......./IL ft. Depth of completed well / --- .--.' _ft. '- ..A....r •'•iv,41:,;.t..:.:-.-,:- ::.z:• :-_..!..,...:::.. ""ti.-'-1?•?••,::. :fl."T.fc,';' ,::.-.•r. (6) CONSTRUCTION DETAILS: Casing installed: L " Diarn from C ft. to •./.../...C._ It. Threaded 0 " Diarn from ft. to ft. Welded 0 " Diam from ft. to ft. . . Perforations: Yes 0 NoX Type of perforator used ____ SIZE of perforations in. by in, • ....................... perforations from ft. to ft. perforations from ft. to ft_ perforations from ft. to ft. Screens: yes 0 No 91 Manufacturer's Name • Type Model No ' Diam. Slot size from ft. to ft. i Diarn Slot size from ft. to ft. Gravel packed: yes 0 No [1 ' Size of gravel: •• ____ Gravel placed friarn . ft. to ft. . i . • .. ., -- Surface seal: Yes No 0 To what depth? 15 ft. .... Material used in seal Did any strata contain unusable water? Yes 0 No ut I Type of water?_____.........__......_.. Depth- of strata Method of sealing strata off — (7) PUMP: Manufaturer's Name_ Jc. :.../ TYPe: '1,%f-J-Cd:,C..k:._.f.—ti.c--.4.-.:. H.P y.:. _i \A y- • (8) WATER LEVELS: Land-surface elevation . ' _________,_ / above mean sea level... ,I'; '{ Static level ft_ below top of well Date ' I ' - =•/ "''' ' Artesian pressure lbs. per square inch Date Artesian water is controlled by (Cap, valve, etc.) (9) WELL TESTS: Drawdown is amount water level is • lowered below static level Work started_....ne.C,..._..4.____. 19_81_ Co; Was a pump test made? Yes ---"! No q If yes, by whom? Yield: gal./min. with ft. drawdown after hrs WELL DR1LLE7:.'S STATEME-P, This well was drilled under my jt .. .. ,. - true to the best of my knowledge ar Recovery data (time taken as zero when pump turned off) (water level measured from well Time top to water level) Lni WaLer Leve- NAME ....DAHLMAN. PUMP..ANII. II Water Level I Time Water Lepei 1 2 . r. i (Person. firm, or corpora , Address 4..2-0.-52ax 422,..1311,r: . ! I' I ".1 A . '.. ',... ,.........,, . i at .of test ,(Signe-di P . L.- • zi,--' _Li,..:.),,I. Bailer tea/ .-.; gal./min. with ft. drawdown after hrs. (Well Artesian flow g_p_in Date 1 Temperature of water Was a chemical analysis made? Yes 0 NoA License No 0222. • D; tUSE ADDITIONAL SHEETS IF NECESSARY1 • File Original and First Copy with Department of EcologY WATER WELL REPORT API Second Copy -Owner's Copy Third Copy - Driller's Copy 44 STATE OF 'WAS/WIGTON Per - - -- - . E .. riud. Ma I: —2-61.0- Uonmercia4 Anacort-5*s, Wal6.r.F274 . (1) OWNE dic R: Name Address .. 1 . S Just...pa.s.t... Le (2) LOCATION OF WELL: County....... ... ... ...... Skagit — t,,,, .S.4-) 1,4 Sec.:::".`.. Bearing and distance from section or subdivision corner • .._ (3) PROPOSED USE: Domestic pi Industrial 0 Municipal 0 (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe titr color, chayticter. size of .• show thickness of aquifers and the kind and no —.. - gratt.s.ra penetTatcci, with at least one entry fol (4) TYPE OF WORK: Owners number of well (if more than one). . MATERIAL New well (ZI Method: Dug CI Bored 0 . • - . Deepe.ned 0 Cable 0 Driven 0 _______.ar_CIWT1 .c3n,y an.d.___gra.,3rni .• Reconditioned 0 Rotary al jetted 0 — _ — Hatl-t_c' - (5) [II,IMENS IONS: Diameter of well '-' Inches. _ , Drilled 1 ft. Depth of completed well i / _ft. (6) CONSTRUCTION DETAILS: . Casing installed: .:.. " Diam. from LI ft. to ) Threaded 0 '' Diam. from ft. to ft. Welded 0 " Diam from ft to ft. • Perforations: Yes 0 No im Type of perforator used SIZE of perforations in. by in. perforations from ft to ft • perforations from ft, to ft. - perforations from ft. to ft. Screens: Yes 0 No 04 Manufacturer's Name _ TYPe Model No liiam. Slot size from ft. to .............:, ft_ Diam. Slot size from ft. to ft. • Gravel packed: Yes 0 No Cil Size of gravel: •• Gravel placed from ft. to ft. ...._ • Surface seal: yes n No 0 To what depth? ......2..! ft. - - — .. 1 Material used in seal Did any strata contain unusable water? Yes 0 No Q Type of water? Depth of strata . - Method of sealing strata off ....i (7) PUMP: Manufacturer's Name - ____ Type: 11,13 . - - - • (8) WATER LEVELS: Land-surface elevation --- - above mean sea level.. .. ft. , ....r •-- ' ' ' 7 Static level . ft. below top of well Datest-' / _1 -:-- Artesian pressure lbs. per square inch Date Artesian water is controlled by (Car), valve, etc.) (9) WELL TESTS: Drawdown is amount water level is lowered below static level Work started__ May.:25..=. , 19.32... Completed...1i Was a pump test made? Yes :7; No t-p If yes, by whorn?. .................. Yield; gal./min. with ft. drawclown after hrs WELL DRILLER'S STATEMENT: ., ... ., This well was drilled under my jurisdictior ., „ .. true to the best of my knowledge and belief. Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) Time ,iiriti 1:.,<.ri,.i - Water Leuel. 1 Time Water LevelI NAME,....DAIMAN---PUMP-AND-DRILLING-- (Person, Rrm, or corpotation) • AdciRs.s0.._ 3.a x 422..Jauxiingt.on.,....98 a: --1 Date of test (Signed} i 141-r-r JA Bailer test -,-; gal./min. with •I ft. drawdovvn alter hrs. Well Driller) Artesian flow g.p-rn. Date •/. . Temperature of water Was a chemical analysis made? Yes 0 No F2 License No. .02.22_ Date....May.... 7. • 'USE ADDITIONAL SHEETS I-F N'Er."..7• SARYi --;-= File Original and First Copy with Department of Ecology WATER WELL REPORT Ai Second Copy-Owner's Copy Third Cony - Driller's Copy STANT; OF WASEM\IGTON Pi - __________ _ _ — • --- - - (1) OWNER: Name... .....Robert. Ford AddrPsil 4305 "E" Ave.Ave ............... — (2) LOCATION OF WELL: Skagit -5iAJ , ' 1 • ' Sec. County Bearing and distance from section or subdivision corner 1 - -- — _ ---- - - - --- --4 (3) PROPOSED USE: Domestic k:., rndustrial 0 Municipal 0 (10) WELL LOG: • Irrigation 0 Test Well 0 Other CI Formation: Describe by color, character, size show thickness of aquifers and the kind and stratum penetrated, with at lean one entry . , (4) TYPE OF WORK: Owner's number of well (if more than one). —MATERIAL New well Q) Method: Dug 0 Bored 0 Deepened 0 Cable 0 Driven 0 Topsoil Rec-onditioned 0 Rotary al Jetted (:1 Clean gravel & sand - dry Tan clay (5) DIMENSIONS: Diameter of well 6 inches. _Cis_a_n_giavel and sand - dr. Drilled 3-05 ft. Depth of completed well 3.05 .it. ...Ilirs_y_b_r_pkta gravel & sand (6) CONSTRUCTION DETAILS: Clean gray gravel & sand . Brown gravel. & sand Casing installed: 6 " Diana from +3 ft. to 73 .5 ft' ....4 ":-.4 .11:1'*•43.egi.,r= Wti-I''' -- igq.27I-M: . Threaded 0 '' Main. fronni ft• to ........---- rt. .itt;tr:•,..-,.;ie-Aoit4,.w4--,,,r,--1.0.A.v.......:-........,,.,.:-....,,,,,...........,..,.......--.... Welded NI .......__ " Diam. from ...... ft. to ft. 11.edrork. — gray Bedrock — black Perforations: yes 0 No (X Type of perforator used SIZE of perforations in. by in _Be • — perforations from .............__...... ft. to ft. drock black perforations from ft. to ft.. . perforations from _____........... ft. to It. ___ _________ Screens: yes 0 No cZi • Manufacturer's Name Type........__ ________ __-___ Model . . Diarn. --- Slot size ..._-__...__ from Diam, Slot size ...._....- fxom ....._____. ft. to ______ ft. Gravel packed: yes 0 No Xj Size of gravel: ..-..._......... Gravel placed from ft. to ft. 1 —Su3rface seal: Yes No 0 To what depth? _..........16 ft. • Material used in seaL Puctdeling Clay . . Did any strata contain unusable water? Yes ( No 0 I • - ••• Type of water? Depth of strata. - Method of sealing strata off .. • 7) PUMP: Manufacturer's lVacrie...._ .. .. . . Type: ....-....4.Af-L-.-----_-..---------- H-P 2 °' _ ev ion (8) WATER LEVELS: Labovde-smeallaceseela leavtr.... —...._—____ft. Static level .6 0 ft below top of well Date_________-______ Artesian pressure lbs. per square inch Date .Artesian water is controlled by. _ ,______ ___ _ _____ --(Ca-p, valve. etc.) . • (9) .WELL TESTS: Drawdown is amount water level Is lowered below static level Work started_ L.c). - ZL., 19_Stl-Corn ,Was a pump test made? Yes 0 Non If yes, by whom? -- Yield: gal./rain. with -7 ft. drawdown after ,..10-d* hrs WELT, DRrLLER'S STATEMENT This well was drilled under my ju: . „ ,, • .. true to the best of my knowledge an( Recovery data (time taken as zero when pump turned off) (water level . measured from well top to water level) i • Time Water Level 1 Time Water Level Time Water Level NAME Hayes Well. Drillir. 1 (-2-,-ersQn. firm, or corporat • Address 1413 Colony Rd . .,IL _ - n. ••7- ' L............. .___\\....... , r•-•, --... Date of test ki_LN.e c,_:-: • [Signed). - Bailer test gal/min with _ft drawdown after- ..... _hrs (Well E . Artesian flow g.p.m. Date...-_......-__---__—_ _ Temperature of water Was a chemical analysis made? Yes 0 No R License No 7o2 • Da 'USE ADDITIONAL SHEETS rF NECESSARY) Eile Original and First Copy with • ,,,''' CY I.:,/ '''' '-'•• --; ._. Department of Ecology WATER WELL REPORT Applicaticin ),..c Second Copy —Owner's Copy , c'''? 7P 1, Third Copy— Driller's CoPY3 -1/2 --- - 7ej.... STA.It: OW WASECIDNGTIN Permit No. . .. I- ' ' --:-' ` (1) OWNER: 1 -1 Address 1-3 ,•-- -11-T:Z,-., 1 '163 k. c. ') LOCATION OF WELL: County 4)V? I ri...„. (7, mp..1-40 .1 4,..1...i.1/4 ...4 E 1'4 Se02-17 T.34 •N, R /b7 W. .aring and distance from section or subdivisiOn corner4-6 • 1-13- iVrieo / eac A l'' ....c E.4)--1 ____...„..._ (3) PROPOSED USE: Domestic g( Industrial a Municipal 0 (10) WELL LOG: Irrigation 0 Test Well 0 Other 0 Formation: Describe by color, character, size of maternal and structure, and show thickness of aquifers and the kind and nature of the material in each . - _ . ------- ----— - stratum penetrated. with at least one entry for each change of formation. (4) TYPE OF WORK: 'if nt...tlamnbt.04rneo}{ .‘v ell - • MATERIA FROM 1 TO New well 'Ng Method: Dug f0 Bored 0 CeP,4 y-Se aAd't Vds C. il-r i Deepened 0 Cable 0 Driven 0 - t • sz2/,y_sE CIA Li , cs„."1 Reconditioned 0 Rotary 0 Jetted 0 - k• fiba... C .t- -)1,. G--ea4 e j ___ ____ __ I _y„! 3 (5) DIMENSIONS: Diameter of well .... ( ' inches. i Drilled . Lit A ft. Depth of completed well 21 1 -ft. (6) CONSTRUCTION DETAILS: Casing installed: 3 .I., ' Diarn. from (9 ft to 4V ft I Threaded 0 " Diam. from ft_ to ft. _ - Welded Q " Diam. from ft to ft. — Perforations: Yes 0 No 0 Type of perforator used SIZE of perforations in. by in , _ perforations from ft. to ft. - • __ perforations from ft. to ft. ' ... ___... .. .. perforations from ft. to ft. Screens: Yes 0 No 0 Manufacturer's Name_ Model No........ __._.._ Dtam. ____ Slot size -_____ trOra ft. to ..-.....— ft. Diarn. _______ Slot size _______ from ........_____ ft. to _____ ft. . . Gravel packed: yes tg.,,a Ikloc9 Size of grav2.1) e ravel placed from __......k • .e Surface seal: yes g No 0 To what dept4 ___/_.?..____ ft. • , l±daterial used in seal__,..0 49 li. .c. 11 Le' • Did any strata contain unusable water? Yes 0 No 0 • Type of water?___ __......-______ Depth of strata......________.......... . , I . Method of sealing strata off • _ -- (7) PUMP maractres Nart ___LP....4..LL! 1.:1. . .. . . • . . (8). WATER LEVELS: Lanean d-surface . _ , _ _It ----1 • Static level cZ gs Labovde- m .ft below top of well Date. 1 11,..):-:.1---- Artesian pressure —_________-_lbs. per square inch Date. i 7 Artesian water is controlled by (Cap, valve, etc.) _ 1 I • , ' (9) WELL TESTS: oravidown is amount water level is lowered below static level Work. started-40F // _______., 19 ZS—Completed 47 2 0 19 7,i---. Was a pump test made? Yes 0 No 0 If yes, by whom? Yield: gal./min.. with ft. drawdown after hrs WELL DRILLE!''S STATEMENT: ,. PP PP p• This well was drilled under my jurisdiction and this report is . ., PP .. IP " true to the best of my knowledge and belief. _ i• ,-, Recovery data (time taken as zero when pump turned off) (water level i • measured from well top to water level) NAME SI%0 4... 1 4 e let Well hi 9 l''' I ).1 y Time Water Level 1 Time Water Levet I Time Water Level • i (Person. firm, or corporation) f (Tq or int) 9 pr . 1 . ral4 64.....e0404 13 ,1 c S. -Es () 41 iiick/A0 I)11*i IA) ci 'tk Address ,, ; ........... ..._. , . _._ ---7/7: Date of test [Sign 1- a-''' -a" Bailer test gal./rnin with ft. drawdown after hrs. (Well Driller) A.rtesian flow g p.rn Date _ 4 LI 'i.. Temperature of water... Was a chemical analysis made? Ye.s 0 No 0 LiCerise No Li Date. L (-) , 19 7 (USE ADDITIONAL SELEETS TE NECESSARY) ) S. F. No. 7356--r)S—iRev. 4-71). • ,.f.."27'.%. . ...- WATER NEIL REPORT Start Card STATE Of WASNIN6TON Mater Right • (1) OWNER: wale ANSTEMSEM, TED Address 620 38TH ST ANACORTES, WA 98221- (2) LOCATIC4 Of WELL: County SKAGIT - NE 1/4 NE 1/4 Sec 34 13S ? f12a( STREET ::::ESS OF WELL for nearest address_; 1134 MARINE DR-N SIDE RO (3? PRaPOSE: ::_. OONESTIC 1I3) WEIL LOG • (41 TYPE OF ►:-i: Owner's Rusher a' w::: For.ation: Oescribe by color. chara: s: a F�,a^ :-. 1 . and structure acd show thicknesss. . ABANOONE: c:. OU6 as re :.a L:) •ME:i. i30.e le ; 36 i• _. ' _... Orilled 42 ft. Depth of completed well 42 ft. MATERIAL MAR 3 0 (6) CONSTRUCTION DETAILS: • Casing istalled: ' Dia. from ft. to ft. OEPT.OF ECOia ' Dia. from ft. to ft. Top 3 ' of tile was re and grade lowered by Perforati,sms: NO Type of perforator used SIZE of perforations - in. by in. Cement installed _.-:orations from ft. :o ft. :erorations fro' ft. tc ft. Chlorinated sand sew;orations fros ft. to ft. Screens: :40 Manufacturer's Hale ( Type Model No. Nat. slot size fro. ft. to ft. Dias. slot size fro. ft. to ft. Grave! aiczed: NO Sire of ravel 1 j Gravei placed from ft. to fi. Surface seal: NO To what :eoth? mat;':.. aed in sea I °ic strata coat5i . -;;,sari_ .a:er' p: : Type . Later? >w rh strati f:, Ketn;,e of sealing strata off 17) PUMP: Manufacturer's Na.e 1 Type H.P. '81 WAFER LE'ELS: Land-surface elevation above sewn sea : .el , ft. ..1 Static :soil 8 ft. below t•sc of we:: Date 03/25/93 • Artesia; -ressure lbs. per s,a:are ir:-. Date Artesian water controlled by Work started 03/24/93 • :91 WELL TE_ Orawdcwn is amount water level is lowered below : WELL CONSTRUCTOR CERTIFICATION: :.4,.. .. r rigt'1 3.d?l- 2-rani- -:-- has a rvt: :est lade? HO yes, :; whoa: str:;ti^n of iris well, and _:_ : Yield: ;al./win with ft. 'drewdc.r after nrs, Wasnington well construction s.tai and the information reported ace, knowledge and belief. .Lae :eve: T`.ae ..wire. el -_3? .. wa _ .e , NAME HAYES ORIL G, INC. :arson, c,r .or"_ ADDRESS 556 E'J • ' p .t iW MA Date If test Sailer ._ . gaj`slr, `t. -"awi:w- after ors. E (SIGHED] 4../l ,a// : i Air :es: �ai„ada. 41 stem __ - for n,r_ !r Artesian ':or g.p,:. Date : :ontractor's Temperature of water was a cheaicai analysis 'ade? NO ; Registration No, HAY£SDI106d5 I i File Original and First C„py- with Department a Ecology WATER REPORT WELL Second Copy — Owners Copy Third Copy — Driller's Copy STATE Off, WAS 1-4G`1SON (1) OWNER: Name C . J ° Posthumus Address........1104 HHavacos t Rd . (2) LOCATION OF WELL: County Skagit m NE NE Searing and distance from section or subdivision corner (3) PROPOSED USE: Domestic Indistrial ❑ Municipal 0 (10) WELL LOG: Irrigation ❑ Test Well v Other 0 Formation: Describe by color, character, -- — --- _ _�-�� � show thickness of aquifers and the kind stratum pemstrated, with at feast ants e• I (4) TYPE OF WORK: t.iwtrer•s number of well i if more than one)... MATERIAL New well r Method: Dug ❑ Bored ❑ Deepened 0 Cable ❑ Driven 0 —Topsoil _ — Reconditioned 0 Rotary j Jetted ® Tan c lay (S DIMENSIONS: �ra yr sjay_ c g_r_a ie ) Diameter of well inches. (fray O rock Drilled Drilled .. .... .. ft. Depth of completed well_ _t. _T _ EIo r Loeb seQ1Dag-i' (6) CONSTRUCTION DETAILS: Hard gray roc,k Casing installed: 6 " Diam. from ...±.1.1/2... ft. to ....1.8 _ ft. • Threaded ❑ " Dfam. from ft. to ft. Welded ❑ " Diam. from ft. to ft. Perforations: Yes 0 No M • Type of perforator used SIZE of perforations in. by . in. perforations from ft. to - ft. perforations from ft. to ft. perforations from ft. to ft. • Screens: Yes ❑ No Ig) Manufacturer's Name TYPe -.• --- _. 'Model No... ....___..__ .......... Diam. Slot size _. from ft. to ft. • • Diam. Slot size . from ft. to ft. • Li r . r Gravel packed: Yes ❑ No X) Size of gravel: • • , Gravel placed from .._. ft. to ft. Surface seal: 18 yes t�J No 0 To what depth? ft. Material used in seal Pudde 1 ing Clay Did any strata contain unusable water? Yes 0 No k ( Type of water?.....................___._ Depth of strata Method of sealing strata off. • (7) PUMP: Manufacturer's Name Type: _.._.............._.._ H.P. (8) WATER LEVELS: Land-surface elevation above mean sea level.... ft. Static level 5 ... ft. below top of well Date %2$f 80 Artesian pressure lbs. per square inch Date. Artesian water is controlled by. - (Cap. valve, etc.) (9) WELL TESTS_ Drawdown is amount water level is -- -- -- —• / Iowered below static level Work started _.9122 — 1980 c, Was a pump test made? Yes ❑ Nor If yes, by whom? . .... . . ... Yield: gal.;min. with ft. drawdown after hrs. WELL DRYER'S ST ', TEME. -._..__---- _ . _ . _ ,. This well was drilled under my . . - • true to the best of my knowledge Recovery data (time taken as zero when pump turned off) (water level measured from well top to water level) NAME Hayes Well Drill T:Tr Water Levet I Time Water Levet I Time Water Levet 1. 1 I (Person, firm, or %.�°p-:.... : I . . .. Address1413 Colony Rd . a i Date of test . [Signed] y �-�, r test. 2. gal./min. with...... Aft. drawdown after hrs. (Well Artesian flow. .. .... .g.pm. Date Temperature of water . . Was a chemical analysis made? Yes 0 No 50 License No 762 r i • i USE ADDITIONAL SHEETS rE NECESSARY) • .),� - r ' • • . RNUTSEN. DAVE L. .ors:: 1202 36TH ST. ' ANACORTESI rsA 18221- ':�+' : .:ourtv 'SXAGIT - NW 4 NE ::i :ec .35 2ai : PEE Yi'PEET re WELL ; or nearest a.JAress ! V'd 2cOPOEEC DOMESTIC , ; ,Or WELL LOG 4PO : Owner s Aumaer of wet; °ormatzcn; JeSC"I;e t'I Colo''. : . :f .yore tnan ogle : . and structure. and ;scw t^i:xhe NEN WELL Method: ROTARY : and nature of toe material :;. E. Jo least one entry f r Ea`:1 OIMENS•IC'NE; Diameter of well 6 ;�1;nes : °::,`J 162 ft. �eoth of comoieteo well 162 MATERIAL TOPSOIL -6 ) 'ONSTRUC71:;i DETAILS: GREEN ROCK :As Ills:ailed: 6 ' Dia, from 4 ft. to 8 ERAC: UREO_.-:6RE ..GRA.Y_ WELDED ' Dia. from 9Y♦ 1.^ ft' I REOROC i -t. S' _•-:^: rW Dia. from 't. `t. • GREEN GRAY BEDROCK Perforations: NO Tye of perforator used :IZE of cerforations in. ov A 1.. perforations from ft. :tl t. • oerrorattons from ft. to ` . perforations from ft. to ft. • ,_. :ens: NO 13nufacturer s '±able yo. Model No. slot size from ft. tc ft. Diaz. slot size from ft. to rt. Gravel ;,acxed: NO Size of gravel • Gravel olacea from ft. to ft. urface :aai: YES To what depth'' 10 ft. • ,Material used in seal PUDDELING CLAY Did any strata contain unusaoie water? NO Type of water? . Deoth of strata ft. method of sealing strata off � , • , =.. i ' ., i PUMP: manufacturer's Name WEBTROL Tape SUBMERSIBLE J.P. 112• 1 WATER LE ELS. Lana surface elevation •. . above Bean sea level f" Static level 31 ft. oeiow too of well Date 07/10/89 : artesian crre sure 'Ps. per square inch Late ;irtesian water controlled by work started 07/04/89 AEU. "r"_pr: Orawdown is amount water level is lowered below WELL CONSTRUCTOR CERTIFICATION: static level. I constructed and/or accept r pad . Vino test wade? YES :f yes. ov whom? DEAN HAYES, JR. struction of this well. and 'Lila: 6.5 ::al ./min with 100 it. •;rawdown after .8 qrs. Washington well construction and the information reported xnowieooe and belief. 6eCO Dar„ :me Aa:a: save: 'ime water Level Time Aater Le';el ,NAME HAYES WELL DRILLING/PUMPS . Person, firm, or .orocr3t: • ;CDRESS 556 ERSHIG RD, BOW fiat: ._:t 07/10/89 F i311,3r d .1e Jain .. :rawoown of t r � a:, .__, lit.ri. ++i !tam ,et at 160 ft. .�5. "e:ncer3t�.. : sf aatar was a chemical anal' _.t -.ace's NO : eclstratxon No. NAYESWD1870W • • • 4 •• r I •, I 11• .11 r Y.y I. 11 •.'.t tt 11 t • 111 111 •rt ,.� • II G_ -.-1 r•I ..t II ' •I- • r _ 11 J Ir I • It I ' I 11 •r L l"J 1 :' It I.. 111 to II 11 ... „_ 1-: . , >4 'i✓ 0 uJ • II ..r .I "o •I :t C) Ill r ..1 a • II 11 It I. . 1 • I •r.{ ( S or r'7 C'1. 1- .•1 1! J t. ;: U 11 1 • .t' ft 11 It f'1 .., , �• R 4-.1 op •d L+ C. I-1 13 • I C�•• r�-re I r 1 .-. I.r �7 f) I1 t Ill -•1C Ir II 11 • • r-- . -I f r ai 1-, U 'M/� 1s et r i .• l_I Cs IX l: l_ fret N') ao Is 11 It i , l + •r• e1i 1 W II (,.. ..1 . t (r U G] t�l �..t� I, ,r Q ii 1 1 It 1,1 . . 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In L. •tf nl • • +. rjl 11 •- It •1' • • 1.11 Iii 11 t 1 1 •.• is, sri • i n 11 It L_II le 1,_ / • l- 1I r1 . 11 t11 II 111 • • • so 1.J7 • I •1 1 111 ♦l1 •• 1 -- c.mr I 1- Cr) •M• 74:s..i1 - 3:� it C. 11 1,11 1.:• it 111 11 •• _I . •. 111 I.r• 1 " 1 1.. flJ -• '• r_ It 11 01 111 11 i I It 11.. 11 X'• •• If st 11 f• • t••1 I : • -• It •t n, , ) . 1. It ' es ,t I • I 11 1t II ' ... 11 1. ' a C . If C t IA II/ 1 i L I .t it 7 11 • .t •t'• t.. I-. II Ill • • • • ._ • •l- . , III 1'1L II I• ( ,1 Si 11 1I a 4 •I ►" 11•"1 II I I f I f.. 1 / •_ if Ii 11 • 11 it It II . i 1 1 1 r •l �fl 11 n it • M. s.i J • ,1 ✓:,t; 1} -{ 111 In 1 II • 4 II to II •Il • • tii .ri •-4 r Ii- fe 11 • • II i 11• I .. I 1 11 • t• It - it ILI 11 I• "- 11 11 -••• y I /... t.l'1 {r. xi - 11 11 tr. to ll 11 t�� 11 Lt• 11 11 - f• II 11 Si It st •-- 11 at 11 tt• 11 • .. • •• S1-222 hC ST:1TF 04,wASlll4G rOti DEPARTMENT OF ECOLOGY C R.TIFICATE OF WATER RIGHT 4 ` t tite tit:I. :.• he �pr..vt:.:••nv :....,,:.r (! 1.:,aS il,,<hu,g;..nJ,.r )•I)- .u,.! :u: hd-:••itx ! : r,t•• ; ..s t.nd •i•,;u1Jlt•::iS ••I :i.:v ±)t'P•trt•1081 .1( /► !:a••:••c,�•., CP)1111(1 IY ezier (!Ssur •• .-rs• Fitt t the ^l.tvI I t. ••1 Chnrtre 363, 1.11tY5•'t%t•rshtt:,;:on Inr !N1j, Jn,J uz;rtlilme RC.1• thyr••J ,n .t:td restu;t,t:•us of thr Department of Et:al..q)•.) .'I • CERTIFICATE NUMBER PERMIT '1UM9ER APPLICATION NUN.4BER PRIORITY OATE 2.2n Juna 2 , '074 .LAME J'v:iN .4. CIE.:E'Y ADDRESS ISTREET, 1C1TY1 ,STATE( (ZIP COCEI P. :i 437 .341apcorts VAst,iingitco 932.21 This is to certify that the herein named applicant has made proof to the satisf^ction of the Department t,f Ecology . of a right to the use of'the public waters of the State of Washington as herein defined, and under and specifically subject to the provisions contained in the Permit issued by the Deparr"»ent of Ecology, and that said right to the use of said waters has been perfected in accordance with the laws of 117' State of Washington. and is hereby con- . firmed by the Department of Ecology and entered of record as shown. �— — PUBLIC WATER TO BE APPROPRIATED SOURCE Surfaca it uneff and salt i z TRIBUTARY CF ;IF SURFACE WATERS) MAXIMUM CUBIC FEET PER SECOND —MAXIMUM GALLONS PER MINUTEMAXIMUM ACRE-=EET PER YEAR QUANTITY- TYPE OF USE. 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I �' ; • ' ( :. 1, ../3 • �/"l1 } l :• •l�� >, f ••ate ,y r , ALL At t• , }/S�~4c+ j I . • L.:/ .i ?:, _ i IN .._._ a S j 2 (11.)� ly ...7CSr g • '••_~' ▪1CIF/404••• . •aM/i.M.N• ..,.•Yf.n.V•.......<4/•: •/r M bra O4Ow,.••w••••••i••..At,ndsali +.•.MGM•• wr•••••w.I20.7 ?„wn-,N r.w ,••N jr,‘,...No r •••'w......fa- „.- ••'a 0- - - • •r • . w . ------------ . \ ----k-\--\ - 3 ST 1TRA Cry "'A ' HASE 3 \ �� rr 1 ir iarlf. _ _ ___ .,,,`', ,J'., _0.I■_ Ai , 1240094 / Ai' 1200806300185 <gib., , „air ', ._.___ r. �.59 AG'Rf o , 1 O' GEOHAZARD SETBACK 0 i' ' 0/5* I , - ; f ,: iiAA. .,F y Ni 7--- SUBJECT AREA . }, ;w 'r J1l88.42'48"W • �p7'40 Ai 7 m / an ,•,1 11 4 11. KS \ _ . : 'e'.,(..1 .. —1*. :, ' ,".,, / • 1 ...,.. . ,. , ,••:,., , . , ) , ,_ • . , . .„.•,... 441%, , . , ),,... . . „, ., r .. ,, , , -, ),M. 4 A. v , • *\ rt i �� • ' A, - . tr'1 1' - .. <_� I �, 1 r 11 1 1 , r . . illfeet I . ! / = LOCATION OF ROCK COMPETENCY TESTS 1 U �61< �0 1 1 _IY. 31ST ST I'?A "A'S (NOT OP N SE \ kl AF j20 701240094 200806�00185 >B5,y6' a A S 5.59 ACRES 1 i 1 O'GEOHAZARD SETBACH / 13 // . /a' N / WW N '0 �O. \2: Q / p .SUBJECT AREA C )�' F /V°A ��/ W 07 / V/N88 42°48"W o A� 4 /N 2°07'40" W y 30.00' 70.82 0' ' / \ 'SS, 1 21" �4P s 7 19. 7' OG ,i, s�o , ^ 3 BOG' 10 sue. �� 20 04' ' PH/SE 4 11 0`3'► 3 3.84 ACRES 12 I 1• "N tit N 16° 0' "2 ,54 E 15- --. 40.11' ' N 10'01'52" E / 46.57' N 1'17'12" E OQ 6 75.00' 44, N88°4 '48"W 17.71 • '17'12�F 5n nn° N88'42'48"W 43.B9° I I 7 / C1 _ 9 % 04, 4, / '42'48"W 1.2Z s o 9 `ro N TUTT .`AND �CVLEY S. 8 w • % PLAT OF 141IACORTES OLUAE 2 OF PLATS _ 0' NG E B/PEER 2 ACE 23 o 0 y_30Fzet I N89r,4'461Y 210.01' / Z f PA nil lc a =GEOHAZARD AREA(SLOPES STEEPER THAN 80%WITH ROCKFALL HAZARDS) REPORT LIMITATIONS AND GUIDELINES FOR ITS USE1 Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: ® not prepared for you, ® not prepared for your project, ® not prepared for the specific site explored, or ® completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: ® the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, ® elevation, configuration, location, orientation, or weight of the proposed construction, ® alterations in drainage designs; or ® composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) ea Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly — from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE,Professional Ficros Practicing in the Geosciences(asfe.org) fzi�<lir••=-' additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(aste.org) bill NOV031011 1-L CITY OFMAC(laILES Strandberg DESIGN 2018 R AVE ANACORTES WA September 15, 2017 Steve Lange Project Manager City of Anacortes RE: Public Works Dept. Review, Building Permit Application: BLD-2017-0476, 3922 Rock Ridge Parkway Steve, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. The required detail is already on PG.16.Type 1 has been noted on site plan. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC Ph#360-293-7431 ext. 218 Cell#208-949-9138 iasons@strandbergconstruction.com i ANACORTES PUBLIC WORKS DEPARTMENT c►'v 'r 0.4 Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 �i E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 '4ao4�' Memo Date: September 11,2017 To: Paul Ingalls, Plans Examiner From: Steven Lange -_ Subject: Site Plan Review#1 for 3922 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds 1 The submitted site plan for 3922 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on September 11, 2017. • 09-08-17: Submittal to Public Works Engineering • 09-11-17: Public Works review and memo back to Building Department The following comments are provided: • The referenced detail for the driveway type was not part of the routed submittal. The detail should be the WSDOT Standard Detail F-80.10-04, Type 1. • Provided for the applicants convenience and use as part of the Site Plan: • WSDOT Standard Detail F-80.10-04 1�®�" j • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste 0 ...1 . • Transportation•Equipment • Capital Projects • Development Services q�/P. VARIES(SEE CONTRACT) BROOMED (SEE NOTE 1)-� J VARIES(SEE CONTRACT) F. �{ ! BROOMED DRIVEWAY FINISH(TYP.)�. I , ! FINISH !, r/. ��1 , .d8"(1N)EXPANSION JOINT(TYR)- (SEE NOTE 1) (TYP.) ENTRANCE .�,j/j� i CEMENT CONC.PEDESTRIAN CURB(TYP.) SEE STANDARD PLAN F-30-10 �•�r I r (WHEN SPECIFIED IN CONTRACT)- / 7 r SIDEWALK /r r 1 i SEE STANDARD PLAN F-10.12 rt / MP.) 3/8"(IN)EXPANSION JOINT / CEMENT CONC,SIDEWALK CEMENT CONCRETE `S \ 3"(IN)R.- (TYP.)-SEE STANDARD -� i SIDEWALK i(TY \ \, P,) PLAN F-30.10 1- MATCH SIDEWALK WIDTH l ,_ \ � t �� • `� •Y7���// 'r//J� ��! f ; (sEE CONTRACT) �`-� ,�i 1 i ' 7r % 1 1. `" "_-(SEE CONTRACT) ` g Z ' ///d-\\\ i 1 • `\_ DRIVEWAY PLAN VIEW i CEMENT CONCRETE CURB _ I- TAPER(TYP.) �. DRIVEWAY ENTRANCE CillCEMENT CONCRETE AND GUTTER TER(SEE NOTE 3) f 5'-0" 12.-_--6_ CO TYPE 1 CURB AND GUTTER - NOTES (rYP.) (T•!p,} PLAN VIEW SIDE SLOPE(TfP,) (SEE NOTE 3) TYPE 2 1. When the driveway width exceeds 15' (ft), construct a full depth 15'MAX.(SEE NOTE 0) VARIES , 16'MAX,(SEE NOTE 6) expansion joint with 318"(in)joint filler along the driveway centerline. 1/2"(IN)UP BETWEEN GRADE r (TYR.) (SEE CONTRACT} ('TYP.) See Standard Plan F-30.10.Construct expansion joints parallel ROADWAY GUTTER BREAK ti i GRADE - ? 7 GRADE BREAK-\ with the centerline as required at 15'(ft) maximum spacing when (SEE CONTRACT) (SEE CONTRACT) / AND CURB,OR SEE 1 BREAK I NOT STEEPER THAN \ / CONTRACT PLANS I _* 1 j ROAD GRADE x?Y Q driveway widths exceed 30'(ft}. I 1 • _ ` ' { 2. See Standard Plan F-30.10 for sidewalk details. 1/r(IN)R.(TYP.)-, • * I - i DEPRESSED CURB AND -' J t I �_y 6I lr 7 GUTTER(SEE NOTE 3) 3. Curb and Gutter shown;see the Contract Plans for the 1___._,,.... -- PEDESTRIAN RAMP-I c •. \` - PEDESTRIAN RAMP Curb design specified.See Standard Plan F-10.12 for r / 6' Curb Details. -I_...._-___..�._.. ` . , / CEMENT CONCRETE O ��_5/8' (IN)EXPANSION JOINT( IP.) DRIVEWAY SIDEWALK(TYP.) SECTION O SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures,junction boxes (SEE NOTE 7) SIDEWALK DRIVEWAY RAMP or other obstructions in front of driveway entrances. sir LTM EXPANSION JOINT(TYP.)-_) ROADWAY (IN)LIP BETWEEN 5. Where"GRADE BREAK" is called out,the entire length of the SEE STANDARD PLAN F-30.10 SECTION 0 ROADWAY GUTTER (SEE CONTRACT) (SEE CONTRACT) i AND CURB(OR SEE line between the two adjacent surface planes shall be flush. CONTRACT) 6. The Pedestrian Ramp length is not required to exceedl5 feet LEGEND 1/2"(M p)-:, a ' DEPRESSED CURB (unless otherwise shown in the Contract Plans).When applying SLOPE IN EITHER DIRECTION \ (SEE CONTRACT) } AND GUTTER the 15-foot max_length(measured from back of sidewalk)the 1.5%OR FLATTER RECOMMENDED FOR I;._--...•—, . ., . ,-- �t_ (SEE NOTE 3) running sl a of the ram is allowed to exceed 8.3%. * DESIGN/FORMWORK(2%MAX,) op pedestrianP . ............. •, , . . , ..... :-.':. '-',. . .• • ..• .• '/' Use a single constant slope from bottom of ramp to top of �.5%OR FLATTER RECOMMENDED FOR �Co`FT 2L'� ramp to match into the sidewalk over a horizontal distance * DESIGN/FORMWORK(8.3%MAX.) v�DQ HI.yy,'(P ` DRIVEWAY RAMP 11� of 15 feet. �C)A '�y'� .�3/8"(IN)EXPANSION JOINT(TYP.)- (SEE NOTE 6) y DRIVEWAYT SEE STANDARD PLAN F-30.10 (SEE NOTE 7) 7. Beyond limits shown.Pay item does not induce driveway. 6 SECTION O See Contract Plans. "CEMENT CONCRETE DRIVEWAYS _ 1 �` ENTRANCE TYPE 2"PAY UM1TS �D 28680 cJ `b 44. Z. < CONTRACTION JOINT(TIP)-SEE STANDARD PLAN F-30.10 ��. '°/� �1'U J ST��� cC "CEMENT CONCRETE DRIVEWAY FOP.RAMP LENGTHS GREATER THAN 8'-0"PROVIDE 1, \� LL ENTRANCE TYPE 1"PAY LIMITS 7° J CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN.OC. \ 4> aivelL E� / ,, 7"u,•..Scot DRIVEWAY t, 1-- 1111220164:26PM o (SEE NOTE 7) \Y" ' (SEE NOTEDRIVEWA)��,r' l`J �, �.' CEMENT CONCRETE `�` \ `- �'� } DRIVEWAY ENTRANCE TYPES CL.4000 CONCRETE . CL 4000 CONCRETE 3STAN ARD PLANF-80.10-04 PER STANDARD SPEC.8 06 3 PER STANDARD SPEC.8-06.3 ,, SHEET 1 OF 2 SHEETS �, �� J APPROVED FOR PUBLICATION ammla.xJr /1 -___ e. / T ' STATE DESIGN ENGINEER ' /1 / ISOMETRIC VIEW ISOMETRIC VIEW Washington state DeporJmtnJolTrpnipsrtdion \��`� TYPE 1 — PAY LIMITS TYPE 2"-PAY LIMITS 7 • GROOMED _ VARIES _ 318"ON)EXPANSION JOINT(TYR.)- 1 FINISH(TYP.) \ (SEE CONTRACT PLANS) ,^ SEE STANDARD PLAN F-30.10 CEMENT +' ; �,,,- MATCH SIDEWALK WIDTH CONCRETE - +, , ���1�`�' j i (SEE CONTRACT)-' SIDEWALK \ 13: t• MATCH SIDEWALK WIDTH 1 \1 S * (SEE CONTRACT) '`� I*i / ` o-0" _ VARIES 6'-0" ' \ \ - 4-- 11 j I t L (SEECONTRACT) 1 l `5 ,, a• t ` ♦ • n. w f ; 318"(IN)EXPANSION JOINT P.)- I -.%`, �` ''� GROOMED t > . t\\,:, V / o. / SEE STANDARD PLAN F-30.10 / FINISH „„ - iv ,,., , 0 ...„ / 0 X - . •'... / `� L 4 7 BUFFER STRIP(TYP.) + + (SEE NOTE 1)--� © 2'-6" 12•-6" \ \ CEMENT CONCRETE DRIVEWAY ENTRANCE\ (SEE NOTE 1) CEMENT CONCRETE\ i \—CURB AND GUTTER SIDE SLOPE(TYP.) CURB AND GUTTER -• (TYP.) (TYP.) (SEE NOTE 3) (SEE NOTE 3) J PLAN VIEW \ PLAN VIEW DRIVEWAY ENTRANCE o TYPE 3 `SIDE SLOPE(TYP,) TYPE a z • 6 , 4 THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE LW CO R MATCH SIDEWALK WIDTH (SEE CONTRACT) (SEE CONTRACT) p 112"(IN)R.(TYP,)--\ (SEE CONTRACT) ._ DRIVEWAY + 1!2"ON)LIP BETWEEN ROADWAYI'^ 12"(IN)UP BETWEEN ROADWAY (SEE NOTE 7) ', `, d (OAND1/2"ON)R.{TYP.} ` to GUTTER AND CURB(OR SEE * "vY j� y� GUTTER CURB(OR SEE 1 �_... ._ I \ CONTRACT) _ - CONTRACT} Is— SIDEWALK J DRIVEWAY J DEPRESSED �r (SEE NOTE DRIVEWAY LCTION DRIVEWAY DEPRESSD818"(IN)EXPANON JOIT(T30.- / CURB AGAITR O CURB AND GUTTER SEE STANDARD PLAN F-30.10 (SEE NOTE 3) 1 t ! (SEE NOTE 3) SECTION �� cc,T Zed "CEMENT CONCRETE DRIVEWAY ! 4 r1c: ENTRANCE TYPE'. PAY L1MIT \ "CEMENT CONCRETE DRIVEWAY p %l11#- cz DRIVEWAY _ i \ \,` /`^� ENTRANCE TYPE 4"PAY LIMIT ` 0�� +p$�f � a4� 1��` (SEE NOTE 7) * ‘ ' 8s �6 •\ "f JONAL S CL.4000 CONCRETE 1 / PER STANDARD SPEC.6 06.3 ^! /� i� (SEE NOTE 7) �� �'�Ou -/ k� `� i L" hi 1820167:07AAA •, .= CEMENT CONCRETE - CL.4000 CONCRETE / DRIVEWAY ENTRANCE PER STANDARD SPEC.8-06.3 �''` " /' TYPES1, 2, 3, & 4 -...... STANDARD PLAN F-80.10-04 �� , / �- J' ,/ "/ / SHEET 2 OF 2 SHEETS ` 7� APPROVED FOR PUBLICATION ~VCOMM la �'a, _SOMETRIC VIEW �v ISOMETRIC VIEW ca,kcaUr, pea OI 12.2'PM r,, •�: ,/�/ TYPE STATE DEEM ENGINEER �� TYPE"3 PAY LIMITS TYPE 4 PAY UMITS �. WIwosiit0to» slate o.pn+•rn,oa9 of Tratcspenvlt«, NOV 0 3 2017 Strandber CITY OF Ad�ACOATE DESIGN`►+ 2018 R AVE ANACORTES WA September 15, 2017 Steve Lange Project Manager City of Anacortes RE:Public Works Dept. Review,Building Permit Application: BLD-2017-0476, 3922 Rock Ridge Parkway Steve, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. #1-9 Storm Water Management Plan has been complied and submitted. 2. Updated and current Geotechnical Report has been submitted. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC Ph#360-293-7431 ext. 218 Cell#208-949-9138 iasons@strandbergconstruction.com ANACORTES PUBLIC WORKS DEPARTMENT ,cr$-IY ° . Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 `+jr. W E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: October 17,2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Drainage Plan Review#1 for 3922 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted Drainage plan for 3922 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on October 17, 2017. • 10-11-17: Submittal to Public Works Engineering @ 4:50 pm. • 10-17-17: Public Works review and memo back to Building Department The following comments are provided: Public Works Engineering was asked to review the submitted drainage report, following a review by the Planning Department. It was determined by the Planning Department that this project meets the Minimum Requirements#1 to#9. The Flow Charts were not part of the routed documents, therefore, Engineering is providing them from the DOE Website. After following the Flow Charts Figure I-2.4.1 and Figure 1-2,4.2, attached, it has been determined that this project is in fact a Minimum Requirement#1 to #9. • Proposed new replaced hard surface is 6,367 SF or 47% lot coverage • The Geotechnical Report is 21 years outdated and is not specific to this parcel. It is specific to the overall Rock Ridge Subdivisions. Additionally, the report does not meet the requirements of the 2012\14 DOE Manual. An updated report should be provided with the next submittal. Please route this request for additional information by the applicant. A full review will be performed when the necessary documentation is submitted. a.�t6� 4 p `s t >.n a; .� • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services 4.P W P' ;R Does the project result in 2,000 square feet, or more, of new plus replaced hard surface area? OR Ll e-5• Does the land disturbing activity total 7,000 square feet or greater? lia No Minimum Requirements#1 through #5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed, ' Next Question V a * Does the project add 5,000 square feet or more of new hard surfaces OR Convert 3/4 acres or more of vegetation to lawn or landscaped areas'? OR Convert 2.5 acres or more of native vegetation to pasture? +, I Yes No "All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the i " related project?, No i converted vegetation areas. , Yes Does the project add 5,000 square feet or more of new hard surfaces? Y Yes Nos the total of new plus replaced hard surfaces, Do the new hard 7 _ 5,000 square feet or more, surfaces add 50% or No Na additional No AND -�ti more to the existing ► 4 does the value of the proposed improvements hard surfaces within requirements. - including interior improvements - exceed the project limits? - 50% of the assessed value (or replacement value) of the existing site improvements? LYes g All Minimum Requirements apply to the new and replaced14 71 hard surfaces and converted vegetation areas. Yes }1 J WWII= Figure 1-2.4.2 " Il Flow Chart for Determining Requirements for *ill Redevelopment DEPARTMENT OF Revised June 2015 ECOLOGY Please see http.//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. Start Here 1 Does the site have 35% Yes j See Redevelopment Minimum or more of existing ►Requirements and Flow Chart impervious coverage? ►, (Figure 1-2.4.2). No Does the project convert 3/4 V acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5,000 square feet, or No convert 2.5 acres or more of greater, of new plus ► native vegetation to pasture? replaced hard surface - area? NO Yes Yes Does the project result in 2,000 square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. Does the project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. No V Minimum Requirement#2 applies. rilE1111 Figure 1-2.4. 1 . 111 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see hftp://www.ecy.wa.gov/copyrighf.htmt for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. , . _ - EuP4 :-..7.El-i.:J:.. _ 11:111111111•111.11111.111.11 MIMI us : - 0 „ , ce II ___, .:::::-...::::::-. maiimmiimitammassom , c.,„ c.,„ no ,,-fr , _ . k . ___ , . („ , -ci ::::::: :::: - timIrest mos um,. a z- it- , , . , ...... . ... . .° ............ . . i rain alums. maik MI %V:.::. 1111r CW . 1111 °°. ' i Y', ��Ncg) - gli }_ c) :.:.:-:::.: ::::":.*: : - MIMI! i ' arld -- s Alitt.104 _____SIMMISVAI 111110111111111111,_L_, .-1-7.1 ...... L iiiii . P •----. . ,...) al Si i MIMI , 1 ............ i WHIMS 1 1 ,11Pill - 1.111 El a IWIMMI ' is - 11111 Illailld , ..._., 111111 NI ' 11111 I Ili L-L- ::::::::::: III III ISI all1111111 III MINI II II I E=i d untiats si ........mumumilim.o.. Lb ,, al, .3-- : :::,:,::: _ . . x mams is la BO 'mos\ 111E1 1111111 . a , © werimio MEIN NMI : 1 _�IIIIIIIII� 0 •::.: ...:. ]..1 'MIMI in IMMIMIEM IEEE MI nin: ): -:-..::•.:E ::- :•• mils 11 111 Mill , io 1, . d: r') ' ,/' -:::::: In NMI MP/ 111 MI III c, , ::::::::::::: • : MI 111 - 11111 .4. NMI , Ell 1 B ! II ._ Lia ;II aril s nIII ISOM III <0 74i Marine 6nve PHONE 1.4r' f.� T Bellingham,WA 96225 360 733_7318 ice/ ��V 1 Arlington,WA NE FEE; 6 Arlington,WA 98223 888 251_5276 360 733_7418 +lam"" July 20, 2017 Job No. 17-0022 Strandberg Construction, Inc. UV PO Box 319 U Anacortes, WA 98221 SP 2011 Attn.: Nels Strandberg CITY OF ANACORTES Re: Rock Ridge Property, Lots 1 - 8 Geohazards Evaluation Rock Ridge Summit Anacortes, Washington Dear Mr. Strandberg, As requested, GeoTest Services (GTS) has visited and conducted a geologic investigation of the subject property located in Anacortes, Washington (Figure 1). The purpose of our investigation was to evaluate risks associated with slope stability and methods for mitigating potential impacts of the site geology for the proposed residential development as well as provide recommendations for residential foundation construction. PROJECT DESCRIPTION GTS understands that residences are proposed for 8 lots (subject area) within the western portion of the proposed Rock Ridge Summit residential development in Anacortes, WA (Figure 2). The 8 lots cover approximately 2.2 acres and exist adjacent to an exposed bedrock cliff face. Each of the 8 lots within the subject area is proposed to contain a residence that will exist above and east of the cliff face. At this time, proposed residence designs have not been provided to GTS. However, GTS understands that the residential foundation will be placed directly on bedrock surfaces and portions of the foundation will exist near sleep, sloped portions of bedrock. GTS anticipates that the residential foundation elements will most likely consist of a conventional, shallow, cast- in-place concrete footing and stem wall construction. The subject area contains geologic hazards, per City of Anacortes Code 17.70.180. Specifically, the subject area contains landslide hazards because site slopes have gradients steeper than eighty percent that may be subject to rock fall during seismic shaking (17.70.190B.5.). As such, a geologic hazards assessment is provided herein. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed and interpreted at the project site at the time of our site visit. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, and our experience in the project vicinity. Page 1 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Surface Conditions A representative from GeoTest visited the 8 lots on June 26, 2017 in order to provide a visual surface evaluation of the site topography and bedrock surfaces and to determine a risk associated with the stability of site slopes. At the time of our site visit, the subject lots were surrounded by Rock Ridge Parkway to the southeast, residentially developed lots to the north, a steep bedrock cliff and residentially developed lots below to its west, and undeveloped and forested land to its south (Figure 2). The surrounding vicinity contained exposed, undulating bedrock surfaces that slope primarily west (Figure 3). Surface features of Lots 1 through 8 are described below. Lots 1, 2 and 3 In general, Lots 1, 2 and 3 exhibited similar surface characteristics. These lots existed within the northern third of the subject area and contained relatively flat topography within their eastern portions and northwest facing slopes within their central and western portions. Slopes within the eastern portions of each of the three lots were between 0 and 19 degrees (0 and 33%) and slopes within the central and western portions of the lots were between 19 and 45 degrees (33 and 100%). Steeply sloped, exposed bedrock existed along the western margin of the three lots. Up to approximately 80-foot tall rock cliffs existed to the west of these lots. The majority of Lots 1, 2 and 3 contained exposed bedrock surfaces; however, a thin cover of graded native soil existed within the eastern half of Lot 1 and the eastern quarter of Lot 3 (Photos 1 and 2). Vegetation within Lots 1, 2 and 3 consisted of scattered madrone and Doug fir, abundant groundcover, where present, and occasional shrubs. There were no signs of surface water or surface water channels on the three lots. Further, there were no signs of unstable slope conditions within the three lots. • .1 Photo 1: Western half of Lot 3. Typical conditions in western portions of Lots 1, 2, and 3. Looking northwest. Page 2 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 , a:Ait: Photo 2: Eastern portion of Lot 3. Note graded soil cover. Lots 4, 5, 6, and 7 In general, Lots 4, 5, 6 and 7 exhibited similar surface characteristics. These lots existed within the central and southern sections of the subject area and contained shallow, west to northwest facing slopes within their eastern portions and steep, west to northwest facing slopes within central and western portions. Slopes within the eastern and central portions of each of the three lots were between 0 and 12 degrees (0 and 21%) and slopes within the western portions of the lots were between 12 and 70 degrees (>21%). The majority of Lots 4, 5, 6 and 7 contained exposed bedrock surfaces along their western margins (Photo 3). The exposed bedrock surfaces steepened to near vertical bedrock faces of a cliff located just west of the lots. The eastern and central portions of the four lots were covered a veneer of graded soil (Photo 4). Vegetation existed only within the western margin of Lots 4, 5, 6, and 7 and consisted of a variety of groundcover (Photo 3). No trees existed within these lots. The central and eastern portions of the lots were cleared of vegetation. There were no signs of surface water or surface water channels on the four lots. Further, there were no signs of unstable slope conditions within the four lots. r � 3 M r T to s • li-,ekle 1:A t ._ s - Photo 3:Western margin of Lots 4,5,and 6.Looking north. Page 3 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 11111 Ir v Photo 4:Eastern portion of Lot 5.Note graded soil cover to native surface contact.Looking east. Lot 8 Lot 8 existed within the southern section of the subject area and contained shallow, west to northwest facing slopes within its eastern and central portions and moderately graded, west facing slopes within the western portion. Slopes within the eastern and central portions of the lot were between 6 and 9 degrees (-10 and 16%) and slopes within the western portion of the lot were approximately 27 degrees (-51%). The majority of Lot 8 was covered with native vegetation consisting of Douglas fir, cedar, madrone, and a variety of brush (Photo 5). While dense vegetation existed on Lot 8, exposed bedrock surfaces were apparent (Photo 6). There were no signs of surface water or surface water channels on Lot 8. Further, there were no signs of unstable slope conditions on Lot 8. Notably, signs of instability, if present on Lot 8, may be have been masked by dense vegetation cover. 4.. Rw 3 lc _# l r .. � 1 am y& LAF'LT,s .~ p Ut ,,:,4, Kam.'., 1 -. %`�'i% 'vv (., • ,, .1i,f'' v.. I.is', 'X',L a.. 'At-. ' - !� 1 ,6`.-1. *etc , ,io- �, i. 01 �1 fi 6 r,,» ' •a ti •.., $ y , • Photo 5:Typical vegetation conditions within Lot 8. Looking south. Page 4 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 1, c nev '' ;''..41.- ', ''-''' :>:,,(14, --., ,sl. -4 i q2.s41.4* ."tirt, V7,a*I^_-a�"7yEF' .0 s a �+y'"+ Y -l. a rv !I'r 1. 4i#E r . [ . ` w stlie4_,, c ' .l ,` i tar ^r '4 j� A •+ �^� ^ c r�it i. c .11 Photo 6: Bedrock surfaces within Lot 8. A rockfall-drapery mesh system supported by I-beams and cables existed within the western portion of and along the top of the bedrock cliff face within lots 3, 4, 5 and 6 (Photo 7; Figure 2). The drapery-mesh appeared to have been constructed to attenuate energy associated with falling rocks from the cliff face and reduce rock fall or topple hazards to the residences located below and to its west. 4 , A .i. 'Q .. , .,64••;.K.-.4:t, ..,..: ‘ .„.h• ,, •' ',',.,,!:•.,k Vi5;tt if! : 1 ' .vv. .0(itt hh.,�4�a Y 2 • y t r,..f 1, ,, k �', 1'. S i lf• fi s VA . f• 3 -. F` .3� • �va.-s '� $• as If."'..is` _V A{ ::/.11;#D1 ii 4 :,n - Photo 7: Rockfall drapery mesh system along steep slopes in portions of the subject area. Site Geology Geologic information for the subject area was obtained from the DNR — Washington Interactive Geologic Map, published by the Washington State Department of Natural Resources (DNR). According to DNR, the 8 lots are underlain by Jurassic aged intrusive rocks from the Fidalgo ophiolite sequence. The portion of the sequence that is mapped in the subject area consists of part of the dike complex containing granite, diorite, basalt and andesite. Vertical igneous intrusive layering is mapped to the south of the subject property. Our site observations were consistent with the mapped geology. Page 5 of 14 GeoTest Services, inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Soil Survey According to the United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Soil Survey website, soils within Lots 1 through 4 and the western portions of Lots 5 and 6 are mapped as Whistle-Fidalgo-Rock outcrop complex (30 to 65 percent slopes). Soils within Lots 7 and 8 and the eastern portions of Lots 5 and 6 are mapped as Fidalgo-Lithic Xerochrepts-Rock outcrop complex (3 to 30 percent slopes) (Image 1). ...,,cwuy A,4,•r..Wpm lww,ll ,o' r '-v , ,•`i„ •:_.- _. -Y;1 WWM -,.....:;7.-: 1 K- s, 4.y4p.14.4d4rW 1] Hu y{ b Nw}wl� ...14)14 3 T.W MM.W W.n 1.-i IOa.O.n - - r ! ^,°_ ilk, Ix,. - ' • T 4 .. • }t .I ■-- Image 1:Mapped soils within the subject area.NRCS Components that make up the Fidalgo-Lithic Xerochrepts-Rock outcrop complex are typically composed of gravelly ashy loam and sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, and argillitic residuum. The Fidalgo component contains 7e classified erosional soils. The unit has an erosion K factor (susceptibility of a soil to sheet and rill erosion by water), whole soil, of 0.15 and a generally low susceptibility to surface erosion. Components that make up the Whistle-Fidalgo-Rock outcrop complex are typically composed of very gravelly ashy loam and very gravelly ashy fine sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, phyllite, and argillitic residuum. Both the Fidalgo and Whistle components contain 7e classified erosional soils. The unit has an erosion K factor of 0.10 and a generally low susceptibility to surface erosion. Please keep in mind that the erosion K factor, whole soil, accounts for the erosion potential of the soil only, including rock fragments, and does not account for other factors promoting soil loss, such as water sources and topography. Considering that the subject lots predominantly contain exposed bedrock surfaces with a veneer of to no soil cover, it is GTS's opinion that the risk of erosional soils negatively impacting the proposed development is low. Page 6 of 14 11 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit, Anacortes,WA Job No. 17-0022 I Limited Aerial Photo Review We reviewed historical images dating from 1969, 1998, 2005, 2006, 2009, 2011, 2014, 2015 and 2016 in order to determine if there has been any recent significant slope instability on or within the near vicinity of the project site. Based on the aerial photos, the subject area and site vicinity contained native conditions, including tree cover and no signs of slope instability in 1969 (Image 2). The 1998 aerial image showed that portions of the subject area were cleared of mature evergreen trees, from apparent logging activity. In 2006, numerous evergreen trees along the existing roadway were cleared and the early construction stages of Rock Ridge Road existed in the subject area vicinity. Since 2006, the subject area appears to have been left undisturbed and unaltered (Image 3). While vegetation was cleared from portions of the subject area over the reviewed years, there were no signs that vegetation was altered as a result of slope instability. Please consider that exposed bedrock hazards, such as rock topple and rock fall, are difficult to discern from aerial images, due to photo resolution. However, historic photos show no apparent large rock failures. In addition, there were no other signs of slope instability within or adjacent to the subject area. As such, it appears that the general appearance of the site slopes has not changed significantly within the approximately 47 reviewed years. Aerial photos were obtained from Google Earth and Skagit County's interactive mapping service. +fit r ^ •, _ .•� :+' t '�:-' " • f I.i6' •- ' 4 'd,4 it ♦l. . -t.` 4" fo4 `4 1.,� • kr "'lf+ . t, a '- . dye *b �.irF��4, i }^;_y.�.: tt �R- `.'iM • `h�,y, l'Y�'.n "'�i�h':. 3i.r c IN'-.:'• j i" r,•_•t,tir,:klail ..A.:4:..1. ,.*4 VV. '''''-- ',. '•"c''.4rlivV. ' '. -C*,g.,.. k1.4:•-' .4..---J.T,....-„, :Tr- 47.M..Te..:--'0.--' - Ir&s_rte•-soi.', ", ..=1,,5. t ; +, Via• - C S i, .i ti ,'1, ,_`nr ''�� 11 i. * V. ,1 .'"at v Image 2: 1969 aerial image of subject area vicinity(circled in orange).Skagit County iMap Page 7 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 f �_ r .5, � s:t r Y �� 3,7; i a '3 r I t' e I 7',4 4.: Y, _ fir IL40. t t r,, ,, t. I , 111 C(( y `r l r R 1 :y � ��r, , t r. ' f: :':-'''',;\`'.2.:'''.::4'.':v4..k '•':'.1"... i,,-'... ♦ lit ti > il I a + v + • .s r d ll V Ili Ilk -- = - .t k s , -t.o _ __ Image 3: 2015 aerial image of subject area vicinity(circled in orange).Skagit County iMap Bare Earth Imagery Review We reviewed bare earth imagery of slopes on and in the near vicinity of the subject area (Figure 3). Based on our review, it does not appear that there is global slope instability in close proximity to the subject property, as observed by tension cracks, hummocky and/or slumped terrain. The majority of the immediate vicinity of the subject area contains bedrock exposures. Any signs of significant bedrock failures were not identified in the bare earth imagery review. The reviewed bare earth imagery does not contain resolution high enough to identify small scale rock topple or fall hazards. As such, the presence of these hazards was not identified using bare earth imagery. No indications of instability were identified on the bare earth imagery. Rock Competency Evaluation GTS assessed rock competency at three exposed bedrock locations within the subject area (Figure 2). Evaluation of bedrock characteristics, a common practice in evaluating rock core samples, was applied to select bedrock exposures. Considering that weathered bedrock often exists on exposed surfaces, GTS assessed clean, fresh bedrock exposures where possible. GTS evaluated hardness, crystal size, weathering, strength, and fractures of bedrock exposures. Rock Hardness Rock hardness was assessed on site using a pocket knife on an unfractured rock specimen. Rock hardness descriptors are as follows: • Soft rock - reserved for plastic material • Friable rock- easily crumbled or reduced to powder by the fingers • Low hardness- can be gouged deeply or carved with a pocket knife Page 8 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 • Moderately hard — can be readily scratched by a knife blade, scratch leaves a heavy trace of dust • Hard — can be scratched with difficulty, scratch produces little powder and is faintly visible • Very hard — cannot be scratched by a knife blade On average, our analysis of the bedrock on site is described as having a "moderately hard to hard" rock hardness. Crystal Size Crystal (mineral) size and condition was evaluated to assist in determining the degree to which it may impact the development of rock fractures. Crystal size is described as follows: • Aphanitic — Microcrystalline/Cryptocrystalline — not distinguished by the naked eye • Phaneritic—Fine grained (< 1 mm), medium grained (1 mm-5mm) • Porphyritic—Coarse grained (> 5mm) On average, the bedrock within the subject property was determined to have medium grained (1mm — 5mm) phaneritic mineral crystals that appeared to be relatively unweathered rather than degraded. Weathering Bedrock weathering is the physical or chemical decomposition and/or disintegration of the mineral constituents of a rock mass by the natural processes of oxidation, reduction, hydration, solution, carbonation or freeze-thaw. GTS anticipates that bedrock weathering within the subject area is primarily caused by oxidation and/or freeze-thaw. The degree to which bedrock is weathered is controlled by permeability. Pre-existing fractures provide avenues for water to penetrate the rock along which the rate of weathering can be accelerated. The degree of discoloration is a reflection of the extent of weathering. Weathering descriptors are as follows: • Fresh —The rock shows no discoloration, loss of strength or any other effect due to weathering • Slightly weathered — the rock is slightly discolored, but not noticeably lower in strength than fresh rock • Moderately Weathered—the rock is discolored and noticeably weakened • Deeply Weathered —the rock is usually discolored and weakened and a two-inch sample can be easily broken • Extremely Weathered — rock is discolored and is entirely changed to a soil but the original fabric of the rock is preserved In general, the exposed portions of the bedrock on site range from being fresh to slightly weathered. Please note that the evaluation of the proposed bedrock upon which select residence foundations are proposed to rest was limited due to the presence of a veneer of soil cover. Page 9 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Strength Rock strength, as evaluated in the field, is subject to interpretation and the response of the unfractured rock specimens to hammer blows including: • Very Strong — an outcrop resists heavy ringing hammer blows and will yield, with difficulty, only dust and small fragments • Strong — an outcrop would withstand a few heavy ringing hammer blows but yields only large fragments. • Moderately Strong — an outcrop would withstand a few firm blows before breaking • Weak—an unfractured outcrop would crumble under light hammer blows • Very Weak—crumbles by rubbing with fingers In general, the exposed portions of the bedrock on site were determined to be strong to very strong based on hammer blows. Fractures The number, orientation and condition of fractures are an important aspect of understanding the rock condition. Fractures tend to reduce the overall mass hardness and strength of the rock. Fractures include joints, shears, faults and other continuous breaks in the rock. Fractures may be: • Clean —no materials fill the fracture • Stained — discoloration or thin coatings of mineral deposits, commonly iron or manganese • Filled — fractures are filled or thickly coated with recognizable material such as carbonates, clay, quartz, or oxides. Width of fractures range from: • Very Wide- >200 mm • Wide—60-200 mm • Moderately Wide—20-60 mm • Moderately Narrow—6-20 mm • Narrow—2-6 mm • Very Narrow->0-2mm • Tight—0 mm Spacing of fractures range from: • Crushed —5 microns to 0.1ft with clay • Intensely Fractured—0.05-0.1 ft without clay • Closely Fractured—0.1-0.5 ft • Moderately Fractured—0,5-1.0 ft • Little Fractured — 1.0-3.0 ft • Massive - >3.0 ft Page 10 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 GTS observed that bedrock fractures at the three test sites consisted of clean and quartz filled fractures. The clean fractures were located on steeper exposed bedrock portions, appeared to be a result of freeze-thaw (mechanical weathering), and were narrow in width. The quartz filled fractures (joints) were located throughout the bedrock exposures, were part of prehistoric bedrock alteration, and narrow in width. Overall, fracture spacing varied from closely fractured to little fractured. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that residential development on the 8 subject lots is feasible and should not negatively impact the site from a geotechnical perspective by decreasing slope stability or increasing erosion potential. Further, we anticipate that development will pose no unreasonable threat to persons or property either on or off site provided the recommendations contained herein are incorporated into the project design. In order to build near the top of the steep slopes, GTS recommends pinning the foundation to suitable, competent bedrock. Geologically Hazardous Areas According to the referenced City of Anacortes Code Chapter 17.70.180 Designation of Geologically Hazardous Areas, geologically hazardous areas include erosion hazard, landslide hazard, seismic hazard, mine hazards, volcanic hazards and other geological events including tsunamis, mass wasting, debris flows, rock fall and differential settlement. It is our understanding that the City of Anacortes has not identified geologically hazardous areas on the subject property. Further, the Skagit County Potential Landslide and Erosion Area map does not indicate that geohazards exist on the property. However, GTS observed that geologically hazardous areas on site consist of landslide hazards because of the presence of slopes having gradients steeper than eighty percent subject to rock fall during seismic shaking. Such conditions existed along the top of the exposed bedrock cliff face within the western portion of the subject area and on Lots 1 through 7. As mentioned previously, no obvious signs of severe instability or evidence of large scale global instability were observed at the time of our site visit. Large scale global instability, consisting of deep-seated rotational failures, can extend down into the subsurface to substantial depths. These failures typically leave geomorphic evidence of their existence on the slope. Typical indicators are head scarps, tension cracks, sag ponds, seepage zones, hummocky ground surface and slump blocks. As such, it is our opinion that large scale landslides are unlikely to occur and affect the proposed development within the subject area. Page 11 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Considering that the proposed development will be located above (on higher ground than) all observed rock fall and topple hazards present within the west portion of the subject area, there is a low risk of such hazards impacting the proposed development. However, we recommend that the proposed residential development and associated foundations be setback at a minimum of 10 feet from the top of the steep slopes in order to reduce hazards associated with rock fall or topple on existing properties located downslope and west of the subject area. The risk of rock fall or topple is further reduced in areas covered with the existing rockfall-drapery mesh system. All necessary precautions should be made to ensure that the risk of rock topple or fall hazards from highly fractured bedrock zones is not increased beyond pre-development conditions. Pull-Out Tests Based on our surface observations, GTS concludes that the site bedrock appears to be suitable for foundation pinning. However, portions of the bedrock that contain closely fractured zones should be avoided for the placement of pinning elements. GTS recommends that anchor (rebar) pull-out tests be conducted in at least 16 locations (2 on each lot) where the foundation will exist near or within the steeper sloped geohazard areas. Pull-out tests should be conducted prior to the placement of foundation elements and should be used for foundation design purposes. These tests are carried out for the purposes of determining the critical embedment length of fully grouted rebar bolts in relation to the minimum required tensile (uplift) strengths for foundation design. In addition, GTS recommends that bedrock surfaces upon which foundation elements will exist be stepped and benched rather than left at native sloped conditions. Erosion Control As discussed above, a veneer of soils exists within the subject area. The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project: • All clearing and grading activities for the future residential construction should incorporate Best Management Practices (BPMs) for erosion control in compliance with current City of Anacortes codes and standards. • We recommend leaving as much of the existing vegetation on site slopes near areas of the proposed improvements as possible. Leaving the existing vegetation and planting additional brush and vegetation on site slopes and in areas disturbed by excavation activities will help maintain near surface slope stability by providing a stable root base within the near surface soils. Removal of vegetation and trees may increase the risk of failure for the surficial soils during periods of wet weather. • Yard waste should not be dumped over the face of site slopes. Yard waste can retain water and cause instability on the slope soils. Page 12 of 14 GeoTest Services, Inc. July 20,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction. Areas requiring immediate protection from the effects of erosion should be covered with either plastic, mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control. • Proper drainage controls have a significant effect on erosion. All surface water and any collected drainage water should not be allowed to be concentrated and discharged down the face of site slopes. All collected stormwater should be directed to an appropriate collection system to be discharged within the local stormwater collection system. Based on observations made during our site visit and assuming that the above recommendations are carried out, as well as appropriate maintenance is carried out for the life of the proposed residences, it is our opinion that site slopes do not present a hazard to the planned development. Page 13 of 14 GeoTest Services, Inc. July 20, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 LIMITATIONS Our conclusions are based on visual observations of surface conditions made during our site visit on June 26, 2017, review of available information and our experience in the area. Our study area included the area of the proposed residential development only, as referenced in this report. Our services have been performed in a manner consistent with that level of professional care and skill exercised by other members of the professional community practicing under similar conditions in the area. No warranty, expressed or implied, is made. Our services have been executed in accordance with generally accepted site evaluation practices in this area at the time the report was prepared. We appreciate the opportunity to be of service to you on this project. If any questions should arise regarding this report, please contact the undersigned. Respectfully Submitted, GeoTest Services, Inc. � W a sh w e0 ti .�,� ;: • Engineering Geologist b p e 2420y dGs Joshua A Hardes Tim Chylla Josh Hardesty, . . , ► , c. Tim Chylla, L.E.G Licensed Engineering Geologist Licensed Engineering Geologist Dated: 7/20/17 Dated: 7/20/17 ATTACHMENTS Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Bare Earth Imagery ASFE-Report Limitations and Guidelines For Its Use (3 pages) REFERENCES DNR, 2017,Washington Interactive Geologic Map. Washington Division of Geology and Earth Resources. Washington State Department of Natural Resources. Skagit County website, iMap. http://www.skactitcountv.net/maps/iMap/ Skagit County website, Potential Landslide and Erosion Areas Map, http://www.skaoitcounty.net/GIS/Documents/GeoHazard/t35r1 2.pdf Soil Survey website, Skagit County, WA, prepared by the USDA National Resource Conservation Service. http://websoilsurvev.nres.usda.gov/app/webSoil Survey.aspx Page 14 of 14 1 rri L. _ -_-1 serve Samish Island Indian Village fi Samish Island g 41- Guemes Island I, s i 1 �v. / PROJECT LOCATION / nacortes to 307 aPi -•r J r.•~ p / 20 Y I_. land a rrdal a Bay ,. Alexah , ,` Aq arPc Beach � !' * ', 7! i ' serve f4.`f i i i l� \'‘!' 1f ' f :), oi , „Iktt �.' � N.,," r � � , owa�,ds ,I , , ,6 4Comer t t Siml Beach " Fidalgo Island • ,, , . ,/ i 4. ..., ,gi "4,./ i it ( i° It_ A anee gosh Rosario 8eir.-h s kk MAP REFERENCED FROM ACME MAPPER 2.0 Date: 07-14-17 By: JH Scale: As Shown Project GEOTEST SERVICES, INC. VICINITY MAP 17m0022 741 Marine Drive Bellingham, WA 98225 STRANDBERG PROPERTY Figure phone: (360)733-7318 ROCK RIDGE SUMMIT fax: (360)733-7418 ANACORTES,WASHINGTON 1 I I 1 I I u „__Lc., _ ___ 1Of GEOHAZARD SETBACK 1� a 'rc T' >' ' d ttlt t7 . ` 1. . . . - e . /: ///: // '; S� F- �. Wow ,.'/` e f,! ¢� ,, ,,,IN: '\ \ `, (SUBJECT AREA ` 4.1 r ` l \` ' J -LOT f e ' a�J ::::: • e .e. /tea d+C 1, , ` �.�. I yr ' /1 e \\\ 10.029 s r of a9 O , Ind I_ rvYA+•a ``V, '/� / \` t �, f0.Od4 .Si 1 ,. 1 • , i • r' .4` • a .. '. e / 4v? /' �` ' l01 t4 R ` i9 1 a. •toT ru ` 1 aria sr 1 .. I 1 s'. , or rh f writ Ala I ! %it as _ 1 . / ..c. r ;07 ie V,OM .. ' ,r i _ C ' I .I, . Y s1S I . ^ -- l '■ g/ .-ti ..it ♦ /1 1 g .• 4 • 3 R4. • - i i 9.J&7.rSY' r<'1't� J L0/ f� - '�.,�'1.1 J 1� '; �% .141‘ / i t I / I ( t+p _ I 9 k y •. C ; Lor n ` I@ _ ^ ; w. / ' 1 P,39Y SF LOr r9 ' /. . 1 fY.9f0 SF i 1 f r •�-V ♦ i `- (lh ' �" 1 �' Il 1 I I I Ir 1 ■ IIwv�[ w5 i7 1 4 in a II / 1:; '� (or ra SI tor r /I 4 I r f i II i'l 1 ,.1 { \ 11) 4. - •a tl e _ i P f i I r ;. / d. a- T - - -- 4 a_1r1 l r LO( eat, �' , -� _ Y. I .♦ f +_ - ram . . ' • / E. I `L' , O LJJ � sir 1 a' i �rr1 12 ' S b Az T 'rl ' I r 0 'Al __ — feel - DATE07-14-17 Bv: JH SCAIF' As SF.OJAI PRO.ECT GEOTESTSERVICES, INC. SITE PLAN 17-0022 = LOCATION OF ROCK COMPETENCY TESTS 741 Marine Drive Bellingham, WA 98225 STRANDBERG PROPERTY FIGURE phone. (360) 733.7318 ROCK RIDGE SUMMIT fax: (360) 733.7418 2 I I I �I ' 101 rty r , s / li ' d/ , 3Qi t� ti LEND ,. . , •ti/ • �z 4 �L oc� �. 1 �� 1 y, r , , • : LOT za %' ' �' \ / i- \NHL ' wm �_ ' 1 O1 GEOHAZARD SETBACK' / L ..„,,l-... - 1 /• 9,989 :C;HS ....- I/ / : . • \ ii fi r Alb`,/ o SUBJECT AREA Nii:411. woriselilcif.:111:44.001#11.H. ;et �`A \ 1}. / �: 1 LOi ' '/ d8,000 f --•\ 9 `.• ♦ ,. f •,� 0 +,.:... it .• \ 1 /;` if___- Y ( I ' ,, rSr , 4. I,� w ' /r,�'r % \ Cp 1 TR r.B,. / !� / �ry�ri tY109��r ' , /,,,,,,,",,,,- "r Or 2J 1, I � 1 / ginape� i ll>: i':' 'f�,, � `�L ,� a ,J�. M.OB{ ,_ r II` 11 1 I 1 1 5 1 • iii: , J s fl. 2 Sr di .a9 / 4. , , : !"�' CP,, 1 -.---, ,e. `• / ey /��/ r ' �� LOT fB /� ' / y f2,f7B Sf i - I) '` �� `� •� (61 1Z709 ST /� Qi it. • , { ... / y 1\ -,U - . - - _ iT 4 ''QO,. ' , ,' Or TO LOT f7 . l �S "Call. ti 0. 9 f /r ! / i/ )/.� : 792 11,04t Sr 4/ 1' tor z8 ° / i // tea , 'y j6 ' : ::J'i' : �, 46 1 LOr ter I . I p: •r r2 0 , ., ,Q , �' I . Ir'�•- IA t , 9,592 - fa SF i i Vr / .................. � ! / / c J rB w sr at. i / iy'. /i/nau r wx i- /l I LOT 27 / ' ', / / , -1 ra,'rw B.J2r 5r' , '� , / 1 / al a .mV I tar ri �I R % ` / / —�J I' 1J 8.0{J {,1 4 LOr r : i �/ pa / i 1 C `/ LOT 6G`, ! trJ.36' Sffi r "�" r 1. /'J ``bT- Mli --�7^ - i ' 1 ' 9�OJ0 Sri y,y/ ( ,� \�1 / / 1 4. I/r7T 7 44 {J ern {UFr+lyf�I .+eraraT. rwn Q� ,� •� / • / .7 l'i �� ) ) �;IH. r J92 Sr ti'b.. .ft _' �°o- "r W' r�'659 ' ` �' ,,,,1rf 1 ; \' ^� 8 In taste' e'yg , �6rr -, ' . 4" (J) L0 9 !f 0 it i d / / ♦ / LT / r'11 �" '8 ( LOT B 1- II 300 Sr v $ '� ' %•/ r - ,8 3.270 Sr ,, ,wuaf,law' / ;rue CE 7. 3 fort, My uy. *mot' f / V /L — �� �i 1 la la, DATE 07-12-17 I Br JH ScALE: As SHC?JI PROJECT = GEOHAZARD AREA (SLOPES STEEPER THAN 80% WITH ROCKFALL HAZARDS) GEOTEST SERVICES, INC. BARE EARTH IMAGE 17-0022 741 Marine Drive Bellingham, WA 98225 STRANDBERG PROPERTY FIGURE phone' (360) 733-7318 ROCK RIDGE SUMMIT fax: (360) 733.7418 ANACORTES, WASHINGTON REPORT LIMITATIONS AND GUIDELINES FOR ITS USE1 Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one— not even you—should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) GeOTe'T Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) oeoTe5T additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable, Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asre.org) GeOTe'5T CN,� o� Planning, Community, & Economic Development Department li PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 ' 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name:Robert and Vicky Nelson MgiER Site Address:3922 ROCK RIDGE PARKWAY,ANACORTES,WA 98221 sII 0 8 M Prepared By:Jason Sterling,Strandberg Construction Inc. ti CITY OF ANACOFIree The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for ❑✓ These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq. ft. sq.ft.of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPs) used or justify reasoning, for those that will not be used. If needed, please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑✓ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers,and trees that are to be preserved within the construction area. ❑✓ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. A high visability construction fence will be installed at the North,West,and south lot boundary. This will be installed prior to beginning construction. BMP to be monitored daily and repaired as needed. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access El Limit construction vehicle access and exit to one route, if possible. Stabilize access points with a pad of quarry spalls, crushed rock,or other equivalent BMPs,to minimize tracking onto roads. p Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. p If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary(ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. El Conduct street washing only after sediment is removed in accordance with the above bullet. p Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Per BMP C105 a Stabilized Construction Entrance will be installed.Vehicle traffic to the construction site will be limited to one route. Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Not applicable to this project. There are no storm-water swales or retention facilities to control. ELEMENT 4: Install Sediment Controls ❑✓ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. p Construct sediment control BMPs(sediment ponds,traps,filters, etc.) as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. O Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. O Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. O Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. El Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. O Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. Per BMP C233 a silt fence will be installed on the lower section of the lot boundaries per the site plan. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. ELEMENT 5: Stabilize Soils p Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to:temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved, and dust control. p Control stormwater volume and velocity within the site to minimize soil erosion. p Control stormwater discharges, including both peak flow rates and total stormwater volume,to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. p Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1—Sept 30): 7 days o During the wet season(Oct 1—Apr 30): 2 days p Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. O Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets,waterways,and drainage channels. O Minimize the amount of soil exposed during construction activity. ▪ Minimize the disturbance of steep slopes. El Minimize soil compaction and, unless infeasible, preserve topsoil. Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion.Applicable BMPs include, but are not limited to:temporary and permanent seeding,sodding,mulching,plastic covering,erosion control fabrics and matting, soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved, and dust control. Install plastic covering per BMP C123 on Soils Stockpiles.BMP to be monitored daily and repaired as needed. ELEMENT 6: Protect Slopes p Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex:track walking). Page 3 of 8 March, 2017 CI Divert off-site stormwater(run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. O At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition.Alternatively,the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM)to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. El Place excavated material on the uphill side of trenches, consistent with safety and space considerations. p Place check dams at regular intervals within constructed channels that are cut down a slope. O Consider soil types and its potential for erosion. El Stabilize soils on slopes, as specified in Element 5. O BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include,but are not limited to, reducing continuous length of slope with terracing and diversions,reducing slope steepness,and roughening slope surfaces (for example,track walking).To be installed as soon as grading for home site is established and slopes are present at the site. BMP to be monitored daily and repaired as needed. ELEMENT 7: Protect Drain Inlets CI Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. p Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). CI Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. El Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. O Inlets should be inspected weekly at a minimum and daily during storm events. Per detail 1-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. BMP to be monitored daily and repaired as needed. Page 4 of 8 March, 2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks,slopes,and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first,then add check dams as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels,swales,or streams. ELEMENT 9: Control Pollutants p Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑✓ Provide cover,containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. p Conduct maintenance,fueling,and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. ® Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer,with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. DI Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. ❑✓ Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes,dewatering concrete vaults, concrete pumping, and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 ✓❑ Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains,open ditches, streets,or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. El Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. p Woody debris may be chopped and spread on site. C1 Conduct oil changes, hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ElClean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation/concrete installation. BMP to be monitored daily and repaired as needed. ELEMENT 10: Control De-Watering ❑ Discharge foundation,vault, and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to,or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site;for example, a creek running through a site. D Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle,such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. No dewatering will occur during the construction of this site. ELEMENT 11: Maintain BMPs p Maintain and repair all temporary and permanent erosion and sediment control BM Ps as needed to assure continued performance of their intended function in accordance with BMP specifications. p Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. p Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. p Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed. ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on Pg. 250. ❑✓ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. p Inspection and monitoring—Inspect, maintain,and repair all BMPs as needed to assure continued performance of their intended function. ❑✓ Maintain, update,and implement the SWPPP. O Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g., subdivision approval). O From Oct 1 through Apr 30, clearing, grading,and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑p The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100%infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see Pg. 253 for requirements. Applicant Signature Date Page 8 of 8 March, 2017 2015 Washington State Energy Code: VA Alternative Worksheet, Type R-3 Occupancies Nelson-3922 Rock Ridge Parkway,Anacortes, WA 98221 • PARCEL#TBD . MAIN FLOOR: 3,044 Missing Vertical Glazing Information Conditioned Floor Area 3,044 Component Performance, R occupancies Code Target Values Proposed Design Area UA Area VA Doors U = 0.300 72 22 72 20 Overhead Glazing U= 0.500 0 0 O.0 Vertical Glazing U = 0.300 457 137 570 154 rcErino SIT 0 Ffa: e :: aufted Ce U = 0.026 3,044 79 3,044 82 W U = 0.056 2,663 149 2,550 102 Floors U = 0.029 3,044 88 3,044 70 8' 20i7 Slab on Grade F = 0.540 0 0 0 0 Below Grade Wall U = 0.042 0 0 0 0 Below Grade Slab F = 0.570 0� 0t 0� 0 CITY OF ANACOATES Target UA Total 475 Proposed UA Total 428 Target Credits from Table 406.2 3.5 Proposed Credits from Table 406.2 3.5 If the Proposed UA<_the Target UA,and the Proposed Credits from Table 406.2 are>_those required in Section R406.2,then the home meets the 2015 WSEC. Exterior Doors Plan Component Door Width Height ID - Description _ Ref. U Qt. Feet Inch Feet Inch Area UA Codel Door V Custom , 0.28 1 3 ° 8 ° 24 7 Codel Door V _Custom 0.28 1 3 ° 8 ° 24 7 Code!Door _ 'V Custom 0.28 1 3 ° 8 ° 24 7_ 0 0.00 0 0 0 0.00 0 0 '( 0 0.00 0 0 — . -I 0 0.00 0 0 Sum of Area and UA 72 20 Overhead Glazing: Plan Component Glazing Width Height ID -_ Description Ref. U Qt. Feet Inch Feet Inch Area UA 0 0.00 0 0 — 'V 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 - 0 0.00_ 0 0 Sum of Area and UA 0 0 Copyright 2013,WSUEEPI0-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 9/7/2017 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA WO1 Milgard Montecito _ V 0 0.27 1 3 6 0 10 3 1 W02 Milgard Montecito V 0 0.27 1 3 6 0 10 3 1 W03 Milgard Montecito _ V 0 0.27 1 3 6 0 10 3 1 W04 Milgard Montecito V 0 0.27 1 3 6 0 10 3 1 W05 Milgard Montecito v p 0.27 1 3 6 0 10 3 1 W06 Milgard Montecito V 0 0.27 1 3 6 0 10 3 1 W07 Milgard Montecito Casement v I 0 0.27 1 2 0 4 ° 8 2 wog Milgard Montecito V 0 0.27 1 3 ° 1 2 4 1 Wog Milgard Montecito V 0 0.27 1 3 ° 1 2 4 1 W 10 Milgard Montecito V 0 0.27 1 3 0 1 2 4 1 WI 1 Milgard Montecito V ' 0 0.27 1 3 ° 1 2 4 1 W12 Milgard Montecito-Casement V 0 0.27 1 3 ° 5 ° 15 4 W13 Milgard Montecito-Casement V 0 0.27 1 3 ° 5 ° 15 4 W14 Milgard Montecito-Casement V 0 0.27 1 3 0 5 ° 15 4 W15 Milgard Montecito-Casement •yI 0 0.27 1 3 ° 5 ° 15 4 W16 Milgard Montecito v I 0 0.27 1 4 ° 3 6 14 4 W17 Milgard Montecito V 0 0.27 1 4 0 3 6 14 4 W18 Milgard Montecito V 0 0.27 1 4 ° 3 6 14 4 W19 Milgard Montecito V 0 0.27 1 4 0 3 6 14 4 1/1120 Milgard Montecito-Bottom Awning y i 0 0.27 1 4 ° 8 0 32 9 W21 Milgard Montecito-Bottom Awning _ V ' 0 0.27 1 4 0 8 0 32 9 W22 Milgard Montecito-Bottom Awning V 0 0.27 1 4 ° 8 0 32 9 W23 Milgard Montecito-Bottom Awning _ N 0 0.27 1 4 0 8 ° 32 9 W24 Milgard Montecito 0 0.27 1 3 6 4 6 16 4 W25 Milgard Montecito v 0 0.27 1 3 6 4 6 16 4 W26 Milgard Montecito V 0 0.27 1 3 ° 1 2 4 1 W27 Milgard Montecito V 0 0•27 1 3 ° 1 2 4 1 W28 Milgard Montecito _ V 0 0.27 1 3 ° 1 2 4 1 W29 Milgard Montecito-Casement _ V 0 0.27 1 3 ° 5 ° 15 4 W30 Milgard Montecito-Casement V 0 0.27 1 3 ° 5 ° 15 4 W31 Milgard Montecito-Casement V 0 0.27 1 3 ° 5 ° 15 4 W32 Milgard Montecito _ V 0 0.27 1 2 0 1 2 2 1 W33 Milgard Montecito-Casement _ V 0 0.27 1 2 ° 5 ° 10 3 W34 Milgard Montecito V 0 0.27 1 3 6 0 10 3 1 W35 Milgard Montecito V 0 0.27 1 7 ° 2 0 14 4 W36y Milgard Montecito _ V 0 0.27 1 7 ° 2 0 14 4 W37 Milgard Montecito-Casement V 0 0.27 1 2 6 5 ° 13 3 W38 Milgard Montecito V I 0 0.27 1 6 3 2 0 13 3 W39 Milgard Montecito V 0 0.27 1 6 3 2 0 13 3 111J40 Milgard Montecito-Casement V 0 0.27 1 2 6 5 0 13 3 W41 Milgard Montecito _ V 0 0.27 1 2 6 5 ° 13 3 W42 Milgard Montecito-Casement •i 0 0.27 1 2 6 5 0 13 3 W43 Milgard Montecito v 0 0.27 1 1 0 7 ° 7 2 W44 Milgard Montecito V 0 0.27 1 6 3 2 ° 13 3 W45 Milgard Montecito-Awning _ V 0 0.27 1 1 6 1 6 2 1 W46 Milgard Montecito _ V 0 0.27 1 1 6 1 6 2 1 W47 Milgard Montecito V 0 0.27 1 4 0 2 0 8 2 W48 Milgard Montecito __ v, 0 0.27 1 6 3 2 0 13 3 W49 Milgard Montecito V 0 0.27 1 6 3 2 ° 13 3 W50 Milgard Montecito-Awning y I 0 0.27 1 4 ° 1 6 6 2 W51 Milgard Montecito-Awning V! 0 0.27 1 4 ° 1 6 6 2 W52 Milgard Montecito-Awning V i 0 0.27 1 4 ° 1 6 6 2 W53 Milgard Montecito-Awning _ V 0 0.27 1 4 ° 1 6 6 2 V 0 0.00 0 0 V 0 0.00 0 0 Sum of Area and UA 570 154 Glazing Area Weighted U 0.270 Copyright 2013,WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 9/7/2017 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies FlatNaulted Ceilings Plan Component Attic ID Description Ref. U Area UA Manufactured Trusses W/R-49 Blown _ 'V Custom 0.027 3,044 82 v 0 0.000 0 'V 0 0.000 0 v 0 0.000 0 Sum of Area and UA 3,044 82 Walls (Above Grade) Plan Component Wall ID Description _ Ref. U Net Area UA 2x6 Wall With R-21 Insulation 'V I Custom 0.040 2,550 102 v 0 0.000 0 _ ' ^ 0 0 0.000 _ v 0 0.000 0 Sum of Area and UA 2,550 102 Floor(over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA 11 7/8"Joists With R-38 Batt 'V Custom 0.023 3,044 70 v 0 0.000 0 0 0.000 0 v 0 0.000 0 • Sum of Area and UA 3,044 70 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description - Ref. F Length UA 0 0.000 0 _ 'V 0 0.000 0 v 0 0.000 0 v 0 0.000 0 Sum of Area and UA 0 0 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description _ Ref. U Area UA F Length UA v 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 v 1 0 0.000 0.0 0.000 0 Sum of Area, Length and UA 0 0.0 0 0 Copyright 2013,WSUEEPIO-009(Version 11)Copied by permission from Washington State University Extension Energy Program (see copyright restrictions) 9/7/2017 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet,Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) la Efficient Building Envelope la 0.5 0 0.5 lb Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope 1c 2.0_ ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 0 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 El 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 _ ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 ❑ 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 LI 1.5 5d Efficient Water heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 kWh ❑ Total Credits 3.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013,WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 9/7/2017 4 of 4 I I PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT I — [E g mIS-DENTIAL BUILDING PERMIT APPLICATION Mailing Address: P.O. Box 547, Anacortes, WA 98221 `\+ S E P 0 8 2011 Office Location: 904 6f' Street, Anacortes WA 98821 ``~ �~ Phone: (360) 293-1901, Fax: (360) 293-1938 i CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: p 3922 ROCK RIDGE PARKWAY,ANACORTES,WA 98221 Subdivision/Lot#: Project Valuation: $ 672,000 ,q02 3c o NHN Rock Ridge Parkway Lot 1 Phase 4 APPLICANT: Phone:360-293-7431 Fax: Strandberg Construction, Inc Address(Street,City, State,Zip): E-Mail Address: 2018 R Ave,Anacortes,WA 98221 PROPERTY OWNER: Phone: Fax: Robert and Vicky Nelson Address(Street,City,State,Zip): E-Mail Address: 4305 Marine Crest PL.,Anacortes,WA 98221 CONTACT PERSON: Phone:360-293-7431 Fax: Jason Sterling-Strandberg Construction Address(Street,City, State,Zip): E-Mail Address: jasons@strandbergconstruction.com 2018 R Ave,Anacortes,WA 98221 LENDING AGENCY: Phone: Fax: Address(Street,City, State,Zip): E-Mail Address: CONTRACTOR:* Phone:360-293-7431 Fax: Strandberg Construction, Inc Address(Street,City, State,Zip): E-Mail Address: P.O.Box 319,Anacortes WA 98221 Professional License#: Exp.Date:02102/19 *All Contractors&Subcontractors must have a valid City of Anacortes STRANCIO2OCC business license prior to doing work in the City. Contact the City's Business Finance Department at(360)299-1968. 018 9950 License#: Exp.Date:1213112017 PROPOSED WORK: New Construction of Single Family Residence PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ✓❑ Unfinished Basement 0 st Floor SQ': 3,044 Garage/Carport SQ': 1,076 2nd Floor SQ': Deck/Covered Porch/Patio SQ' I J Fire Sprinkler: Yes E No ❑ Lot Area SQ': 13,551 Is construction associated with an accessory dwelling unit? Yes ❑ No I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: Owner 0 Agent 0 (specify): Signature: Date: 6 1 e I S Page 1 of 3 i d- IMPERVIOUS SURFACE AREA: Existing Impervious SQ': 0 New Impervious SQ':7,076 Total Disturbed Land/Soil SQ': 10,791 Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) Land converted from native vegetation to lawn or landscaping SQ': Land converted from native vegetation to pasture SQ': MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: 1 Elec#: Other#: 1 1./ Gas Water Heater: #: 1 Location(s): Utility 1 t.----- Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: 3 Laundry#: 1 Other#: 2 6 C Range Hood: #: 1 Location(s): Kitchen 1 /� Fireplace: Gas#: 1 Elec#: Other:#: Location(s): Great Room 1 L.---- Clothes Dryer: /Duct: Gas#: Elec#: 1 Other:#: Location(s): Laundry 1 L— Stove/Range/Oven: Gas#: 1 Elec#: Other:#: Location(s): Kitchen 1 Range Hood: Location(s): Kitchen Gas Outlet(s): #: 5 Location(s): Dryer, Furnace, Fireplace, Range, Ext. 5 Other: #: Location(s): TOTAL OUTLETS: 17 PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 3 1efrigerator water supply(for water/ice dispenser): 1 (-------- Kitchen Sink: 1 ressure Reduction Valve/Pressure Regulator: Utility Sink: 1 _- ater Service Line: 1 Tub: 0 Water Piping: 1 C/ Hand Sink: 5 Clothes Washer: 1 L.----. Shower: 2 tr.-Electric Water Heater: Tank-less? Yes 0 No E Dishwasher: 1 ow Prevention Device: Hose Bib: 5 TOTAL OUTLETS: 18 TOTAL OUTLETS: 4 Page 2 of 3 i I NOV 0 3 201/ U Strandberg CITY OF AlvAPPR1 DESIGN 2018 R AVE ANACORTES WA September 15, 2017 Kevin Cricchio Associate Planner City of Anacortes RE: Building Dept. Review,Building Permit Application:BLD-2017-0476, 3922 Rock Ridge Parkway Kevin, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. The site plan is set to 1'= 10" scale.The property line was broken on one side, causing the program to call it out as shorter than it really is.The front property line is 76.15'with a 4'tilt at the end. I have corrected the plan. 2. Geo-hazard setback per updated geotechnical report shown on site plan. Updated site plan and geotechnical report submitted. • 3. It is understood that the permit will not be approved until the final plat for Phase IV of Rock JI Ridge is approved. 4. The overall height from average original grade is actually showing on the elevations but is labeled "AVG. LOW POINT OF GRADE". I will change the wording accordingly. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC P.O. Box 319 Anacortes WA 98211 I Please see the following plan review corrections from Kevin that needs to be addressed so that he can finish his plan review: 9-22-17 RE:BLD-2017-0475,3922 Rock Ridge Parkway Jason, I have completed my review of the building permit application to construct a residence at 3922 Rock Ridge.The following revisions are requested. /1. The site plan needs to be drawn to scale.The scale appears to be a tad off when scaling the dimensioned property lines. /2. The geotech report dated 7-20-17 prepared by Geotest, recommends a 10 foot setback from the top of slope. Please show and label this on the site plan. 73. The building permit cannot be issued until the final plat for phase IV of Rock Ridge South subdivision is approved by City Council and subsequently records with Skagit County. 4. Please label average original grade on the elevations and how you comply with the maximum / permitted height of 35' in the R2 Zone. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community& Economic Development Dept. City of Anacortes I P,O. Box 547 1904 60 Street I Anacortes, WA 98221 360.293.1937 (work)) kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. Strandber CONSTRUCTION INC. r . . 11 August 6, 2018 AUG 0 6 2018 111 =J CITY OF ANACORTES David Diamond Groc Fyrrce City of Anacortes Dear David or Groc, The completion of landscaping; planting of plants and trees located at 3922 RockRidge Parkway, Anacortes will be complete by no later than February 28, 2019. Based on our commitment, we'd like to gain certificate of occupancy. Please issue upon final inspection. Thank you. Feel free to call with any questions regarding this concern. Sincerely, Aimee Frantz Strandberg Construction, Inc. 360-293-7431 EXCAVATION • CUSTOM HOMES • DESIGN PO BOX 319 2018 "R"AVE.,ANACORTES,WA 98221 360.293.7431 PHONE 360.299.8660 FAX www.strandbergconstruction.com ANACORTES PUBLIC WORKS DEPARTMENT tiY °•� Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 4 kI E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 10010* Memo Date: November 8,2017 To: Paul Ingalls, Plans Examiner From:Tim Hohmann for Steven Lange Subject: Drainage Plan Review#2 for 3922 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted Drainage plan for 3922 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on October 17, 2017. • 10-11-17: Submittal to Public Works Engineering @ 4:50 pm. • 10-17-17: Public Works review and memo back to Building Department • 11-6-17: Submittal to Public Works Engineering • 10-8-17: Public Works review and memo back to Building Department A drainage report addressing Minimum Requirements#1 to #9 and a Geotechnical Report were provided by the Planning Department to Public Works Engineering for review. The following comments are provided: Generally: • A site plan and details prepared by Strandberg Design dated 9-11-17 were attached to a drainage report prepared by Herrigstad Engineering dated November 2, 2017. There are multiple discrepancies in both the construction stormwater BMPs and the permanent stormwater facilities shown on the site plan and addressed in the drainage report. It appears that the site plan and drainage report were not prepared in conjunction with one another. Please bring these two documents in to agreement and resubmit. Despite these discrepancies I have reviewed the drainage report so as to facilitate approval of the drainage report and plans in as few resubmittals as possible. • The Geohazard Evaluation prepared by Geotest dated 9-22-17 provided does not address the minimum information for projects required to meet minimum requirements #1 to#9 per 1-3.1.1 of the DOE Manual. • See red lined markup of site plan attached. Of particular concern on the site plan is the deck roof area that is proposed to runoff down the steep slope. This water should be redirected away from the steep slope. Page 2 Drainage Report: See redlined markup of drainage report attached. Please address all comments. Specific comments on stormwater methodology needing addressed: • Existing Site Conditions section states that soils on the site are shallow with bed rock at 1' to 2' or even exposed. Much of the drainage report is based upon this statement. Please provide empirical test results addressing this certified by a qualified professional per Section I-3.1.1 of the DOE Manual. • Minimum Requirement#1 Step1 -Were existing site conditions collected by topographic survey? If so identify and provide survey. • Minimum Requirement#1 Step 3 - Offsite analysis needs to address run-on as well as runoff. Also address runoff and infiltration limitations due to offsite downhill steep slopes, if any. • Minimum Requirement#1 Step 5 - Permanent Stormwater control Plan references a storm pump system. This is not reflected on the site plan. If this is the proposal please provide pump system design. • Minimum Requirement#2 - Please list proposed BMPs for each of the 12 items as shown in #6. Make sure BMPs shown on SWPPP are included in Drainage Report. • Minimum Requirement#2 Element 3 - It is unclear how vegetation will control flow rates from the site. • Minimum Requirement#2 Element 5 - Please address minimization of disturbance per DOE Manual 1-2.5.2 Element 5. • Minimum Requirement#2 Element 9 - SWPPP shows BMP C154 Concrete washout—address in report • Minimum Requirement#2 Element 12 - Drainage report references CSWGP. This project does not require CSWGP coverage. Reference to the CSWGP should be removed. • Minimum Requirement#2 Element 13 - LID BMPs are shown on the site plan and should be protected if used. • Minimum Requirement#3 - Please address al construction source control BMPs shown on the SWPPP. • Minimum Requirement#4 - Please address how existing site drainage currently flows to the Rock Ridge detention pond to illustrate that although runoff is routed differently that it maintains the same outfall; while protecting down slope houses. • Minimum Requirement#5 - Please site exact infeasibility criteria language from the DOE manual so this it is clear which design criteria, limitation or infeasibility criteria are being cited as the reason each List option is infeasible. i.e. "BMP T5.30: Full Dispersion - Not feasible due to less than 65% native vegetation being preserved onsite." a l A•_- • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services .e WP. Page 3 • Minimum Requirement #6 —Verify in report that roof material is not included in definition of pollution generating impervious surface (PGIS). If this is the case and the roof area is not a pollution generating hard surface (PGHS) then it is agreed that the project falls under the threshold requiring construction of permanent stormwater treatment facilities. • Minimum Requirement#7 — Predeveloped and developed basin areas do not match. Correct this and rerun calculations. Also please include in report square footages used for model entry so that areas can be verified against plans. • Minimum requirement#8 —The open swale downstream of the Rock Ridge detention pond is classified as a Type III wetland. Please address in Minimum Requirement#8. Please route this request for additional information by the applicant. Additional review will be performed when the necessary revisions are resubmitted. 'e1 434 r'p • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services 4pw Page 4 - I Page 4 of 4 p NOV 0 3 Zl 1! Liu CITY OF ANACG Strandberg DESIGN 2018 R AVE ANACORTES WA November 3,2017 Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department RE: Building Dept. Review,Building Permit Application: BLD-2017-0476,3922 Rock Ridge Parkway Jack, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. The house will have a fire suppression system installed. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC Ph#360-293-7431 ext. 218 Cell#208-949-9138 iasonsOsiroildlb24col '_icUion.coni Please see Jack's plan review note below for corrections that need to be addressed so that he can finish his plan review: BLD-2017-0476 Required residential sprinkler system per NFPA 13D, due to access issue. The access issue on this property was the 150 foot distance from the engine, around both sides of the residence. This also appeared to be compounded by the slope. Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-3437 Cell Please see Steve's attached plan review notes, for both PW and Stormwater reviews, for corrections that need to be addressed so that he can finish my plan review. - - - - CHIEF ARCHITECT X6 DRAYC11 E.Y. J. SYKORA, GPBD stALF :l 1L 1 /b ' = 1 ' mi / i,.ii i1 \ AS � DATE 17-0 09-06- 1 i 36'4" 8.0" - - - mica" 1eta- - - 13'-10" - 24'•7' 14'a" 5'-4" 111-2112" 11'•511r 3'•0" • 15'a" 5'-5' - I+ 3'-6"-01 I 15'-3" •I• - - 3'.b" I 10'-6" 7-11" I 3'-b" I -4."}0-3•-b"-'I 7-ei' Ia•� 3'•b" , I 6'-1" I 3'-b" .4. 1T-0' I- I 7-0'-4-« V-6" W01 56010 PIG. I r102 756010 PIG. W05 36010 PIG. INN 56010 FIG W05 56010 PIG. 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F 1 a'1" T-0" -1'-0" I 7'-8' ib'•3'-I I 7q" ` (UNGOVERw 110 5Q FT) ,6'a - ,3'L I,q'-0 12'•0 PAGE 62'•a' OPEN DECK 306 SQ . FT. 4-12 \ (25 • OF: COVERED DECK ill SQ . FT. P.E. 1500 E.College Way#515 Tim K. Garrison, L Mount Vernon,WA 98273 Phone: (360)708-1865 Consulting Engineer timg@BuildersEngineer.com Structural Analysis: New Home at 3922 Rock Ridge Parkway, Anacortes, WA Client:Robert Nelson CCI Job Number:T17063 Building Design: Jim Sykora, Strandberg Date: August 21, 2017 Design. GAR,M@FEU l',I l '�' " 00 t0 SEP08 2017 ' '1t CITY OF ANACOr IES � ' cklPil SAL 8h-ibt I cif I INDEX: Design Sketches and Callouts SKi —SK4 , COO—CO3 Standard Specifications. B—G Calculations. Cl —C15 Total No. of pages excluding cover sheet: 29 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. 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ANHEN 4 r r - J v 1 » �V A[ Mr�NT—RESISTING FO5T ON ROCK, .' - L-VL . c -1 1 ' 2-1' \ 24- \ :• . I• ____-. 'v' I-1 , i "�l >%TINS TYF , - , ± � 1 _r ' •i - - - - -- - -. _ av - - -- . I I_I .2._�' 1 CSA \L:IF-cc -:.C•_s: :4' S: MIN. 1• I 1/ 1 � r- - - A4 1 - - - - � -.Cy -,I t� j • .-_ _ ( I • - - I J 2 • . ; At• ' l'al \ . Zir- . A4 . . 1 • ' 1191. - i,._-- • . .. _ . . .. - - --._ - _• . .. -----... _ .. . - - -- -.) ,ILL - 3.___. ` _ J .1. I clnlMS : 1 • • TD • .( -(h ol2 Ttu5c r,�. 21,1� ga-D1 ) . : c . P4A ' a s } T uc • Aar{ : Shear wall top 546A�rt- , l / 3�, connection- S -lob 5r� ru4 , #� G6tLIuEr orL 1•PLtG framing i • arir� c"A t_ett.trty,oR, parallel. . :. otffrc : S$Ac.t-14 • • • i i Shear wall top connection- , ( • Lower roof connection to p2 D3 : shear wall. • framing perpendicular. C W�tG St{ANK P6e' - G40.Ltrau-' LoWEQ. • �LO4c . - • 714255 0 • Parallel Sa •ra , Condition . • : ta Lo•K I Pg-.51)5 i.AS • ALT ia2.�r'oq co�tr HI cRuou r I j - I j 5Dwc.l6,aop ' .:T45'rOP .. j w I Ct#o�Lti OIL: , t I I • L,€00 2 6: 1 1 girt OR • sa4Fv.i.-aoe . c�c-r.BGKdt T&Is_- Rwu01 su4ttt I __. - 'NA' CALL art °su E. K. SHFA f l II • Pg2. CALd.ery.- 1 Perpendicular � i1 • ; 5' c.itt f) : �� : : il'i�i • 1 i War I Condition �: ��tt LE DE�.EiZ. FA, Sh[£�Q2 j • ALr�z.5. `I S 14 Q" ' ! Apt r ti 5 D W;G Ir,6o o ' ! SGY. Jti/ VI... • I CAL-LOUT . �__ i_ ' + RiM oz.-cm tT eh-04 t' ijail-00i I South • j Act., - -, - 1 crt. ' 4Hr HINic-f : _. Mono 5 D o t4 m 01, s� M Truss l u4s T� AST. : . . I �9 9ot_Ip ` '"' 13''',`'``',114 5 4 _ : Psii 1i.Ad . Strong Wall SB on upper . ®� level framed floor. . ... flit-- 1141 l Yie'rNi • ...!.•'ram ?en.. C. ic..m.cr , , ir. .1 r, ."f 1 �f fR • E Hi ` l t • 1,,..'-i I i i I. CAI. • I ITuo --, I i ...1ii i �-�-� fir.-' ?6c4, I i } i f 1 3 i 5 i I I! 1 i 1 i• • r t 1 • Structural Shear Wall Callouts©— Copyright ConstructionCalc, Inc (CCI) J T igal SheaT Wall Callout Symbol 1 This symbol indicates a dedicated shear wall or ' anel, th type per callout blow. Walls without this symbol are not dedi.ated she walls use code-standard construction. 1PW I I r Mint length of shear panel, ft. 3.4 If"W", cons ct entirqWall per this callou with minimum i dividual panel leng indicat d on plan. If" S", mean Not a ear Wall. Build per code minimum. ' I Sill Bot anchor Top of I plate to max i Capa- I Stud Nail Edge Sill Block- Top of wall fram- ' spc'g/ ' city, Nails Stud Stud mat'I /Field i Top plate & ing at wall , conn to 1 ing, min. wind/ Sheath- ' or height, spac'g, . Stud (see spac'g @ Top plate studs i unsup- conn to perpen- max. Mud sill embed- Call- 1 seis, ing, I Sides of screws, max., max., size, std st'l Stud Plate, splice, ;w/ edge ported parallel dicular spc'g, anchor to, ment, out 'Eh, plf i min. wall size ft. in. min. specs) spac'g,in., min. min. nail'g I edges , framing framing in. concrete ' in. 10 24 2x4 Sawn 6/6@24 Con't 6/12@16 Con't sheathing, : 5/8" j- one, sheathing +blkg or I bolt or 7/16" either 12 16 2x6 Sawn 6/12@16 48 lap ; or A34 H2.5 or 5/8" Titen, 1PW 168/ OSB or side, 8d _ _- 2- 2x4 w/ 8- 2x NA or LTP4 SDWC- 16d @ 6 HD, w/ 3" 72/4 120 plywo- apply 16d at 36" 15600, wshr. Or od directly 16 12 2x6 Sawn 6/12@12 max. See @ 24" MASA or to studs D1 max. See' MASAP 22 12 ' 1.75x5.5 LVL 6/12@12 D2 2PW 490/ (same) (same) (same) (same) 16 (same) (same) 4/12@16 ,1 (same) (same) (same) 2x (same) (same) 16d @ 4 (same) 36/4 350 10 i 24 2x4 Sawn . i 5/8"j- I bolt or 5d for : I 48" lap 5/8" Titen 220/ 1/2" or ' @ 4/4@24 ' 5GW 220 5/8 , both 1/2"; 6d 14 16 2x4 ' Sawn 4/4 16 2- 2x4 w/ 8- 2x NA (same) (same) 16d @ 6 HD, w/ 3" 72/4 �} gyp for 5/8" I i 16d wshr. Or I MASA or 16 16 2x6 Sawn i MASAP I I o Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) 0 PA 1 Per Architect I * Structural Item: This item and related connectors shall be per architect / designer. 8 SW 'Simpson Strong Wall SB Detail * ' Strong Wall: Use SWSB 18. Width = 18". Height, see below. ;Height: Foundation to bottom of header beam. Okay to order SWSB long and cut to height as necessary. * !Alignment: SWSB creates edge of rough opening. Remainder of wall section may be filled in with standard framing. _ - i Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. * Top Connection: Header beam to extend over entire Strong Wall. Connect with portal straps SWSB-PS. Also ;connect header beam to Strong Wall with SDS screws that come with the SWSB. * 'Sheathing: Sheathe header, SWSB, and wall, from mud sill to roof similar to 2PW. _ * Bottom Connection: Connect integral holdowns at Strong Wall bottom with 7/8" all-thread of sufficient length D5 , to extend to footing bottom rebar. - Use 2, HGA10, bottom plate to SWSB. - ;All-thread will extend through floor cavity and wall below. Use extra rim block as shown in detail. - :Use two studs, min. at each anchor bolt in wall below. _ - Okay to use coupler nut(s) as needed to connect segments of all-thread. - 1 At footing, suggest using Strong Wall SB Anchor Bolt template, SWSB-RT. - 1All-thread to extend to footing bottom rebar and terminate with a double nut and 3" x .25" washer. _ - After installation tighten all-thread to a very tight condition, at least 50 ft-lb torque. 9 SW Simpson Strong Wall SB Detail * Strong Wall: Use SWSB24. Width= 24". Height, see below. * Height: Bottom plate to top plate.Okay to order SWSB long and cut to height as necessary. * :Alignment: Nail 2x trimmer to SWSB for header support. Trimmer creates edge of rough opening. Remainder _ of wall section may be filled in with standard framing. _ Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. 'Top Connection: Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. Sheathing: Sheathe header, SWSB, and wall, from mud sill to roof similar to 2PW. * ,Bottom Connection: Connect integral holdowns at Strong Wall bottom with 1" all-thread of sufficient length to D5 extend to footing bottom rebar. __ - Use 2, HGA10, bottom plate to SWSB. , All-thread will extend through floor cavity and wall below. Use extra rim block as shown in detail. —Use two studs, min. at each anchor bolt in wall below. - Okay to use coupler nut(s) as needed to connect segments of all-thread. - At footing, suggest using Strong Wall SB Anchor Bolt template, SWSB-RT. - All-thread to extend to footing bottom rebar and terminate with a double nut and 3" x .25" washer. �- After installation tighten all-thread to a very tight condition, at least 50 ft-lb torque. 15 FF Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. * Strap: Use CS16 vertical strap applied to outside of wall sheathing. Attach to 2 2x, 3x, or 4x studs lined up above and below rim joist. Fill all nail holes with 16d. If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary. * End Distance: 2" min. to each upper and lower studs. Approx total length 1 pp pP = 24" + depth of floor system. C.0 17 HD Alt 1 -Holdown-Embedded Strap Type. 'Min.Capacity: Good for 2185 lb uplift. Holdown:Use LSTHD8 for no rim joist condition. - 1 For rim joist condition use LSTHD8RJ. • Nails:Use 16, 16d to full-height stud as follows. I Stud:Use larger of:king stud as spec'd elsewhere;or choice of 2-2x,3x,or 4x. Alt 2-Holdown-Bolt Type -- * Holdown:Use HDU2. Lags:Use 6 SDS 1/4 x 2.5 to full-height stud per above Anchor Bolt: If wet set,use 5/8"diameter SSTB16,or 5/8"all-thread with nut and 3"washer on embedded end. Min embedment= 12".If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3"cover at 'bottom of footing. - If rotohammer,use 5/8"Titen HD or all thread&epoxy,with 6"min concrete embedment,centered in stem wall. 20 H Header Header:use min: 2x6,tall dimension vertical in"L"configuration. Or use min.,2-2x6,or 4x6. - For"L"configuration,connect vertical header member to flat 2x with 16d @ 4"OC. Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. King Stud:full height bottom plate to top plate: - ,Plate to plate heights greater than 12',use min.,2-2x each end,or as shown on Plan. Plate to plate heights 12'and less with openings wider than 5',use min.,2-2x,each end. - Plate to plate heights 12'and less with openings 5'wide and less,use min., 1-2x,each end. 21 11 Header * Header:use min:2x10,tall dimension vertical in"L"configuration.Or use min.,2-2x8,or 4x8. - For"L"configuration,connect vertical header member to flat 2x with 16d @ 4" OC. Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. _ As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) King Stud:full height bottom plate to top plate: Plate to plate heights greater than 12',use min.,2-2x each end,or as shown on Plan. - Plate to plate heights 12'and less with openings wider than 5',use min.,2-2x,each end. - Plate to plate heights 12'and less with openings 5'wide and less,use min., 1-2x,each end. 221 H Header 'Header: use min: 2-2x10;or 4x10. Trimmer:(a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 23' H Header r: Header:use min:4x10 or 6x10. Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. • King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. G03 25 H Header at Strong Wall SB Header: Use min., 6x10 DF, or 5x9 glulam. * Length: This header to span from exterior wall to exterior wall, approximately 16'. Bearing:- At one end bear on 8SW - see that callout for connection. Extend over 8SW to beam pocket in wall corner. - !At other end bear on min., 3 studs in 3" min., beam pocket in wall intersection. Window Mullions: Use 2, 2x6 mullion between windows, spanning from bottom plate to bottom of header. Connect to header with 2, A34 or similar. Intermediate headers (if any) to bear on mullions with HUC or similar. 31 B Beam * IBeam: Use min., 5x10.5 glulam or PSL. * 'Connection to Post: Use PC, AC, CCQ, HUCQ, cleats, or similar. * :Connection to Wall: Min bearing length on top plate, beam pocket, mud sill, etc. = 3". 65 L Ledger- Roof Diaphragm Detail Ledger Connection: Where a ledger is called for below, if connecting to rim or header, use SDS, or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. - 'Length of SDS or LedgerLOK= full depth penetration into rim, or 2.5" min embedment into solid framing. - Min distance of connector to end of ledger or splice = 2". Min edge distance to top or bottom of ledger=2" * ;Framing Connection to Wall, General: Use any of the following, whichever is applicable. D3 — , --�-- _ ledger, min height to match rafters. App1Y ledger over wall sheathing. g g - ----- - ;Rafters PerPendicular:. Use 2x or LVL Use hangers to hang rafters on ledger. _ Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed against wall sheathing. - :Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d @ 6" OC to solid wood backing (continuous rim, plate, ledger, or blocking.) - ;Mono Truss Bottom Chord Perpendicular: Alternate 1 (shown in detail): Hang bottom chord with hanger mounted over wall sheathing to solid wood backing (rim, plate, ledger, or blocking.) Alternate 2 (not shown in detail): Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over - 'wall sheathing and connected with min., 3- 16d @ 24" max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 66 L Ledger - Deck Joists to Rim. Ledger: Use min., 2x, PT ledger, at least as tall as joists. _ Ledger Connecion: Connect to rim with SDS or LedgerLOK at max., 10" OC and within 3" of ends and splices. SDS or LedgerLOK to be of length necessary for full penetration in rim. Joist Connection: Connect joist to ledger with U or LU hanger. 71 1 KS ;King Stud At sides of opening use min 2, 1.5x5.5 LVL, continuous bottom plate to top plate. Headers to hang on this with * HUC or similar. 72 ; P Post * Post: Use min., 2 studs under point load above. 73 P 'Post * Post: Use min., 3 studs under point load above. 0 Standard Structural Specifications©— Copyright, Tim K. Garrison, F.E. BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: o Roof live: 20 psf. 0 Exterior wall dead: 10 psf o Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf o Roof snow: 25 psf 0 Seismic Factors: Ss= 1.104, Sl=0.438. o Floor live: 40 psf 0 Seismic Des Category: "D" o Floor dead: 15 psf. 0 Wind Exposure`B',3-sec gust: 120 mph. o Deck live: 40 psf 0 Assumed allowable soil bearing pressure: o Deck dead: 10 psf. 1,500 psf. SINGLE PROJECT: The calculations,drawings,notes, specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations.It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls, roofs,beams,columns,and floors during construction.Design of same is not included herein.Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. C i Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI.CCI depends on others for the provision of soils data,which includes but is not limited to:allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures,internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill: "Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3" in any dimension;trash;and the like. If used as compacted fill, it must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps,and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes,etc.)use structural fill around the structure.Carefully place and compact to 95%relative compaction under and around all pipes. When roots,rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations,Footings on Soil:All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock:Where footings bear on rock, clean the rock free of dirt,moss, debris,or other deleterious substances.Place concrete directly on cleaned rock. Where rock is sloped less than 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16"long dowels rotohammered 6"into rock. Rotohammered holes to be Y2"diameter, perpendicular to face of rock.No epoxy is necessary.Dowels to be located as follows: o For continuous footings,use dowel within 6" of ends,corners,and intersections and at 48"OC max spacing.Dowels to be centered on stemwall. O For pad footings, use two dowels spaced 8"apart,centered on footing.If dowel is too long to fit in footing,use 90-degree bend as necessary to provide 2"cover at top of footing. Slabs on Grade. Subgrade below slabs shall be similar to the above.A layer of free draining material and a suitable vapor barrier(designed by others) are recommended for all interior slabs. 1 Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures.Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength, Splicing,Bending.Reinforcing bars(rebar)shall be grade 60(Fy=60 ksi)or better, unless otherwise specified in the Plans.All reinforcing shall be spliced, detailed,bent,and supported in accordance with applicable ACI code. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF)shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2"all sides. Cover.Provide the following minimum cover: Footings and other unformed surfaces,distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water 3" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment—4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing.It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer,radar,or similar). Washers.Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated, A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. E CONVENTIONAL WOOD FRAMING: Material.All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown. All sawn wood shall have moisture content less than 25%. General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element,construct said element per minimum building code. Beams and Posts.All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. Glulams,PSLs,LVLs, etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, King Studs,Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer,or header,connect all plies with 16d at 4"OC,staggered. Beams, Columns.Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4"spacing. Glue.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Window and Door Openings. Header. Use header size shown on Structural Plans.May use larger of same material.All headers shall be installed with their tall dimension vertical.If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them.Each header shall use the number of king studs specified in Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following. These must be full-height,bottom plate to top plate,IE diaphragm to diaphragm. * Opening less than 6'wide—use min.,one king stud each end of header. *Opening 6.1' wide to 9' wide—use min.,two king studs each end of header. *Opening 9.1'wide to 16' wide,use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut, omitted,or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12"length on the header and 12" length on the top plate beyond. Strap may be on top,inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills, use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12"of ends and corners,with 3"x 3"x.229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. � I Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inc hes ehes of ends and corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set,or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145"diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails,bolts,framing connectors,etc.) or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column,or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified:Use washers on all bolts;tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt;for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs, etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood, contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified,install per manufacturer's recommendations. In general these do not need pilot holes.However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of l Od nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2" and 2-1/2" lengths.Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation procedures,blocking,bracing, etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity.Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Where called for,use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Where called for,use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted,all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade,manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations.If these span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.If visually exposed to interior living space,use Architectural Appearance Grade. Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing may be either Oriented Strand Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing. 1 Ln m Ln C 1 i 'io : , r4 N _.. CV la 00 ' -I O ... . , I A a) 00 _ as Q AO a) ...-- - - ... . � _ . . _. .._ _- ....._. 1 _ I p _ . _ i < - I O .. .. I -_... _ T = rr- -� �.7-- _ 0 o E a) - . . _ ._— L URI O t) Q) ej V I \ C.) A i \CI --- __----.=--7 c .� ,. ._ �,,i � O fl ii ,fix ri - ,..p A , ..... ka._ , 1 I', 1 _3 , ,rol cr- . _ _ , , 1 , 3 ; tit � , H J 1 , _.. I i D �.1 , r __ • M , , . 111 in _ _. _ . 411 -) . ?..r_P.tr. —rt.-. i . - __ _ _ . i ------ . _ _ __ . 1 .____ . _ _ . I1 /. . • . . : . • . , .___H___..._ii 1 .3 • _cr. _ il • . . . .• . • • _ rA _ . . .a _ - afris ri, jeCE 2. C . . . -• ` O ins s . . .. . _ . . .. r in a .� - _ _ _ . .. .._. Ls C um I _ _ . W t . _ _ .. el tin • C ' CD . .... �° ^ . ....... . fi NP` '._ ._. , -t: rp" . = -1- ".> ( 1(4' 1 z----------171 E :,,,, I \A) .._. . - - r . . _ , , i , _ • O 1 Z 1 - - - 1 k ... . . --ii ' . g o . ___ . . _ _ , , .......„ c., , . ....... .../. ..., . _ ___ . . . a , ._ i , . . . _ _____,, , i . a I . C L' Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Nelson Job No t17063 Date 8/15/17 Location Lot 1, The Summit at Rock Ridge USGS 0.2 Second Response Ss = 1.104 %of gravity USGS 1.0 Second Response Si = 0.438 % of gravity No. of stories above ground lev. [Two Stories • Site Class Stiff Soil Profile, D(Typ.) Risk Factor 3 Comm%Industrial,Residential-Med Hazard,It Eauiv Lateral Force Method Seis importance, lE = 1.00 Structural System Bearing wall-wood or light steel shear wall • .2 sec response, Ss = 1.104 Ss use for Cs = 1.104 Is structure regular and 5 stories or less? I Yes • Use Ss=1.5 max for Cs ca/c 1 sec response, Si = 0.438 Site coef, Fa = 1.058 Redundancy factor, p= 1 Site coef, F„ = 1.562 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12),TL = 16 Response mod coef, R = 6.50 Height of top of building, hi, = 24 ft 0 - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.168 Height Limit(feet) 65 Spectral accel parameter, SM1 = 0.684 Max. Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter, Sos = 0.779 0 -Str factor, 00 3.00 Design spectral parameter, Sot = 0.456 Seismic Base Shear, V 0.120 *W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.120 *W Approx fundamental period, Ta = 0.217 Vertical Seismic Load Effect, Ev 0.156 *W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.276D & -0.036D Building period, use, T = 0.304 LRFD Comb 5 1.356D + Eh + .5L + .2S Csmax = 0.324 LRFD Comb 7 0.744D + Eh Csmin = 0.010 ASD Comb 5 1.109D + .7Eh Seis response coef, CS = 0.120 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.156D ASD Comb 8 0.491D + .7Eh Max diaphragm force, Fpx max = 0.312D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Nelson Job No t17063 Date 8/15/17 Building Wind Exposure Exp B-Mean roof ht. <30',wooded or urban for>1,500 ft. • Enclosure Classification Enclosed Building(Typical) 3-Sec Gust, Basic 120 mph 'r ASCE7-10 maps, Fig 26.5, p247 ASD,Bask Combos.Stress increases allowed for wood only. • Method Load Comb Factor 0.6 Roof Pitch 1 2.00 /12 Slope 1 0 = 9.5 deg Roof Pitch 2 2.00 /12 Slope 2 9 = 9.5 deg A Mstr- 2012 IBC Loads Calcr 6-6-17 8/15/17 i i Hill Shape 2D Escarpment(Bluff) V L/B 1.33 Building Width Perp. To Ridge B = 48 ft h/L 0.33 Building Length Parallel To Ridge L = 64 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) h;n = 21.0 ft 3-Second Gust Power Law Exponent «, = 7.0 Eave Height(ft) heave= 17.0 ft Normal Ht.Of Atmosp.Bndry Layer zg = 1,200 ft Directionality Constant Kd = 0.85 Velocity Press.Exposure Coefficient Kh = 0.633 26.8 ASCE 7 Height of Hill or Escarpment(ft) H = 100 ft IBC Load Factor for ASD Wind-1605.3.2 0) = 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh = 20 ft Topographic Factor Kzt= 1.642 Horiz. Distance From Crest To Bldg. Site (ft) x= 20 ft Velocity Pressure @ mean roof ht. qh = 32.54 psf Windward Wall Pressures Internal Pressure Intermed. Windward Internal Pressure Elev K Value q, Wall 0-15 feet 0.575 17.74 psf 12.06 psf +/- 5.86 psf 15-20 feet 0.624 19.26 psf 13.09 psf 20-25 feet 0.665 20.52 psf 13.96 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.701 21.62 psf 14.70 psf 30-40 feet 0.761 23.47 psf 15.96 psf Leeward Wall Side Walls 40-50 feet 0.811 25.02 psf 17.01 psf -7.19 psf -11.62 psf 50-60 feet 0.854 26.36 psf 17.92 psf (Outward) (Outward) 60-70 feet 0.892 27.54 psf 18.73 psf Roof Pressures- 70-80 feet 0.927 28.61 psf 19.46 psf Based On Posn. Pressure Down Ridge 0 to h/2 -14.94 psf Transverse (Perp. To Ridge) h/2 to h -14.94 psf h to 2h -14.94 psf Leeward Wall Side Walls > 2h -14.94 psf -8.30 psf -11.62 psf (Outward) (Outward) Horiz pro! Slope 1 - 24.3 psf 15.96 psf 2.00/ 12 t.,....►. -14.15 psf -8.14 psf -3.63 psf 14.70 psf 23.0 psf l i i 13.96 pif I +/- 5.86 psf 22.3 psf 1.0 +/- 5.86 psf I 1 13.09 psf """4' i +/- 5.86 psf -8.30 psf 21.4 psf 1 I- 5.86 psf 12.06 psf «..fir 20.4 psf o' _ i/. r/ _ ,C�` e/..�ir it 48.00 ft Roof 1 slope: 2:12 0.17 rads 9.46 deg Roof 2 slope: 2:12 0.17 rads 9.46 deg Press, slope 1, roof, horiz proj: 3.7 psf Press, slope 2, roof, horiz proj: 3.7 psf A Mstr- 2012 IBC Loads Calcr 6-6-17 8/15/17 ConstructionCalc, Inc C4 Lateral Load Calculator Job No.: t17063 Job Name: Nelson By: tkg Architect/Designer: Sykora Date: 8/17/2017 Building: house and gar. SEISMIC LOAD CALCULATOR Seismic Factor: 0.120 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar tot e- gar tot n- house tot house tot w s e-w n-s _ Dim 1 44.00 3760.00 Dim 2 29.00 1.00 r Mul factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 N Trib Area 1293.6 0.0 3811.9 0.0 0.0 0.0 0.0 0.0 15 IX oo Dead weight, psf I... 15.0 I 15.0 I 15.0 ; 15.0 ; 15.0 I 15.0 I 15.0 I 15.0 I Seismic factor.; 0.120 I 0.120 1 0.120 ; 0.120 , 0.120 I 0.120 ; 0.120 I 0.120 Calc'd seis load 2328.5 0.0 6861.4 0.0 0.0 0.0 0.0 0.0 Dim 1 136.00 224.00 Dim 2 6.00 7.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 816.0 0.0 1568.0 0.0 0.0 0.0 0.0 0.0 w Dead weight, psf.L 10.0 ; 10.0 [ 10.0 F 10.0 I 10.0 i 10.0 r 10.0 y 10.0 ' Seismic factor. 0.120 I 0.120 I 0.120 r 0.120 I 0.120 I 0.120 i 0.120 I 0.120 I Calc'd seis load 979.2 0.0 1881.6 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim 2 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 u` Dead weight,psf.; 15.0 15.0 15.0 ', 15.0 15.0 I 15.0 1 15.0 I 15.0 Seismicfactor.[ 0.120 0.120 I 0.120 L 0.120 0.120 I 0.120 I 0.120 _L 0.120 Calc'd seis load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs 3307.7 8743.0 Seismic Applied V 3307.7 3307.7 8743.0 8743.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar tot e- gar tot n- house tot house tot 0 0 0 0 w s e-w n-s Dim 1 N Dim 2 _ C.i Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ix Wind psf load; 3.7 I 3.7 1 3.7 [ 3.7 , 3.7 I 3.7 I 3.7 I 3.7 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 54.00 64.00 in Dim 2 12.00 7.50 A Mul factor 1.00 1.00 , 1.00 1.00 1.00 1.00 1.00 1.00 V Trib Area 0.0 0.0 648.0 480.0 0.0 0.0 0.0 0.0 w Wind psf load; 23.0 , 23.0 I 23.0 I 23.0 1 23.0 I 23.0 ; 23.0 , 23.0 Calc'd wind load 0.0 0.0 14904.0 11040.0 0.0 0.0 0.0 0.0 Dim 1 42.00 7.00 in Dim 2 7.00 26.00 - Mul factor 1.00 1.00 1.00 1.00 _ 1.00 1.00 1.00 1.00 x Trib Area 294.0 182.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load[ 20.4 ; 20.4 I 20.4 ` 20.4 ; 20.4 i 20.4 I 20.4 y 20.4 Calc'd wind load 5997.6 3712.8 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs Wind Applied V 5997.6 3712.8 14904.0 11040.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar tot e- gar tot n- house tot house tot 0 0 0 0 w s e-w n-s onstruction aic, inc G `' Description: gar tot e-w Distribution of Lateral Loads Total V, unfactored 5,998 lb Building: house and gar. Wind or Seis control? (w or e) wind Total V, factored 3,599 lb Grids 1 _ 2 Percentage V 50% 50% 0% Leftover V/ grid 1,799 lb 1,799 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,599 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 5.2 If 3.0 If 5.2 If 13.4 If 134 plf 1 PW 6GW 4.0 If 3:0 If 7.0 If 257 plf 2PW 8GW Description: gar tot n-s Total V, unfactored 3,7'i 3 lb Wind or Seis control? (w or e) wind Total V, factored 2,228 lb Grids a c Percentage V 50% 50% 0% Leftover V/ grid 1,114 lb 1,114 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,228 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 PnI 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 5.2 If 15.2 If 10.3 If 30.7 If 36 plf 1 PW 5GW 2.5 If 2.5 If 2.34.2 5.0 If 223 plf 2PW 8GW Description: house tot e-w Total V, unfactored 14,904 lb 3375.00 5, 6 SWSBs good for Wind or Seis control? (w or e) wind Total V, factored 8,942 lb Grids 3,4 5,6 Percentage V 50% 50% 0% Leftover V/grid 4,471 lb 1,096 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,567 lb Min. Min. Grid PnI 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 4.0 If 10.0 If 3.0 If 2.2 If 2.0 If 4.5 If 25.7 If 174 plf 2PW 6GW 5, 6 adkerd 3.4 If 2.2 If 5.6 If 196 plf 2PW 6GW Description: house tot n-s Total V, unfactored 'i'i,040 lb Wind or Seis control? (w or e) wind Total V, factored 6,624 lb Grids a f Percentage V 50% 50% 0% Leftover V/grid 3,312 lb 3,312 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,624 lb Sum check OK Min. Min. Grid PnI 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3.0 If 3.5 If 6.5 If 17.0 If 30.0 If 110 plf 1PW 6GW 3.1 If 3.6 If 5.6 If 16.2 If 28.5 If 116 plf 1 PW 6GW Uplift Calculator • Panell.D.i c 4 Unit lateral load, factored, Eh, plfi 223 plf 174 UpliftRange Panel horiz. length, ft. 2.5 ft 4.5 ft Panel ht. (mom-arm), ft. 10.0 ft 9.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 500 lb 500 lb Dead point load at Rt. end, lbs. 600 lb 500 lb No.AB's to help keep Lt. end down 2.0 ea. 2.0 ea. No. AB's to help keep Rt. end down 1.0 ea. 2.0 ea. Dead weight UDL, plf 150 plf 285 plf Uplift Lt. end,ASD comb 7, 8 818 lb -119 lb #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 1,258 lb -119 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! i GC CC9 SIS.4 RUCTIONCALC ProBeam Tim Garrison, P.E. We Empower The pulUdtn• Induitr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h Other Info. 8/18/17 0.5 1 1.5 2 2.5 3 3,5 ` ' 4 5 Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Code Minimum-Normal:L/360&L/240 Live Only, L/ . •._.. `• 360 1 = 0.13 in Total, U 240 = 0.20 in i N/A = 0.00 in Total, L/ N/A = 0 00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 4.00 ft Add Self Weight? [Yes-Self weight will be added to applied DL r Loads: • i Uniform Loads Over Full Length of Member Loads From Continuous Member? I.No._.....r.. Increase Roof DL for pitch? .Yes _•d Roof Pitch I 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 15.00 ft - 152.1 lb/ft 375.0 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 152.1 IbIft 375.0 lb/ft Loads Point loads are 1/10 scale 600 l , • 400 1 200 - 0 -200 T 0.5 1 1.5 2 2.5 3 3.5 4 5 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 • Load Duration Snow 1.1S '• %Overdesign 2 x 8 (4)2 x 4 Moisture IsMedium Dry_ 18% V• Douglas Fir-larch •1 Repetitive Use? No V Pos Bending 28.3% (2)2 x 5 3 x 6 Press Treated? I No,Not P.Y. • =No,2 • Flat Use? ,No V Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. 1100 deg F&less • Fb Pos 1,241 psi Fv 207 psi Shear 41.6% Fb Neg 1,187 psi Fcp 625 psi Span(s)Defl'n 1609.0% Allow Pos Mom 1,359 ft-lb 147.63 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -1,300 ft-lb E 1,600 ksi Calc'd member OK by: 28.3% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use:Load Duration:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,060 lb 1,060 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 310 lb 310 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0,200 In 0.200 in Max Dn Defl - -0.012 in - - - Allowed 0.200 in 0.200 In 0.200 in ProBe?m_v7_0_WC f�` ProBeam Tim Garrison P.E. Cal-kit-RUCTIONCALC f • WO Empower The-hurtdtn.-Indust, v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h case 2 Other Info. 8/18/17 0.5 1 1.5 2 2.5 3 4 4 Type? Simple span,fully braced I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection,Main Spans Live Only, U Code Minimum-Normal:L,/360&L/240 .®1 360 = 0.12 in Total,U 1 240 ; = 0.18 in N/A = 0.00 in Total, U=. N/A = 0 00 in . i Pitch if Member Being Designed is Sloped: 0.0.12 Mem True Len: 3.50 ft Add Self Weight? 4 Yes-Self weight will be added to applied DL 'r' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No.......®.. Increase Roof DL for pitch? ,ye. ..wl Roof Pitch 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1 -Roof 20 psf 10 psf 25 psf 18.00 ft - 182.5 lb/ft 450.0 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 182.5 Ib/ft 450.0 lb/ft Loads Point loads are 1/10 scale 800 - 600 - 400 - 200 - -2000 4 0,5 1 t.5 2 2.5 3 1 4 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 • Load Duration Snow:1.15 '''•. 'Y.Overdesign i 2 x 8 (4)2 x 4 Moisture 'Medium Dry• 18% • Douglas Fir•tarch • Repetitive Use? No ♦i Pos Bending 39.7% (2)2 x 5 3 x 5 Press Treated? No,Not P.T. yr •No,2 s Flat Use? i No V Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. [100 deg F&less ♦ Fb Pos 1,241 psi Fv 207 psi Shear 35.0% Fb Neg 1,198 psi Fcp 625 psi Span(s)Defl'n 2032.2% Allow Pos Mom 1,359 ft-lb 147.63 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -1,312 ft-lb E 1,600 ksi Calc'd member OK by: 35.0% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 • Moments Support 1 Support 2 Support 3 ' Support 4 Max Total 1,112 lb 1,112 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 324 lb 324 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 _ Rt Cantivr • Max Up Defl - 0.000 in - - - Allowed 0.175 in 0.175 in 0.175 in Max On Defl - -0.008 in - - - Allowed 0.175 in 0.175 in 0.175 in ProBeam_v7_0_WC G65 'N' '°' ProBeam Tim Garrison, P.E. C.E JS°RUCTheRTIONCALC Pro Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.AD designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 21h Other Info. 8/18/17 4 1 2 3 4 5 6 4 8 Type? Simple span.fully braced V 1 Left Cantilever Span 1 Span 2 5201 Right Cantilever Tot Member Length Lenth of Spans: 7.00 ft 7.00 ft Allowable Deflection,Main Spans Live Only, L/ Code Minimum-Normal:i,/360&t/2A0 '• 360 = 0.23 in Total, L/ 240 i = 0.35 in j N/A = 0.00 in Total,U! N/A 1 = 0.00 In Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7,00 ft Add Self Weight? 1 Yes•Seif weight will be added to applied Di. V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? I-N?. ..,.,'.. Increase Roof DL for pitch? •.YeS I"! Roof Pitch i 2.0 :12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psi 10 psf 25 psi 9.00 ft - 91.2 lb/ft 225.0 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 91.2 lb/ft 225.0 Ib/ft Loads Point loads are 1/10 scale 400 - 300 - 200 - 100 - -100`c' 1 2 3 4 5 6 4 8 4x And Smaller(Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12,4.3 plf 2 x 12 •; Load Duration Snow:1.15 v►I %Overdesign 2 x 10 (4)2 x 5 Moisture i Medium Dry• 18% a+ Douglas Fir•tarth v 1 Repetitive Use'? No v Pos Bending 38.9% (2)2 x 8 3 x 8 Press Treated? j_No,Not P.T, v No.2 __ v i Flat Use? ;No . Neg Bending NA (3)2 x 6 4 x 6 Temp Cond. 110o deg F&less v► Fb Pos 1,034 psi Fv 207 psi Shear 107.6% Fb Neg 785 psi Fcp 625 psi Span(s)Defl'n 1830.7% Allow Pos Mom 2,726 ft-lb 1177.98 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -2,069 ft-lb E 1,600 ksi Calc'd member OK by: 38.9% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4,31 plf Cond's Of Use:Load Duration:1.15-Snow For 2 x 12 1.50 in 1.50 In - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,122 lb 1,122 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 334 lb 334 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - ' Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl - -0.018 in - - - Allowed 0 350 in 0.350 in 0 350 in ProBeam_v7_0_WC C-.'y "' Tim Garrison �r�e P.E. �wC91�t1S~s RUCTIONCALC ProBeam We'.Em•ewer The Aurldln• Endustr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. 11 Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 8/18/17 1 2 3 4 5 Type? Simple span.fully braced s Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection,Main Spans Live Only, L/ Code Minimum•Normal:L/360&L/240 7.1 360 s = 0.20 In Total,L/; 240 = 0.30 in i N/A ! = 0,00 in Total,L/ N/A = 0.00 in i Pitch If Member Being Designed is Sloped. 0.0:12 Mem True Len: 6.00 ft Add Self Weight? Yes•Self weight will be added to applied DL tI Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !_!P...._._IP_ Increase Roof DL for pitch? .Yes......_'" Roof Pitch [ 2.0:12 i , Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 18.50 ft - 187,6 lb/ft 462.5 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 187.6 lb/ft 462.5 lb/ft Loads Point loads are 1/10 scale 800 600 - 400 - 200 - 0 -200 4 1 2 3 4 5 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10,7.1 plf (2)2 x 10 s Load Duration •Snow.1.15 s; %Overdesign 2 x 14 (4)2 x 6 Moisture t Medium Dry-18% s Douglas Ffr•Larch Ns' Repetitive Use? L .No I; Pos Bending 37.2% (2)2 x 10 3 x 10 Press Treated?I No,Not P.7. s i No.2 s Flat Use? No s Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 110o deg F&less s Fb Pos 1,138 psi Fv 207 psi Shear 94.2% Fb Neg 1,123 psi Fcp 625 psi Span(s)Defl'n 1573.3% Allow Pos Mom 4,058 ft-lb 1197.86 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -4,003 ft-lb E 1,600 ksi Calc'd member OK by: 37.2% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use:Load Duration:1.15-Snow For(2)2 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,971 lb 1,971 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 584 lb 584 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 In - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.018 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_WC 1 c/0 � `�'� ProBeam Tim Garrison, P.E. Cdi'ZIw�RUCp IONCALC WeThe v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional, ,Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h Other Info. 8/18/17 1 2 3 4 5 6 7 8 1p Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:i/360&1J240 -I . i 360 , = = 0.45 in N/A = 0.00 in Total,Uf N/A = 0.00 in 0.30 in Total,L/ 240 ' Pitch If Member Being Designed is Sloped: 0.0:12 Mem True Len: 9.00 ft Add Self Weight? ;Yes-Self weight will he added to applied DL 'r' Loads: Uniform Loads Over Full Length of Member ....... .... .... r. Loads From Continuous Member? ?N4..... . Increase Roof DL for pitch? .Yes } Roof Pitch I 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 14.00 ft - 141.9 lb/ft 350.0 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 141.9 lb/ft 350.0 Ib/ft Loads Point loads are 1/10 scale 600 400 200 , 1 2 3 4 5 6 7 8 4 10 -200 4x And Smaller(Lumberl Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10,8.3 plf '4 x 10 V Load Duration Snow:1.15 V %Overdesign 4 2 x 8 Moisture I Medium Dry• 18% V Douglas Fir-larch V I Repetitive Use? No V i Pos Bending 2.0% (2)2 x 12 3 x 14 Press Treated?I No,Not P.T. rr ?No.2 v I Flat Use? No W Neg Bending NA (3)2 x 10 • 4 x 10 Temp Cond. 1100 deg f&less V. Fb Pos 1,242 psi Fv 207 psi Shear 98.5% Fb Neg 1,220 psi Fcp 625 psi Spans)Defl'n 649.5% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -5,076 ft-lb E 1,600 ksi Calc'd member OK by: 2.0% Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending . Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 pif . Cond's Of Use:Load Duration:1.15-Snow For4x10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,251 lb 2,251 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 676 lb 676 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 In 0.450 in Max Dn Defl - -0.060 in - - - Allowed 0,450 in 0.450 in 0.450 in ProBeam_v7_0_WC I c ll Tim Garrison P.E. CCA 4 RUCTIONCALC ProBeam We empower The BuitdIn• tndustr. v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 I Spans and Supports(Note,pitch and fixity,if any,not shown) - Member I.D. 31 i i Other Info. 8/18/17 4g 2 4 6 8 10 12 14 16 1A 2p Type? Simple span.fully braced •i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18 50 ft 18.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:L/360&L/240 •I .... ........... ..... .. 360 I = 0.62 in Total, Ul 240 = 0.93 in N/A I = 0.00 in Total, U1 N/A = 0.00 in i Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 18.50 ft r. Add Self Weight? [Yes_Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I NO..-._ • Increase Roof DL for pitch? _Yes .-i Roof Pitch 1 2.0:12 E Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 12.00 ft - 121.7 lb/ft 300.0 lb/ft Uniform Ld. 5 10 psf 3.00 ft - 30.0 lb/ft Tot Unif Load - 151.7 lb/ft 300.0 lb/ft Loads ( 1`/( ? I / (tl `it4-2 .4 3j(/ )C�,"D� ) 600 Point loads are 1/10 scale G� / l i 15 gcC,o 4,z' 0•62 ✓ �.7 400 - 50v 200 - 'Z� , .r am (35 cai 44 . 0e . 2 4 6 8 10 12 14 16 18 4 -200 1 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5,13.4 pif Mist manufacturers 'IPj Load Duration %Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 MoIsture Medium Dry-18% •) 5 x 10.5 V Snow;1.15 • Pos Bending 6.2% 3 x 13.5 5.125 x 10.5 Press Treated? Ito,Not P.T. • 1I24F•v4,DF/OF V Neg Bending NA 3.125 x 13.5 6.75 x 9 Temp Cond. 100 deg F&less • Fb Pos 2,760 psi Fv 305 psi Shear 147.9% Fb Neg 2,058 psi Fcp 650 psi Span(s)Defl'n 84.6% Allow Pos Mom 21,129 ft-lb 1482.34 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -15,759 ft-lb E 1,800 ksi Calc'd member OK by: 6.2% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use:Load Duratlon:1.15-Snow For 5 x 10.5 1.50 In 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,302 lb 4,302 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb - Min Total 1,527 lb 1,527 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.925 in 0.925 in 0.925 in Max Dn Defl - -0.501 in - - - Allowed 0.925 in 0 925 in 0.925 in ProBeam_v7_0_WC C LL "'' ProBeam Tim Garrison, P.E. CCAIS RUCTIONCALC We Empower The riulldin• Industry v6,0 Important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. joist at brng wall Other Info. 8/21/17 4 2 4 6 8 10 12 14A 16 Type? Simple span,fully braced V I L I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection,Main Spans Live Only, L/ Extra Stiff:L/600 8t L/480 V I 600 = = 0.29 in Total,L/ 480 = 0.36 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 14.50 ft Add Self Weight? [No.Self weight is included In applied 01 r ..• . ......... ..... .. .. ...... ... .. ... ... . Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i NO___...._Y. Increase Roof DL for pitch? YeS.. ...'i''.1 Roof Pitch 1 2.0:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 Ib/ft Tot Unif Load 52.0 Ib/ft 19.5 lb/ft - Point Loads Measured from left end of member.Member Total Length=14.5 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 24.00 ft 1.30 ft - 468 lb 780 lb 1.20 ft Loads Point loads are 1/10 scale • 100 50 - a 2 4 6 8 10 12 14 A 16 -50 I-Joist Calc'd Brand •BCt-8oiseCascade • Results For 11-7/8"BCI 6000 1.8 Calc'd Member ;11-7/8'8Cl60 01.8 r; %Overdesign Acceptable Solutions Load Duration Snow:MS ' Pos Bending 109.0% 11-718"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: Min t.75",with web sti(fner V Neg Bending NA 11-7/8"BCI 60001.8 - Brng @ Mid-Supports: (No Mid Support) • Shear 38.6% 11-7/8"BCI 65001.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s)Defl'n 24.5% 11-7/8"BCI 60 2.0 Allow Neg Mom. 41 ft-lb El 320,000 ksl Cantivr(s)Defl'n NA Allow End Rxn 1,425 lb Bearing 2.5% Allow Mid Rxn 2,500 lb Calc'd member OK by: 2.5%• Self Wt 2.50 plf Controlling criteria is: Bearing Cond's Of Use:Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,390 lb 557 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 571 lb 180 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.363 in 0.363 in 0.363 in Max Dn Dell - -0.178 in - - - Allowed 0.363 in 0.363 in 0.363 in ProBeam_v7_0_W C C t; Tim Garrison, P.E. tcralviamarzucTioatvilc1,, L ProBeam v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. 1 Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. joist at brng wall case 2 Other Info. 8/21/17 4 2 4 6 8 10 12 14A 16 Type? Simple span,fully braced '! 'I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection, Main Spans Live Only,L/ Extra Stiff:L/600&tf48o v-1 600 = 0.29 in Total,LI'', 480 ! = 0.36 in `- N/A . = 0.00 in Total,L/ N/A = 0.00 in , Pitch if Member Being Designed is Sloped: 0,0:12 Mem True Len: 14.50 ft Add Self Weight? [No-Self weight is included In applied EX ' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No .. .: Increase Roof DL for pitch? .Yes w I Roof Pitch I 2.0:12 ' Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 lb/ft 19.5 lb/ft - Point Loads Measured from left end of member.Member Total Length=14.5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 24.00 ft 1.30 ft - 468 lb 780 lb 3.20 ft Loads Point loads are 1/10 scale 100 50 - 1 , 0 ' 2 4 6 8 10 12 14 16 -50 I-Joist Calc'd Brand .BC(-Boise Cascade v Results For 11-7/8"BCI 6000 1.8 Calc'd Member '11.7/8"BCI 60001.8 V %Overdesign Acceptable Solutions Load Duration Snow:1,15 V Pos Bending 26.8% 14"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: .Mn 1.75",with web stiffner v Neg Bending NA 11-7/8"BCI 6000 1.8 - Brng @ Mid-Supports' (No Mid Support) v Shear 54.8% 11-7/8"BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s)Defl'n 1.1% 11-7/8"BCI 60 2.0 Allow Neg Mom. 41 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA . Allow End Rxn 1,425 lb Bearing 14.5% Allow Mid Rxn 2,500 lb Calc'd member OK by: 1.1% Self Wt 2.50 plf Controlling criteria is: Defl-Span Cond's Of Use:Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,245 lb 657 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 506 lb 245 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.363 in 0.363 in 0.363 in Max Dn Defl - -0.219 in - - - Allowed 0.363 in 0.363 in 0.363 in ProBeam_v7_0_W C Cif CA"-" `0' PCOBeanl S RUCTION CALC Tim Garrison, P.E. We Empower rho nurldin• Industry v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. typ floor beam Other info. 8/21/17 ` 4 1 2 3 4 5 6 7 A 8 Type? Simple span,fully braced • .. -_ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7.50 ft 7.50 ft Allowable Deflection, Main Spans I � Live Only,L/ Code Minimum •Normal:1/360&L/240 •I 1 360 ; = 0,25 in Total, L/; 240 = 0.38 in 1 N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 7.50 ft Add Self Weight? Yes•self weight will be added to applied 01 IP , Loads: Uniform Loads Over Full Length of Member i Loads From Continuous Member? LN°_.___..1r.. Increase Roof DL for pitch? .Yes 4"l Roof Pitch [ 2.0:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 40 psf 15 psf 15.00 ft 600.0 lb/ft 225.0 lb/ft Tot Unif Load 600.0 lb/ft 225.0 Iblft - L ti S l 6.) -.. �. • Load. 1 , FPoint loads are 1110 scale c 1000 500 - 0 _ . 1 2 3 4 5 6 7 8 -500 6x And Larger(Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 6 x 10 • Load Duration Live:1.00 ( %Overdesign 6 x 12 12 x 12 Moisture I Medium Dry_18% •. Douglas Fir-Larch s f Repetitive Use? No •� Pos Bending -3.0% b� 8 x 10 14 x 14 Press Treated? I No,Not P.T, • WCLIB-No.2 •1 Flat Use? No • Neg Bending NA 10 x 10 16 x 16 Temp Cond. 1 too deg f&less • Fb Pos 875 psi Fs/ 170 psi Shear 83.5% Fb Neg 871 psi Fcp 600 psi Span(s)Defl'n 176.0% Allow Pos Mom 5,719 ft-lb 1362.75 in^4 Cantilever(s)Defl'n NA 1 Allow Neg Mom -5,695 ft-lb E 1,300 ksi Calc'd member FAILS by: -3.0% Allow Shear 5,766 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use:Load Duration:1.0-Live For 6 x 10 1.50 In 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,143 lb 3,143 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 893 lb 893 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0 375 in 0.375 in 0.375 in Max Dn Defl - -0.127 in - - - Allowed 0.375 in 0.375 In 0.375 in ProBeam_v7_0_WC il l I �p 1--y. !4':E I R' f capahI � 1 \ -mod) i £ 1F • ` so `,y 1\! i, ) ®�6 yiy j\ may 4 tCa ..-c_ _ ^ .... 1,i..,;.:..a.vi ; C,, %%irk?... %is- Cil 62 ' J T ~ "e="nbisid Ll 4, -4 1 ,.,.. .:„.,:...,.x...,.v es y d 1 'Y 1' +� v v 4 ,e \ eir) l'ic,1‘ C.1Liiin iky. 1,1 Tl e� �e s �--yq „::I l` '1bsatis, 1...i 'Y �'yt. c _ (� r . � (7it 1 J �} (D ��\S0 + �3 N. ��(71►/) 1- 'gad ! A y s u3y " M 16.1111111 , rizt ,...e atu`'. fRi+ _4,4 \‘‘. \ 0 Tye VI ���i'JO��it ta " \) ! J . . ...1'',1 sltiII J \\\WWW\\\ ---4.. . sk lis 441— __ %...) kil C . . 4, ,,1/410. ......vt •••‘• cm Cr' + „ gramma. 1St?) \ r ilia cli �, .04:4 Lei ilk �. il 4 94 . 0,...„ t . . . 7,.....41 coc .Q. -- ---_,%..:.i .: ; :t \ ................,. . ; e D 4• } :1/4. �q em ........ 7 � \I .,- .4111111) \11 Q.) c, _: - ..� 9 ie„,,, . . , . . 1!°C.-27---....„_1 ni c t , es , .. .-',. ,- ii. -....\,1/4 L....._)._ ,,, g 1 ".0 --- V-0 yl v.) ...c.t, ..„.. ..,,,, _.... \\..t Ctre'..----:„ .."-s1/4.?„.„ : as—. C'' a, +.0 ;; .47-4 .......... ............ %Nes), „.„,,,,,,i, r- Is-,:vir (.4\ S . I (10 4.-alcs#.. .1%'%. ........1. isek1H43/44ttNeHt . I N ' : =� % y P CD 2 . i4 L. a ,C.qg 4 ..cam w` ..a. �- 1.07 l I �' P �T Q City of Anacortes Invoice/Permit#: BLD-2018-0196 904 6th Street Applied date: 04/06/2018 P.O.Box 547 Issue date: 04/06/2018 Anacortes, WA 98221-0547 Expire date: 10/03/2019 (360) 293-1901 • za�� u+'- Job Address: 3922 ROCK RIDGE PKWY Permit Type: Fire Sprinkler Permit ANACORTES WA 98221 Project: APN: Remarks: Install new NFPA 13D Multipurpose Fire Sprinkler System in a new single family residence,whose building permit is BLD-2017-0476. Owner: ROBERT&VICKY NELSON Contractor: X-FIRE Address: 4305 MARINE CREST-PL Address: 1511 KENTUCKY ST ANACORTES WA 98221-8609 BELLINGHAM WA 98229-4718 Phone: Phone: (360)715-8088 License#: XFIRE**961 PN General Information: Fees: Building Valuation 7608 Building Permit Fee 153.25 Plan Review Fee 99.61 State Building Code Fee 4.50 Total Calculated: 257.36 Deposits/Receipts: 0.00 Total Due: 257.36 C) --i -Qov .- r „ z W r lam, F I$ it. 0) ::. •- t =1 0 --J r~ f1 rF I-+ I I 11-I 0 r• CO _ 0 I.i o C} I o o CI', Ci Ql I. :•7 rt, • - mcD ci r• 711 -s 1.1.1 - t, .-}• 4 ?� •• 7 I CO r THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OFIF7 CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED-: HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIK• I '; OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR khOT, GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE I+ LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. _ ' 17, Crt • -4 CM CI SIGNATURE OF Z1vvw R OR AUTHORIZED AGENT ISSU a4-4? 3 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT �' � � FIRE SPRINKLER PERMIT APPLICATIC ��i.;. Ls , R Mailing Address: P.O. Box 547, Anacortes, WA 9822 '89' ° Sty Office Location: 904 6th Street, Anacortes WA 98821 APR 0.2 2018 p...-/coy. .. if Phone: (360) 293-1901, Fax: (360) 293-1938 CITY OF ANACORTEE PLEASE REFER TO THE FIRE SPRINKLER PERMIT CHECKLIST FOR SUBMITTAL REQUIREMENTS ❑ MODIFY EXISTING SYSTEM /INSTALL NEW SYSTEM 0 UNDERGROUND FIRE LINE PROJECT ADDRESS(St eet Suite If): PARCEL(S)#: 3V., i��i +�; yok io\ ? 133�`\a .fin�ce -kes1VJA 9?J )\ P OJECT VALU TION: APPLICANT: Phone: A - i(-Q. Se-cvcl a) _15_8088 Address(Street, City State Zip): E-Mail ddress: IS it e ctic City,_ \fie\\,r\4hcom\ a rid o ,� ;��( g m c\;\ c° PROPERTY OW ER: Phone: \fie\9��1 1�a�a.k? NQ,\ on \i' c,\,ci A 4365Address(Street, State,Zip): it. M�-Cork'eS VJP`kbcr,`1 E-Mail Address: CONTACT CPERSQ Phone: X- ifr� ec0`t , (3& OVAN.U\YNN 3 �"16 -Vg /0\ 30-S\5-v)b® Address(Street, City, State, - 64�Zip): E-Mail Ad ess: \SI\ Kznk�c�C S\(eeic ?De\1,n�1\,1/4 WI\ 6t(5`��c1 a -cr G) rr`r�,;\. Loan CONTRACTOR:* LL ho : ')( -Ft CQ_ S e_uu r,`c\( ��b) Address(Street,\City, State,Zip): �42 E-Mail A ess 4 C� l511 \(it nk.�c c SATP QV, e.\\iA961 m WN `1 �a6..X ,t-l.. y�us 1 nn State S rinkler Certificate&License#: Exp. ate: *All Contractors& ubcontractors must have a valid City of x F+ 'E.yk.*c'(0 y.NI (; -l3i/I 6 Anacortes business license prior to doing work in the City. Business License#: Exp.Date: Contact the City's Finance Department at(360)299-1968. COMMERCIAL 0 RESIDENTIAL OCCUPANCY CLASS: SPRINKLER STANDARD: HAZARD CLASS: Is this work, associated with another project? Yes 0 NOV- If yes, specify: PROPOSED WORK: \c SA-0\\\ ti.IdOr\ 0 ..- A (\e v.1 \\I''' 'Pk 0 1-t\u\'c)e v r f 05,C. 'Vi cYU- '''a(1V,L'r y5\err\ 'tl\ N flew ceS�cl.ec-\-.0t\ \-scbrn e . I declare under penalty of perjury that the information I have provided on this form/application is true,correct, and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anaco s. Print Name: ell ci r b er ,M A Owner ❑I Agent 1;?c(specify): (c Oe.S i�y-� Signature: C,42 � ; - Date: 31 )1 8 r E I iQyI .y " APR 01 2018 X-FIRE S E C U R I Y OF ANACORTES DETECTION & SUPPRESSION 1511 Kentucky Street Bellingham,WA 98229 360-715-8088 Fax 360-756-6946 www.13dpex.com License: XFIRE**961PN Description: NFPA 13D Multipurpose Fire Sprinkler System 1 Application: 1 Application For Nelson Residence Fire Sprinkler Design: 3 Sets of Fire Sprinkler designs. Department of Jurisdiction: Skagit County Submitted to: City of Anacortes Building Department 904 6th Street Anacortes, WA 98221 Date: 3-29-18 Job Name: Nelson Residence Job#: L-2998 Job Address: 3922 Rock Ridge Parkway,Anacortes WA 98221 System type: NFPA 13D Multipurpose Fire Sprinkler System APR 0'2 2018 101: CITY OF ANACOBTE Fire Sprinkler System Calculations X-Fire Security 1511 Kentucky St, Bellingham, WA 98229 Job No: L-2998 Job Name: Nelson Residence Building Type Single Family Residence Location: 3922 Rock Ridge Pkwy,Anacortes WA System Type: NFPA 13D 2016 WAINNNOTON MTATN OMTNIQATn OP OOMI11iUNO'Y I imi poTic romi mum=anon I Rodney L. Durham 1 8511-0705-A Levell X-Fire daki FIR lir AN/V ■ a Designed by X-Fire Security- 1511 Kentucky St, Bellingham, WA 98229 - 360.715.8088 L-2998 Nelson Residence-Two Head Calculation- (H.16 H.18) Page 2 of 7 Final Calculations -Summary Wednesday, March 28, 2018 Hydraulic Design Information Sheet Job Name Nelson Residence Opened Date 3/28/2018 Location 3922 Rock Ridge Pkwy,Anacortes WA Job No L-2998 Building Type Single Family Residence Ceiling Height(ft) 9 Calculated By Rod Durham Construction Combustible Occupancy Residential System Design Type of Calculation NFPA 13D 2016 Listed Flow at Start Point (gpm) 13.000 System Type Wet Listed Pressure at Start Point(ps 9.100 Sprinkler Make Reliable Maximum Listed Spacing (ft) 16 Sprinkler Model RFC43 Domestic Flow(gpm) 0.000 Sprinkler Size(in) 0.50 Elevation at Highest Outlet(ft) 114 Sprinkler K-Factor 4.3 Temp. Rating (°F) 165 Coverage Area (ft2) 256 Listed Flow(gpm) 13,000 Calculation Summary Flowing Sprinkler Heads H.16 H.18 Flow Required (gpm) 26.000 Pressure Required(psi) 24.977 At Reference Point METER Overhead C-Factor Used 150 Underground C-Factor Used 150 Water Supply Water Flow Test: Static Pressur 60.000 Residual Pres 52.500 Flow(gpm) 40.000 Elevation (ft) 115 Manifold &Water Flow Switch Additional Pressure Loss(psi) 4.60 L-2998 Nelson Residence-Two Head Calculation- (H.16 H.18) Page 3 of 7 Final Calculations -Water Supply Curve Wednesday, March 28, 2018 100 90 80 70 60 a 50 d 40 30 20 10 0 10 202530 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Flow(N A 1.85)GPM �-� Demand Curve Required Pressure: 24.977 psi @ 26.000 gpm Required Flow: 26.000 gpm O 0 Supply Curve Static Pressure: 60.000 psi @ 0.000 gpm Residual Pressure: 52.500 psi @ 40.000 gpm Available Flow: 40.000 gpm > .........,•� Pressure Cushion Available Pressure: 56.620 psi @ 26.000 gpm Pressure Cushion: 31.643 psiWASIINIATON STATE CONTIFICATI OP COMPSTSIOSY Pill PROTf¢T1O01 SP*i$K s Rodney L. Durham 8511-0705-A Level 1 X-Fire XFIRF** 1PN 9/2 ■ a L-2998 Nelson Residence -Two Head Calculation- (H.16 H.18) Page 4 of 7 Final Calculations - Nodes Wednesday, March 28, 2018 Actual Actual Elevation Pressure Flow Node No. (ft) (psi) (gpm) Model-Coverage(DxW)-Temperature S.0 92.0 27.559 0.000 SOURCE H.1 110.0 18.412 0.000 RFC43-1212-165 R.1.A 99.0 23.861 0.000 D.T.1 110.0 18.383 0.000 Rehau PEX 1.00in Dom Tee T.1 99.0 24.461 0.000 CPVC 1.598x1.598x0.875in Tee L.1 99.0 24.002 0,000 CPVC 1.50in 90 Ell H.2 110.0 18.433 0.000 RFC43-1212-165 R.2.A 110.0 18.898 0.000 i L.2 110.0 18.817 0.000 CPVC 1.50in 90 Ell T.2 110.0 18.725 0.000 CPVC 1.598x1.598x0.875in Tee D.T.2 114.0 14.597 0.000 Rehau PEX 1.00in Dom Tee H.3 110.0 18.493 0.000 RFC43-1616-165 D.T.3 110.0 14.749 0.000 Rehau PEX 1.00in Dom Tee T.3 110.0 18.627 0.000 CPVC 0.875x0.875x1.598in Tee H.4 110.0 18.463 0.000 RFC43-1616-165 T.4 110.0 18.222 0.000 Rehau PEX 0.875x0.875x0.875in Tee H.5 110.0 18.392 0.000 RFC43-1616-165 H.6 110.0 18.309 0.000 RFC43-1616-165 H.7 110.0 18.609 0.000 RFC43-1212-165 H.8 110.0 18.235 0,000 RFC43-1616-165 H.9 110.0 18.356 0.000 RFC43-1212-165 H.10 110.0 18.262 0.000 RFC43-1616-165 H.11 110.0 18.575 0.000 RFC43-1616-165 H.12 110.0 18.543 0.000 RFC43-1616-165 H.13 114.0 14.935 0.000 RFC43-1616-165 H.14 114.0 15.716 0.000 RFC43-1212-165 H.15 110,0 16.080 0.000 RFC43-1212-165 H.16 114.0 9.100 13.000 RFC43-1616-165 H.17 114.0 15.227 0.000 RFC43-1616-165 H.18 114.0 9.351 13.000 RFC43-1616-165 H.19 114.0 12.386 0.000 RFC43-1616-165 H.20 110.0 13.082 0.000 RFC43-1818-165 H.21 110.0 13.780 0.000 RFC43-1818-165 H.22 110.0 15.372 0.000 F1R44A6-1212-155 H.23 110.0 15.016 0.000 RFC43-1616-165 H.24 110.0 14.266 0.000 RFC43-1212-165 H.25 99.0 24.506 0,000 RFC43-1616-165 FT.18 114.0 10.384 0.000 Rehau PEX 1.00in Sprinkler Tee FT.16 114.0 10.133 0.000 Rehau PEX 1.00in Sprinkler Tee L-2998 Nelson Residence -Two Head Calculation- (H.16 H.18) Page 5 of 7 Final Calculations - Pipes Wednesday, March 28, 2018 Pipe# Hyd. Qa Dia. Fitting Pipe Pt Notes Ref. C-Factor Fittings Pe Point Qt Pf/UL +PrLoss. Total Pf p31 FT.16 8.201 0.875 29.397 13.082 to 150 1R1H 1.000 1.732 Vel =-4.4 H.20 -8.201 0.0400 0.00 30.397 1.217 sup() METE 0.000 1.610 160.000 27.559 to 150 MNF 0.000 -9.961 Vel =4.1 S.0 26.000 0.0174 4.60 160.000 2.779 p0 H.20 0.000 0.875 16.439 13.780 to 150 2H 1.000 0.000 Vel =-4.4 H.21 -8.201 0.0400 0.00 17.439 0.698 p25 H.21 0.000 0.875 11.132 14.266 to 150 2H 1.000 0.000 Vel = -4.4 H.24 -8.201 0,0400 0.00 12.132 0.486 p26 H.24 0.000 0.875 10.870 14.749 to 150 1 H 1 R 1.200 0.000 Vel = -4.4 D.T.3 -8.201 0.0400 0.00 12.070 0.483 p6 D.T.3 0.000 0.875 5.460 15.016 to 150 1R1H 1.200 0.000 Vel = -4.4 H.23 -8.201 0.0400 0.00 6.660 0.267 pi H.23 0.000 0.875 7.893 15.372 to 150 2H 1.000 0.000 Vel =-4.4 H.22 -8.201 0.0400 0.00 8.893 0.356 p2 H.22 0.000 0.875 16.681 16.080 to 150 2H 1.000 0,000 Vel =-4.4 H.15 -8.201 0.0400 0.00 17.681 0.708 p21 H.15 0.000 0.875 5.030 14.597 to 150 1R1H 1.200 1.732 Vel =-4.4 D.T.2 -8.201 0.0400 0.00 6.230 0.249 p27 D.T.2 0.000 0.875 7.250 14.935 to 150 1 H 1 R 1.200 0.000 Vel =-4.4 H.13 -8.201 0.0400 0.00 8.450 0.338 p28 H.13 0.000 0.875 18.492 15.716 to 150 2H 1.000 0.000 Vel =-4.4 H.14 -8.201 0.0400 0.00 19.492 0.780 p30 H.14 0.000 0.875 18.131 18.222 to 150 1R1H 1.200 1.732 Vel =-4.4 T.4 -8.201 0.0400 0.00 19,331 0.774 p29 T.4 -14.544 0.875 3.819 18.235 to 150 1R1H 1.200 0.000 Vel =-1.0 H.8 -1.858 0.0026 0.00 5.019 0.013 p14 H.8 0.000 0.875 9.669 18.262 to 150 2H 1.000 0.000 Vel =-1.0 H.10 -1.858 0.0026 0.00 10.669 0.027 p9 H.10 0.000 0.875 17.023 18.309 to 150 2H 1.000 0.000 Vel =-1.0 H.6 -1.858 0.0026 0.00 18.023 0.046 p20 H.6 0.000 0.875 17.572 18.356 to 150 2H 1.000 0.000 Vel =-1.0 H.9 -1.858 0.0026 0.00 18.572 0.048 L-2998 Nelson Residence-Two Head Calculation -(H.16 H.18) Page 6 of 7 Final Calculations - Pipes Wednesday, March 28, 2018 Pipe# Hyd. Qa Dia. Fitting Pipe Pt Notes Ref. C-Factor Fittings Pe Point Qt Pf/UL +PrLoss. Total Pf p19 H.9 0.000 0.875 9.275 18.383 to 150 1H1R 1.200 0.000 Vel =-1.0 D.T.1 -1.858 0.0026 0.00 10.475 0.027 p8 D.T.1 0.000 0.875 2.380 18.392 to 150 1 R1 H 1.200 0.000 Vel =-1.0 H.5 -1.858 0.0026 0.00 3.580 0.009 p18 H.5 0.000 0.875 6.871 18.412 to 150 2H 1.000 0.000 Vel =-1.0 H.1 -1.858 0.0026 0.00 7.871 0.020 p16 H.1 0.000 0.875 7.066 18.433 to 150 2H 1.000 0.000 Vel =-1.0 H.2 -1.858 0.0026 0.00 8.066 0.021 p17 H.2 0.000 0.875 10.682 18.463 to 150 2H 1.000 0.000 Vel =-1.0 H.4 -1.858 0.0026 0.00 11,682 0.030 p7 H.4 0.000 0.875 10.750 18.493 to 150 2H 1.000 0.000 Vel =-1.0 H.3 -1.858 0.0026 0.00 11.750 0.030 p15 H.3 0.000 0,875 18.255 18.543 to 150 2H 1.000 0.000 Vel =-1.0 H.12 -1.858 0.0026 0.00 19.255 0.049 p10 H.12 0.000 0.875 11.752 18.575 to 150 2H 1.000 0.000 Vel = -1.0 H.11 -1.858 0.0026 0.00 12.752 0.033 p24 H.11 0.000 0.875 12.067 18.609 to 150 2H 1.000 0.000 Vel =-1.0 H.7 -1.858 0.0026 0.00 13.067 0.034 p23 H.7 0.000 0.875 5.888 18.627 to 150 1H1R 1.200 0.000 Vel = -1.0 T.3 -1.858 0.0026 0.00 7.088 0.018 p34 T.1 -26.000 1.598 21.273 24.002 to 150 1 L1 R 4.200 0.000 Vel =4.2 L.1 26.000 0.0180 0.00 25.473 0,459 p33 L.1 0.000 1.598 4.329 23.861 to 150 1L 3.500 0.000 Vel =4.2 R.1.A 26.000 0.0180 0,00 7.829 0.141 i0 R.1.A 0.000 1.598 11.000 18.898 to 150 0.000 4,764 Vel =4.2 R.2.A 26.000 0.0180 0.00 11.000 0.198 p11 R.2.A 0.000 1.598 0.997 18.817 to 150 1L 3.500 0.000 Vel =4.2 L.2 26.000 0.0180 0.00 4.497 0.081 p12 L.2 0.000 1.598 0.910 18.725 to 150 1 L1 R 4.200 0.000 Vel =4.2 T.2 26.000 0.0180 0.00 5.110 0.092 p13 T.3 -19.657 1.598 0.940 18.725 to 150 1 B1 R 8.200 0.000 Vel =-3.1 T.2 -19.657 0.0107 0.00 9.140 0.098 L-2998 Nelson Residence-Two Head Calculation - (H.16 H.18) Page 7 of 7 Final Calculations - Pipes Wednesday, March 28, 2018 Pipe# Hyd. Qa Dia. Fitting Pipe Pt Notes Ref. C-Factor Fittings Pe Point Qt Pf/UL +PrLoss. Total Pf p32 T.4 -10.059 0.875 5.219 18.725 to 150 2B 15.000 0.000 Vel = -3.4 T.2 -6.343 0.0249 0.00 20.219 0.503 p37 S.0 -23.846 0.875 5.810 24.506 to 150 1H 0.500 3.032 Vel = 1.1 H.25 2.154 0.0034 0.00 6.310 0.021 p36 H.25 0.000 0.875 5.487 24.461 to 150 1 H 1 B 8.000 0.000 Vel = 1.1 T.1 2.154 0.0034 0.00 13.487 0.046 p35 T.1 -28.154 1.598 3.652 27.559 to 150 1R 0.700 3.032 Vel =-3.8 3.0 -23.846 0.0154 0.00 4.352 0.067 p3 FT.18 -4.799 0.875 15.920 10.133 to 150 2R 1.000 0.000 Vel = 2.6 FT.16 4.799 0.0149 0.00 16.920 0.251 p22 T.3 -21.516 0.875 8.732 15.227 to 150 1 R 1 H 1.200 1.732 Vel = 9.5 H.17 17.799 0.1679 0.00 9.932 1.667 p4 H.17 0.000 0.875 15.920 12.386 to 150 2H 1.000 0.000 Vel =9.5 H.19 17.799 0.1679 0.00 16.920 2.841 p5 H.19 0.000 0.875 10.926 10.384 to 150 1 H 1 R 1.000 0.000 Vet =9.5 FT.18 17.799 0.1679 0.00 11.926 2.002 hp18 H.18 0.000 0.875 0.000 10.384 to 150 1 H1 B 11.000 0.000 Vel =6.9 FT.18 13.000 0.0939 0.00 11.000 0.000 hp16 H.16 0.000 0.875 0.000 10.133 to 150 1 H1 B 11.000 0.000 Vel =6.9 FT.16 13.000 0.0939 0.00 11.000 0.000 3 ,,u i - Bulletin 006 Rev, ' -:; �, c .+' �-1 o-F e' KiiiiiitUINAMIr Rehab' r.,:,,,, , , APR o 2 20i8 ` .. 'e?:x.. .. a ._j,I... n aJ j-04.,Qi t _ P EE Model RFC Series Residential Sprinklers cULus Listed Flat Cover Plate, Concealed Pendent Sprinkler Product Features F g O cULus Listed as Residential Sprinklers !� ;, 3 .; i� z • Push-On cover plate installation - '_ • qt, ''' ' if,W4 • Low water flow requirements lt•fik' :i' , - Product ct Description L_ Model RFC3O Model RFC43 Model RFC Series residential sprinklers are flat cover plate, concealed pendent sprinklers intended for installation in `vg' ` accordance with NFPA 13, NFPA 13R, or NFPA 13D. The At'"�� i r fl . sprinklers are cULus Listed as Residential Sprinklers in ac- 7y i` corciarice with UL 1026, • i% . Model RFC30, RFC43, and RFC49 sprinklers have a 165°F 4.• , (74°C) temperature rated fusible•link operating element, Model RFC49 Model RFC53 Model RFC 58 sprinklers are offered with either a 165°F --- ---- (74°C) or 212°F (100°C) temperature rated fusible-link op- erating element, Sprinklers with a 165°F (74°C) temperature rating are ordinary temperature classification and should a' ' be used with a 135°F (57°C) temperature rated cover plate, 5 Sprinklers with a 21 F (100°C) temperature rating are inter- mediate temperature classification and should be used with a 165°F (74°C) temperature rated cover plate, Model RFC Series sprinklers are installed with a Model RFC cover plate. Model RFC cover plates may be installed by either pushing or threading the cover plate into the sprinkler cup. Model RFC30, RFC43, and RFC49 sprinklers allow 1/2,r (13 nmrn) of cover plate adjustment, Model RFC58 sprinklers allow 3/4" (19 rum) of cover plate adjustment. Model RFC cover plates are available in a variety of finishes Solid Perforated d as listed in Table l•••i. In addition, Model RFC cover plates may he ordered as either traditional solid cover plates or Model RFC Cover Plate perforated cover plates. Table A Nominal K-Factor Max, Coverage Area Sprinkler Sprinkler Model Identification gpm/psi"2(I/min/bar"?) ft x ft(m x m) Number(SIN) RFC30 3,0 (43,2) 14 x 14 (4,3 x 4,3) RA0611 RFC43 4.3 (62) 20 x 20 (6.1 x 6.1) l RA0612 RFC49 4.9 (70.6) 20 x 20 (6.1 x 6.1) RA0616 RFCSS 5,8 (84) 20 x 20 (6.1 x 6.1) RA0613 • vwrrr.reli blesprinkler.corn Model RFC43 Residential Sprinkler SIN RA0612 Technical Specifications Cover Plate Finishes Style: Flat Concealed Pendent (See Table H) r Threads: 1/2"NP-r or IS©7-1 R1/2 ', Nominal K-Factor:4.3 (62 metric) Sensitivity ' ' Max.Working Pressure: '175 psi (12 bar) Fast-response ; Min.Spacing:8 ft.(2.4 rrt) ''' i Temperature Rating Material Specifications 165°F(74°C)bpi Thermal Sensor: Nickel Alloy Solder Link 135°F(57°C) cover plate • €. Sprinkler Body: Brass Alloy Levers: Bronze Alloy Cover Plate Yoke: Brass Alloy Model RFC cover plate < ,: Sealing Assembly: Nickel Alloy with PTFE "a Load Screw; Bronze Alloy Sprinkler Wrench Towers:Copper Alloy Model FC; Pins: Stainless Steel - - i Deflector: Bronze Alloy Listings and Approvals Bottom View `, ):`7,10.1 : Cup: Steel cULus Listed ,,.-Itt- , z i Model RFC43 Sprinkler Components and Dimensions Figure 2 2-5/16"(58 mm) Threads N. Dia. Body -- Cup —_� Tower ■ ■ 1 314"(44 mm)+i- 1/4" (6 111E11) i1J �, Fusible Link ..-_ Nominal face of fitting to ceiling Deflector(retracted) ii mow. jr.�r► .. Mir //////// 3/16"(5 mm) Pin (extended) --- i 1 1 Deflector(extended) 1 1 ri Model RFC Cover Plate - ------ 3-5/16"(84 mm)Dla.-— - Ceiling Model RFC43 Sprinkler Hydraulic Design Criteria —W Table C Minimum Flow and Residual Pressure Max. Coverage Area Flow Pressure ft. x ft. gpm psi (m x m) (I/min) (bar) 12 x 12 12 7.8 (3.6 x 3.6) (45) (0.54) 14 x. 14 13 9.1 (4.3 x 4..3) (49) (0.63) 116x16 13 9.1 (4.9 x 4.9) (49) (0.63) 18x '18 18 17.5 (5.5x5.5) (68) _ _ _ (1.21) 20 x 20 21 23.8 (6.1 x 6.1) (79) ( 1.64) Notes: 1. For NFPA 13 installations the flow per sprinkler must he the greater of: (1)the flow listed in Table C above and(2) the flow required to achieve a minimum design density of 0.1 gpm!sq ft over the design area of the sprinkler. 2. For coverage area dimensions less than those listed above, use the minimum required flow for the next larger max. coverage area listed. Bulletin 006 Rev. K Page 3 of 7 February 2017 rs ..l � www.relhablesprinkler.com I Bulletin 135 Rev.G w c .. ® Model Fl ..,iellialslle Residential Sprinklers for Design Density of .05 gpmfftCD b Model Fl Res Sprinklers engineered for the lowest flows to meet the minimum design density of.05 gpm/ft2 Types: a 1. F1 Res 30 Pendent , " - 4 2. F1 Res 30 Recessed Pendent/F2 _ , 3. Fl Res 30 Recessed Pendent/FP F1 Res30,49,58&76 Fl Res 30,49,58&76 I 4. Fl Res 49 Pendent Recessed Pendent/F1 Recessed Pendent/FP 5, Fl Res 49 Recessed Pendent/F1 6. F1 Res 49 Recessed Pendent/FP 7. F1 Res 58 Pendent 8. F1 Res 58 Recessed Pendent/F1 a of h , 9. F1 Res 58 Recessed Pendent/FPk l q` 10, F1 Res 76 Pendent PO ,, ,t `- v i ,,!., 1 1, F1 Res 76 Recessed Pendent/F1 12, F1 Res 76 Recessed Pendent/FP Fl Res 30,49, 58&76 F1 Res 44&58 j 13. Fl Res 30 CCP Pendent CCP Pendent Recessed HSW/F2 14. Fl Res 49 CCP Pendent 15. Fl Res 58 CCP Pendent 16. F1 Res 76 CCP Pendent 17. F1 Res 44 HSW 18. F1 Res 44 Recessed HSW/F2 v `> 19. F1 Res 58 HSW f- 20. Fl Res 58 HSW Recessed HSW/F2 21. Fl Res 44 SWC Fl Res 44 SWC Fl Res 40 Recessed 22. Fl Res 40 HSW HSW/F2 23. F1 Res 40 Recessed HSW/F2 The low flow Fl Res sprinklers are specially engineered for fast thermal response to meet the Listings &Approvals sensitive fire protection application needs of the latest g pp residential market standards(UL 1626 Standard), Upon 1. Listed by Underwriters Laboratories Inc. and fire conditions, rising heat causes a sprinkler's UL Certified for Canada (cULus) heat-sensitive glass-bulb to shatter, releasing the 12, NYC MEA 258-93-E waterway for water flow onto the deflector, evenly Slope Ceiling Approvals: Refer to Bulletin 035 distributing the discharged water to control a fire. Sprinklers for .10 Density: Refer to Bulletin 176 Technical Data: • Thermal Sensor: Nominal 3mm glass-bulb UL Listing Category • Sprinkler Frame : Brass Casting Residential Automatic Sprinkler • Sprinklers' Pressure Rating : 175 psi UL Guide Number Factory Hydrostatically Tested to 500 psi • Thread Size: 1" NPT(R1/2) VKKW • K-Factor: 3.0(Actual) -Fl Res 30 Pendent Sprinkler Patents 4.9 (Actual)-F1 Res 49 Pendent Sprinkler US Patent No. 6,516,893 applies to the 5.8(Actual) -F1 Res 58 Pendent&HSW Sprinkler Model Fl Res 49&58 Pendent Sprinklers 7.6(Actual)-F1 Res 76 Pendent Sprinkler 4.4(Actual)-F1 Res 44 HSW Sprinkler Product Description 4.0(Actual)-Fl Res 40 HSW Sprinkler Model F1 Res Pendent sprinklers(Figs. 1,2,3,&4)are • Density: Minimum 0,05 gpm/ft2 fast response sprinklers combining excellent durability, Application high sensitivity glass-bulb and low profile decorative Model F1 Res S r�nklers are for Fire design. The Fl Res Horizontal Sidewall sprinklers(Figs. protedel F accordinges_Sprinklers tors r 6us usedS fod Residential Be sure 5,6&7)are equally attractive when above ceiling piping that orifice size, temperature rating, deflector style and cannot be used. sprinkler type are in accordance with the latest The 3mm glass-bulb pendent sprinklers permit the published standards of The National Fire Protection efficient use of residential water supplies for sprinkler Association or the approving authority having coverage in residential fire protection design. jurisdiction. The Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 1 • Model Fl Res 44 SWC rzez , t 12- ' [101.60mm To ..5' A r,,,‘,i N,..,.,„'• ,,' •. ,.:—..; .„ENN ,J04.80rnml , 1 I/4"11.31.75nunj Moximurn Ns II, Face Of Fitting To Wall Dimension rail ON ACOO,ILIESIP tliat". TIGHT AGAINST WALL. i 104 :.'; ' 11-;,,rr ; 1" xi/2 Reducer a/ -,- Oil ..,.k.';''',31 , --ik: .',,/,;:::9 I ......, 1 ' $01 .'"' '''''0,0.,,,t1 Recommended f ,,,-. 1 -• WoliHole 2 5/16" 2 5/8" [58.741nml-giv.4__- - 5/15' (66.68mmj Dio. i sx , s (84.14mmj ,.. i V P( ...... .-.... ....--- TURN COLLAR COLLAR UNTIL TIGHT AGAINST SPRINKLER I WRENCH Ross. 1.---- 1 202I " [42.07mMI f35£607 —PI 1/2 [12.70mm] Adjustment F1 RES 44 SWC Fig, 5 Technical Data: Fi Res 44 SWC I Nominal SPrinider CoverTeinp. ,_Max. Max. Sprkilder ' 'Thread Orifice Temp. Rating rm-0441-le AmbientTemp. K 1-rgh Skis Inch Psi Factor (mm) °F °C °F °C (bar) °F °C (mm) 1/2" NPT y8" (10) 155 68 1 135 57 175 (12) 100 38 4.4 2.45 (62) Max.Sprinkler Flow Sprinkler Spacing -to- Pressure Spacing gpm A Identification Deflector ft(m) Inch(mm) (Lpm) Psi Oa" Number(SIN) 12 x 12 (3.6x3.6) 13 (49.2) 8.7(0.60) L 14 x 14 (4.3x4.3) 14(53.0) 10.2(0.71) 4-6 16 x 16 (4.9x4.9) (101-152) 17 (64.3) 15.0(1.1) 16 x 18(4.9x5.5) 19(71.8) 18.7 (1.13) 16 x 20(4,9x6.1) 23(87.1) 27.4(1.89j_ R3531 12 x 12(3.6x3.6)_ 14(52.9) 10.2(0.71) 14 x 14 (4.3x4 3) 6 - 12 15(56.7) 11.7(0.81) 16 x 16 (4.9x4.9)__ (152-305) 18 (68.1) 16,8(1.16) , 16 x 18 (4.9x5.5) 20(75.6) 20.7(1.43) • 8. 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S_- > ,k 7 )• : � _aSr` e� f n »a3C n Sic ... � S Ls �, 1 t3 r• r { a&£ i xa ,`s `C Y3"_e ^3 `cna • 1.,,„ 1 n xrr S l'4 . x 3 ::x _ ..e Fir) x aW. wu: w, 't pn,w mr k �'l.1C4: xmk �e �q � � M fr �Mfk E. i V' Ya P 1 tts1 f`rvi �ai:^w.: PE X 7'0R PROFESSIONALSFt IMyfMNVMwMnVYOYtlVYtl'WIYIMVYWxmtvmanvLMVW�Y4V.wVaVNW.LYVx/AW.`»+. ..... . •YYYJo+N'CNVLtlVKNW.WVry'VewwVu'Ctl'YltHY4VlNWW/�tlwwxax nwe•>. HY//AN OYMwM•V�W.vM.UiVWYYxYHN10V NY:bVteti'wwW MM'dY/NWJW.`iwf.xviwEW'dL+NV1•µY1WI.V3w,unxVxnYl.%YM11WwtV MHVMILVe'M�VfVYIV( Construction Www,rehau.Com. j Automotive industry APPROVED FOR NFPA ? 3 I FIREPEX RESIDENTIAL FIRE PR► KLE SYSTAVI xv waxvfnvmnvm wxfxmwvvxxxx:rvemtlHeneHYn NYI/.wavN:bav:ofvywmvnwmwvMelAaYNetAW4A AWVA YAOm vwe IaeeeWCY.+VNa%NYNYNPWwPW'eaWewvavaw/x WNYPYIN.N.Y. xiwvwba'mLwYWaee:11 IWfNw.nn•••:x:rov'x::x.W:fa..uw.VNwYw• ••• •••••••••••Weti/-YYYw 4YHAYvuuvefv.' . "-" 'vuwwvwfiwwvww.wem. Ili.; r•isE:r .\ program combiroi all the What is FIREPEX? EVERLOC Fitting System : 't :tlts \t a :z. h s ,t, ; 3tinid r ;SP: r€ Consisting of RAtP..ki ' Pipe and EVERLOC", fit- Manufactured from solid orass, the REHAU 1U 4',im th:, tM iti"na n"E"H"Uori t¢;t'hrir(1U1;` tings, FIREPEX provides the same proven taerfctr- EVERLOC compression sleeve fitting system is de- :(i conligurnons familiar to the i'ito mance enjoyed for over 35 years by contractors signed to withstand even the toughest conditions.. ::1)rh;k 'ti orvtes; o lii<,', around the world, EVERLOC connections can be made Quickly and 1 easily and do not requite flame, heat or i vent• These components, combined with residential sprinter heads, meet the requirementsfor fireEVERLOCr : ;r service soon as I fittings are ready for ,,a.r , :=.:, as � .. protection systems as defined in the National Fire they are connected and can even be encased in ;. . ; i 't (3tes(;ili rt 11.�5(x;iati(tt3 Standard 13l) fcei" frist {{rt concrete. They have a larger inside diameter man tiori of Sprinkfer Systcemst in (:)tic • <tnd I• o - Family typical PEX crimp ring fittings, resulting in superior i FIREPEX characteristics, a r7 C rr x � i Dwellings and Manufactured Homes. FIREPEX is flow arid ! educed pressure loss ' t?1 : also listed for Underground Service in accordance with NEPA 24. Sprinklers i:� 3_ also Z of x s several r .t i.' residential e \i •ter r :::..I-111;J �.<I;>=., ��fft:.:r... .�(:vc',t�ti t.11... listed i t�S,iA:,� tti<t ... .......... . .. . . . . ....:...__. ..... .. ........ .. . . .. . i rr \ t { 1713 & t' 1 � Y sprinkler 1 heads meet wide , ' r � FIRE PE is U1.. (UL 1285, 1821) and (.- R. sprinkler heads to a wide variety of. a �plica- ___._.. ULCIORD C199P) listed. The system is also listed lions including concealed, recessed pendent and in accordance with the ANSI/NSF 61 standard for l ioi izl ntal sidewall. i notable thinking water applications , y tl ,g . Any residential sprinkler head will easily thread onto specially designed d EV•�f'{..0C fittings .Yq ki� � � RAUPEX Pipe the :' �cit � � 1 r � , . . l .iitlJe . Each f� RAUPEX is a durable yet flexible pipe. These fea- fitting (tee, elbow or straight? has integrated mount- _ 3 t tortes are derived from the PEXa production process inti holes for easy installation. perfected by REHAU U in 1967. The high degree at CASs linking results in a robust pipe with enhanced Key Benefits and Features temperature capability, cold expansion anti long Flexible tor fewer connections term strength. -_. Fast and simple installation •-- Fieeze break resistance 1 3: r• i , r - .... `Lii . listed 1k) to 2" (5Orrirn) rS j j5 ;� Y t7 .... Corrosion resistance s..ti $+ i n.: �' ,.. � " !, , Y,/ i •- 25-yeer limited warranty � . . hi N N!/NvufwxmvsemYw'%Wx.YM6YeY.bftllAN.tl'NWMv.WN'.xvxmWw•M'Y/mbfNK'W4 tlxµfM3'FYb.':b:hMgq' WMYwYOYNMWVJYILYWn F%AtlW'JPY.[MY8•N%N.YNNbkVI/tl[NfdWtlNAtlMW/biYV[tl.U4`WYNfYIWIYNV%WOnYNYN4N 1 ••WMvw{Mpu W6NviMwMYyMb*WdYhxYYWmv'.w'4MMWfb.. t !WwWvwAvawaYavN'.vNeYMWd! 2 REHR 0 Product Submittal Product: RAUPEX''' Non-Barrier Pipe Date: 19-August-05 Submittal #: 100RAUPEXNB Category: RAUPEX Pipes Page: 1 of: 1 C i'iE i-IAl.1 ?(i .JPI:-X NIOI - PUrrier Pi l::. , A ' l l ' I , , - -�- - i Article No. Nominal A OD1 in. (mm) B ID3 in. (mm) C Wall t2 in. Weight Capacity Diameter (mm) lb/ft(kg/m) Gal*!foot (Um) 261683 3/8" 0.500 (12.7) 0.360 (9.1) 0.070(1.8) 0.04 (0.06) 0.0050(0.0624) 261026 1/2" 0.625 (15.9) 0.485 (12.3) 0.070(1.8) 0.05 (0.08) 0.0098(0.1222) 261046" 3/4" 0.875(22.2) 0.681 (17.3) 0.097(2.5) 0.10 (0.16) 0,0189 (0,2356) 261066" 1" 1.125 (28.6) 0.875 (22.2) 0.125(3.2) 0.17 (0.26) 0.0316(0.3939) 261086 1 1/4" 1.375 (34.9) 1.069 (27.2) 0.153 (3.9) 0.25(0 37) 0.0467 (0.5827) 261106 1 1/2" 1.625 (41.3) 1.263 (32,1) 0.181 (4.6) 0.35 (0.52) 0.0650 (0.8118) 138331 2" 2.125(54.0) 1.653 (42.0) 0.236(6.0) 0.60 (0.90) 0.1114 (1,3906) 1-Average OD from ASTM F 876 2-Minimum Wall t fmm ASTM F 876 3-ID is calculated based on OD(1) and Wall t(2) "US Gallon TECHNICAL DESCRIPTION Specification English SI Standard Specification English SI Standard Minimum ASTM F 876 4194 4355 psi 26 30 N/mm2 Density 58 Eblft, 926 kg/me DIN 53479 Tensile @ 68°F @ 20°C DIN 53455 Degree of ASTM F 876 Strength 2610-2900 psi 18-20 N/mm2 Cross Linking 70-89% 70-89% DIN 16892 @ 176°F @ 80°C Thermal 0.24 0.41 DIN 52612 IZOD Impact No Break No Break DIN 53453 Conductivity BTU/(hr ft°F) w/(m`K) Res. Linear Exp. 9.33 x 10-4 in/ft°F @ 68°F 0 14 mml(m°C)@ 20°C DIN 42328 Temperature .40°F to 200°F -40°C to 93°C N/A 1.33 x 10-3 inlft F @ 212 F 0.2 mm/(m C)@ 100°C C Working Range 87,000-130,500 psi 600-900 N/mm2 Roughness e=0.00028 in e=0.007 mm N/A Modulus of @ 68°F Max.Short- 150 psig @ 1035 kPa @ Elasticity DIN 53457 term Exposure 210°F(48 hr) 99°C(48 hr) ASTM F 876 43,500- 58,000 psi 300-400 Nlmm2 @176°F @ 80°C UV Resistance 15 days 15 days PPI TN-33 FUNCTIONAL DESCRIPTION RAUPEX Non-Barrier pipe is manufactured using REHAU's high-pressure peroxide method for cross-linked polyethylene (Engel method, PEXa).All RAUPEX Non-Barrier pipe meets or exceeds the requirements of ASTM F 876, F 877, CSA B 137,5 and PPI TR-3, and is certified to NSF Standards 14/61 RAUPEX Non-Barrier pipe also meets the requirements of NSF P 171 and ASTM F 2023 for chlorine resistance RAUPEX Non-Barrier pipe is produced in REHAU's ISO 9001 certified manufacturing facilities. *These pipes are certified by UL to UL 1821 and by ULC to ULC-ORD C199P for NFPA 13D fire protection applications. RAUPEX Non-Barrier pipe is rated for continuous operation of 160 psi @ 73.4°F (1105 kPa @ 23°C), 130 psi @ 120°F (900 kPa @ 49°C), 100 psi @ 180°F (690 kPa @ 82.2°C) and 80 psi @ 200°F (550 kPa @ 93.3°C). It is compatible with brass crimp ring fittings certified to ASTM F 1807, RAUPEX compression nut fittings, and EVERLOC compression-sleeve fittings certified to ASTM F 2080 and CSA B 137.5. Use of RAUPEX Non-Barrier pipe in heating systems requires corrosion protection and/or isolation by using a heat exchanger or non-ferrous components throughout the system. The information contained herein is believed to be reliable,but no representations.guarantees.or warranties of any kind are made as to its accuracy,suitability for particular applications or the results to be attained therefrom. Before using,the user shall determine suitability of the information for user's intended use and shall assume all risk and liability in connection therewith. Installation shall comply with local codes where applicable, To the extent permitted by law. REHAU DISCLAIMS ALL WARRANTIES, EXPRESS OR IMPLIED, INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR OF FITNESS FOR A PARTICULAR PURPOSE. POLYETHYLENE CTS PIPE FASTENER Item##Submitted 555 series Tube Talon"h Job Name Location SPECIFICATION Sioux Chief 555 Series Tube Talon CTS pipe fasteners shall be used where Engineer necessary to secure CTS tube in piping systems. Fastener shall be 100% Contractor corrosion proof and U.V. resistant. Fastener shall be impact resistant to 0°F, F0# TAG and be able to withstand continuous temperatures up to 160°F. Fastener shall have a preloaded nail, which shall be rust resistant, zinc plated yellow irradite. Preloaded nail shall have a continuous ring shank to provide a more permanent installation. Fastener shall snap onto CTS tube for easy installation, and shall allow for expansion and contraction of tube with less • noise. Fastener shall be designed to avoid tube damage if nail is over driven. MATERIALS fastener body: High density black polyethylene; 100%corrosion proof; U.V. resistant; impact resistant to 0°F; max temp: 160°F continuous. nail: Rust resistant; zinc-plated yellow irradite; continuous ring shank. MAXIMUM LOAD RATING 5554 .: 3 lbs. 555-2 555-2: 5 lbs. 555-3: 8 lbs. 555.4: 12 lbs. APPROVED USES Manufacturer has approved the Tube Talon for use with: copper tube, CPVC tube, PEX/PB tube, CSST lines, flexible gas tubing, plastic/steel conduit, low voltage DataCom cable. - INSTALLATION Manufacturer suggests the Tube Talon be installed in alternating directions (so that the fastener's nail is on alternating sides of the tube being fastened)to ensure secure installation. Install fasteners at intervals C/ ' i7 described in local plumbing code for the type of pipe or tube being fastened. F Rl To install IPS tube, use the next larger size fastener, e.g. if you are fastening I `, 1/2" IPS tube, use a 3/4"fastener. �i DIMENSIONS: i'! 555-1 555-2 555-3 555-4A A: width 0.848" 1.125" 1.375" 1.6875" F B: height 0.735" 0.875" 1.1875" 1.4375" C: depth 0.375" 0.375" 0.4375" 0.5" D: nail length 1.625" 1.625" 2.125" 2.375" 0 C E: hook height 0.468" 0.5625" 0.75" 0.9063" F: width to center of tube 0.5" 0.6563" 0.75" 0.9375" Create Item Number ] 555-A e.g.555-3=Tube Talon for 3/4"CIS piping A TUBE SIZE ra 1 3/8" CTS €:i 2 1/2" CTS 3 3/4" CTS 4 1" CTS Sioux Chief - Sioux Chief Manufacturing Company • tel:1-800-821-3944 • www.siouxchief.com • fax: 1-800-758-5950 1.1.-08 SPEARS PVC CPVC TRUE UNION 2000 VALVES TU2000- -0408 One of the Most Versatile, Compact Valve Designs Available Spears True Union 2000 Bahl Valves, 3-Way Ball Valves and Ball.Check Valves provide maximum versatility with fully interchangeable valve cartridges. Provides for easier system design modifications and upgrades in multiphase projects, or anywhere changes in valve types are desired. Simply exchange any True Union 2000 valve in-line using existing union nuts. Also mates with Spears' new Schedule 80 Unions and Diaphragm Valves. All True Union 2000 valves feature a low profile, compact design for minimal space requirements. Available in PVC or CPVC with choice of EPDM or Dupont Dow Vitone` 0-ring seals and socket, flanged, spigot or optional Spears`'patented Special Reinforced (SR) threaded end connectors.Additionally, Spears' offers valve Retrofit Kits for easy in-line replacement of other valves and factory installed Actuation Packages. Assembled with silicone-free lubricant. True Union 2000 Industrial Ball Valve • Multi-featured Industrial Grade • Built-in Handle Lockout • Fully Serviceable, Replaceable Components ^ •' " • Safe-'l-Blocke& Seal Carrier-Full Rated Pressure • ISO Pattern Actuation Mounting Option ; : • Spear? Dual 0-ring Safe-T Shear' Stem , • Self Adjusting PTFE Floating Seat Design * Sizes 1/2" -4" pressure rated to 235 psi @ 73°F, sizes 6" - 8" and all flanged to 150 psi @ 73°F • NSF Certified for Potable Water Use • Also Available in SPEARS° LXTTM High Purity, Low Extractable PVC Material • Produced in IPS sizes 1/2" - 6" with Socket, Flanged, Spigot or SR.Threaded End Connectors True Union 2000 Industrial 3-Way Valve * 8" with Socket and Flanged End Connectors • Industrial Grade, Multiport, Diverter, L-Pattern & T Patter configurations Vertical 3-Way or i; s Horizontal Diverter(shown) • Built-in Handle Lockout • Fully Serviceable, Replaceable Components • Safe-'C-Blocked* Seal Carrier-Full Rated Pressure � � � . • ISO Pattern Actuation Mounting Option , • Spears Dual 0-ring Safe I Shear�v Stem• Self Adjusting PTFE Floating Seat Design • Sizes 1/2" - 2" pressure rated to 235 psi @ 73°F, sizes 2-1/2" -4" and all flanged to 150 psi @ 73°F �TY" • NSF Certified for Potable Water Use • Produced in IPS sizes 1/2" -4" with Socket, Flanged, Spigot or SR Threaded End Connectors • rr y PROGRESSITVIR PRODPRODUC1S FROM PA * 6r-LipcB)-8) �1r c y OvalrlY 3Y.bm•C.rH IJs.[.lie.iW ta ISO 9ODit 2000 :. ;:: Visit our web site:. www.spearsmfg.com • Avoid contact with eyes. Splash-proof chemical goggles are recommended. • Review the Material Safety Data Sheet (MSDS) and the important product information provided on the label for Spear?FS-5 One-Step Low 11OC Solvent Cement. Failure to follow the above recommendations could result in death or serious personal injury. Listings, Approvals, Application & Use Spears® FlameGuard® CPVC Fire Sprinkler Products are fully tested and approved for use in wet pipe fire sprinkler systems by Underwriters Laboratories Inc., FM Global, and the Loss Prevention Certification Board. Spears® FlameGuard® CPVC Fire Sprinkler Products are approved for use in low pressure dry pipe or pre-action systems by Underwriters Laboratories Inc. Spears°FlameGuard® CPVC Fire Sprinkler Products are listed by NSF® International for use in potable water systems. For specific listing information not covered in this manual concerning Factory Mutual,The Loss Prevention Certification Board or NSF® International, please contact your nearest Spears"Regional Distribution Center. NOTICE: National Fire Protection Association (NFPA) Standards 13, 13R, and 13D must be referenced for design and installation requirements in conjunction with this manual and all local codes. CAUTION: Spears° FlameGuard® CPVC Fire Sprinkler Products are NOT listed for outdoor applications. Outdoor installation could result in product failure and property damage and will not be covered under the Spears' FlameGuard®CPVC Fire Sprinkler Products warranty. CAUTION: Spears° FlameGuard° CPVC Fire Sprinkler Products are to be used in wet pipe systems only, except as provided for dry pipe or pre-action systems in this manual. A wet pipe system is one that contains water and is connected to a water supply system so that the water will discharge immediately when the sprinkler is opened. A low pressure dry pipe or pre- action system is a piping system containing air or nitrogen under pressure that is release with the opening of a sprinkler which activates a special dry pipe valve allowing water to flow into the piping system and to the open sprinkler. WARNING: Spears°FlameGuard°CPVC Fire Sprinkler Products must never be used for distribution of compressed air or other gases except as provided for under Low Pressure Dry Pipe and Pre-action Systems specified in this manual. Failure to follow this warning could result in product failure, property damage and severe personal injury or death. Light Hazard Occupancies Spears°FlameGuard°CPVC Fire Sprinkler Products are UL Listed for use in Light Hazard Occupancies, as defined in the NFPA 13. In accordance with NFPA 13,2002 Edition paragraph 6.3.6,2,"Pipe or tube listed for light hazard occupancies shall be permitted to be installed in ordinary hazard rooms of otherwise light hazard occupancies where the room does not exceed 400 square feet". NOTICE: Local jurisdictions must approve of this exception. Residential Occupancies Spears°FlameGuard®CPVC Fire Sprinkler Products are UL Listed for use in: Residential occupancies up to and including four stories in height, as defined in NFPA 13R. Residential occupancies, as defined in the Standard for the Installation of Sprinkler Systems in One and Two Family Dwellings and Manufactured Homes, NFPA 13D. FG-3-1010 ©2010 Spears Manufacturing Company Page 7 , � r FOR SAIL PIP rd E ., VANE TYPE !AIlR ' .O AI . eu RM : . .r , ,l. . SIP The Symbol of Protection WITH RETARD AND GLUE IN UNION CUL, UL and CSFM Listed,CE 1!•larked,NYIM EA ACCEPTED Service Pressure: Up to 175 PSI (12,07 BAR) • Minimum Flow Rate for Alarm: 8-10 CrPI\4 (30-38 LPM) Maximum Surge: 18 FPS (5.5 m/s) • • Enclosure: Die-cast,red potvdercoat finish No. 1113555: Cover held in place with tamper resistant.screws No. :1.113600- Tamper: Cover incot•poratcs micro-switch. Cover Tamper: A.cti\fatcd by cover removal. Cover Tamper Switch Contacts: One set SI'DT, Rated at 250VAC. Cover Tamper Switch'Terminations: 8" 22AWG wire ie �k set �y 1 leads. Contact Ratings: Two sets of SPD'1`(Form C) 15.0 Amps at 125/250 VAC rt ���: z' ak$y 2.0 Amps at 30 VD(.' _SA Conduit Entrances: Two knockouts providedtbr 1/2 conduit, Usage: Listed CPVC plastic piping systems manuthctured by Central Sprinkler Corp.,Grinnell Sprinkler Corp.,Spears Manufacturing Co., and IPEX (Scepter). Fits pipe sizes- I", 1-1/4", I-1/2" and 2" US Patent No. 6,471,255 Environmental Specifications: • Suitable for indoor or outdoor use with factory installed gasket Stock No. 11.13555 and die-east housing. 1113600 VMS K • For NEMA 4/1P55 rated enclosure-use with appropriate conduit Service Use: fitting and/or plugs. Automatic Sprinkler NFPA-13 • Temperature range: 40° F to 120°F(4,5°C_'to 49°C) One or two family dwelling x.FPA-13D Caution: This device is not intended for applications in explosive Residential occupancy up to four stories NFPA-13R environments. National Fire Alarm Code NEPA.-72 OWNWOR7tAA MMA`SXAMP2ti4Xh`ffi7StWL'&`X6M.BiMRZ17c�:Y4��6Tf0 .,...:.Nx<xsm:,..,.e 'd'..&'3:a".`raYfl5713U momaimmatma.aktka X6!tLMS ovxmsam Nah'C'Crf.`i?Xkfi'.G"emaro qY2'1t f3Nn2t2iYA.¢vemo'k4'n^Tx:trza awY'4 ns'mbyegmbt The Model VSR-SFG is a vane type waterfow switch for use on wet sprinkler operation of the VSR-SEG, See Fig. 1.) Wait 2 to 4 hours to al low the systems using (:PVC:'. plastic fittings manufactured by Central Sprinkler glue to dry before attaching the VSR-SF(i to the 1" male lilting. Select the Corp., Grirmell Sprinkler Corp., Spears Manufacturing Co., and IPEX proper paddle for the pipe size and type of TEE used. See Fig.3 and Fig. 5 (Scepter) that use 1", 1-114", 1-1/2"or 2" pipe sizes. It is equipped with a for instructions on how to change paddle. Verify that the o-ring is properly union to accommodate installation in confined spaces, positioned in its groove,Hand tighten the nut on the union after orienting the The unit contains two single pole double throw snap action switches and an device in the appropriate direction to detect watertiow as shown in Fig.2. adjustable, instantly recycling pneumatic retard.The switches are actuated CAUTION: Do not over-tighten the union nut,hand tighten only when a flow of 8-10 gallons per minute (30-38 liters per minute) or more •Me vane must not rub the inside of the TEE or bind in any way.The stem occurs downstream of the;device.The flow condition must exist for a period should move.freely when operated by hand. of (fine necessary to overcome the selected retard period. INSPEC'LION AND TESTING:Check the operation of the unit by opening INSTALLATION:ION: These devices may be mounted on horizontal or vertical the inspector's test valve at the end of the sprinkler line or the chitin and test pipe.On horizontal pipe they should be installed on the top side of the pipe connection, if an inspector's test valve is itot provided. where they will be accessible.The units should not be installed within 6"(:15 cm)of a valve,drain or fitting which changes the direction of the wateiflow. If there are no provisions for testing the operation of the flow detection The unit has a 1" male.fitting for gluing into a CPVC plastic TEE. device ors the system,application of the VSR-SFG is not recommended or advisable. Loosen the union nut and separate the I" male fitting from the VSR-SFO. Glue the 1" male fitting into the TFF following the TEE manufacturer's The frequency of the inspection and testing and its associated protective instructions for preparation and gluing of CPVC piping systems. (NOTE: monitoring system should be in accordance with the applicable N.FPA The 1" male fitting must bottom out on the stop of the TEE for proper Codes and Standards and/or authority having jurisdiction (manufacturer recommends quarterly or more frequently). Potter Electric Signal Company • 2081 Craig Road, St. Louis, MO, 63146-4161 ° Phone: 800-325-3936/Canada 888-882-1833 • wrmpottersignal.com NuN'1'Et)IN USA MKT.#8800009- REV P PAGE I OF 2 MFG.I5401062- 11/05 FOR SMALL PIPE _ iy t The Symbol of Protection rotection WI TH RETARDAND � U� I UNION .- : b3cL.emi , _n N Y Y �'� w , F" �� .�R4V 14 x 1 yTF 3 ' FIG. I FIG. 2 APPROX. RETARD SETTINGS(IN SEC.) Retard Ad,justnm.ut: 0 A B C D E ~ a,. ..RAr .. To change time, turn knob (either direction) 01.0-25 20-40 35-5550-70 60-90 t.af1>�rsfl�ra r F .: REQuiRE' r n • 1" MALE tI+T:NG INSTr,11 ON OR MUST noTrow OUT for desired time delay. Use the minimum DO ter LEAVE COVER PCMONA1. Of ,)eviCr.) 0"1 STOP ! t)rr FOR EXT1;1*)I.li -- y, 1 amount Of retard necessary to prevent false 11 . alaams.A".B"setting is utsually adequate for ,: `1.......... 1 1 this, Faetory set at"8,.. ''u �` "i�t ..___ .) co , ._,,, 4.3„) ,„„..,,, : R \.\.N.,.... . 1 ipjc I FIG.3 rctl.rc;st:rtr> �.�. _ f' s . , ! � KNOB 'f} I I I �,� N. (BLACK) IJ.0. /' _LIY _ DIRECTION OF WATERFLOW 6 ;�: " :: � i �o hLou So y ARROW ON : JI0- .P-t Z Eicr. f?f tI I " THAT _^;t•,•i :5 IN 3.--RNG GROOVE BEFORE ISTAitNi \_ tii G2GC1;1N CF 1:1EERFL7Y NO i1SH1 Gam, i I SWITCH, Av` ` ) . #1063-3INSERTS OR _i >Nli. #ivo2-1 Important: a ) 41 lit;APT_R<. ARE Pr.kit i:D 7 paddles an; furnished with each twit ` r i [[C��r� i f 1" MALE to accommodate the various si.ies and RUN or THE 1',`� f/1 r iNG CIN Lj�, manufacturers off TEES. The €ddles have TEE MAY a� 1 Glue the 1 male.fitting into the TEE following [� 1„ , , ALL -z the TEE rnunu.factu rei''s iitsiructioais for raised lettering that show the pipe sire and I 1/;�" OR 2" y i preparation andgluing of Cl'VCpiping the'U'J�: manufacturer they are to be used �' -, r pr p' t DIRLCTION } systems Wait 2 to 4 hours to allow the glue with.The proper r paddle must be used.The _\ ) Cv�,, i�6z-z IrATERF�Oti+l _ J,�'' to dry before attaching the 'SR-Sl�'G to the paddle:must he properly attached(see 1'ig, 3) . ��_ \;_'_.< l" male fitCiia and the screw that holds the paddle must be Shown with optional Cover securely tightened. lo»per Swi;ch Kit, • FIG. 4 TYPICAL ELECTRICAL CONNECTION'S NOTES: COVER TAMPER ?SP.rS OF 4RM\L.LY ULL:\.X:S'ACl' SW4111;rl,r.)t'A EOL.R FROM f. The. model \'S.t-SKI has two SW,ITCH CE MAP ON ALARM D24 Fla PANEL L'ERP.MU. ��La switches,one can be used to operate a (SHOWN WITl'! ® ® ® grAli mospi central station,proprietary or remote COVER.IN PLACE)iCiMN�� �� NM MN MIMEO signaling unit,while the other is used ,iim I Itp ® To to operate a local audible or visual • L� 1 1�_ . annunciator. TUEIILC AND N,O.MA)OClXCSON Fi)t'L'L41:oe 2. For supervised circuits see "Switch THE lwrrf.rtAREFf)ft\NAIM1REd ❑RHOT'AC re r NiO. N.�� l.m+. > r. 1..L.a. Terni.in.al Connections drawing and itFTI'II ‘.RED) (rti,K) M ,nTlY1:.rX.OR ) t..C(l 5l,:r.:lra:RrvrLtut:I) NEUTRAL At' caution note(Fig.6), im.:;S,.Isms NilP.IAZ.C)NOi)IrLv. ,o�..w..>n„M.M,..,,�,........� »�.,,a..,,».�.,�.��>e�,>�,..,>w�>o>w,.,.».»a ",.» n,ti......,,. .,,>x.�».>o»»,..,�«.,«�«.>�. �,..T.,�.,...�„<..-.,•.-,,,,..x...,.....�..,,....,,.,�.,,.-..,.»�.. FIG. 5 GRINNELL TEE FIG. 6 SWITCH TERMINAL CONNECTIONS •rtim.$LrLLtrnll:rcturedprior 'ME'smanufirciared CLAMPING PLATE TERMINAL to 5:);i after 5199 r� N �s on, /1062-4 As of 5199 Grinnell has changed the design of their TEE fittings.The new fittings CAUTION: will require the use of the stanch]]d paddle. while you will still be required to An uninsulated section of a single Conductor should not be looped around the use the paddle marked Grinnell on all fittings manufactured prior to this date. te:nninalandser'veastwoseparateconnection .Thewiremustbesevered,thereby Failure to install the correct paddle could cause the device to malftiiictioii or providing supervision of the connection in the event that the wire becomes operate improperly, dislodged from under the terminal, APPLICATION WA RNINGI Due to the possibility of unintended discharges caused by pressure surges,trapped air,or short retard times,waterttow switches that are monitoring wet pipe sprinkler systems should not be used as the sole initiating device to discharge AFFF,deluge,or chemical suppression systems. MINI'i:t)IN USA MKT,#88t)iiJO9 11EV P PAGE 2 OF 2 MPG.#5401062.. t I;p5 1 C'...\\\ 2^;(i' ' '' .. . •, Z s ..110 r } Outdoor Selectable- - ' Output Horns, Strobes, ,._ and Horn Strobes for Wall Applications SpectrAlertsAdvance outdoor audible visible products !c: a ...�= SPELT � � rt are rich with features that cut installation times and maximize profits. Features SpectrAlert Advance offers the broadest line of outdoor horns, •Weatherproof per NEMA 4X,IP56 strobes,and horn strobes in the industry.With white or red plastic •Listed to Ul. 1638(strobe)and UL 464(horn) housings,wall or ceiling mounting options,and plain or FIRE-printed devices,SpectrAlert Advance can meet virtually any application •Compatible with System Sensor synchronization protocol and requirement,including indoor,outdoor,wet,and dry applications in legacy SpectrAlert products temperatures from-40°F to 151°F. • Field-selectable candela settings: 15, 15/75,30,75,9S, 1 10, 115, 135, 150, 177,and 185 Like the entire SpectrAlert Advance line,outdoor horns,strobes,and •Automatic selection of 12-or 24-volt operation at 15 and 15/75 horn strobes for wall applications include a variety of features that candela increase application flexibility and simplify installation. First,field- • Rotary switch for horn tone and three volume selections selectable settings,including candela,automatic selection of 12-or 24-volt operation,horn tones,and three volume options enable • Horn rated at 88+dBA at 16 volts installers to easily adapt devices to meet requirements. •Rated from-40°F to '15'1°F •Universal mounting plate with an onboard shorting spring that Next,SpectrAlert Advance devices use a universal mounting plate tests wiring continuity before devices are installed for both wall and ceiling applications.This mounting plate includes • Plug-in design with minimal intrusion into the back box an onboard shorting spring that ensures wiring continuity before devices are installed,so installers can verify proper wiring without •Tamper-resistant construction mounting the devices and exposing them to potential construction damage.Once the plates are mounted,all SpectrAlert Advance devices utilize a plug-in design with a single captured screw to speed installation and virtually eliminate costly ground faults. Outdoor devices ship with weatherproof plastic back boxes(metal back boxes are available separately)that accommodate in-and- Agency Listings out wiring for daisy chaining devices. Plastic back boxes feature removable side flanges and improved resistance to saltwater A. corrosion. Knock-outs located on the back eliminate the need to drill SIGNALING ( •' 'r�j� 1 17:s. holes for screw-in mounting,Plastic and metal weatherproof back•?' boxes come with 3/4-inch top and bottom conduit entries and 3/4-inch 441,) MEA 73001053:48/,>: r,;ron�.sr < ` `1 M knock-outs at the back.A screw-in NPT plug with an 0-ring gasket LISTED �12�-`:es3il89(heir,sirol:ei. sat„kilt!Ni,: horn sif<�t,.,:,r,°:,,i; approved � APPROVED rP itdtlSP s'.lul�sr S3S93t°,Rir°°r,•:Caie;tsiPkesr 3023512 M A452-0_-E /t3S•i65.'.:13J{%:eir,s,chn;ieir for a watertight seal is included with each back box. BLOWN-IN INSULATION It Requires insulation be moved O up above the sprinkler pipe to O O allow heat from the conditioned 0 0 0 0 0 0 0 space below to transfer into the On 0 O O O _( } O O 0 O O O. attic space and keep the pipe _O-0 -0 O�O�O ,,..11 �O�O_O�0 warm. 00000000 0000000 0000000 0000000• O O O O 0 0 0 ____7-. Fr ,,i ; 0 mi ACE TRAPLPL PLASTIC ED AIR TENTED 4ta OVER PIPING ir 10/ {STAPLE BATTS INSULATION TRAPPED AIR SPACE OR PLASTIC "TENT") BATT INSULATION TENTED OVER PIPING TENTING TENTING(Fig.1) rea u Atil rho a `kf 't ,:4 i, € r; ax � t i �' �y,. > - n€��e� 1 „ mu# z �' S ' , y, e � 2 eon'M a a � s3 ��kx F, RA$ J # TENTING A common method used for insulating sprinkler piping sections that are run within any unconditioned space, such as an attic or an exterior wall. It Requires insulation be moved up above the sprinkler pipe to allow heat from the conditioned space below to transfer into the attic space and keep the pipe warm. For it to be effective the insulation must be continuous over the pipe, with the assumption that any heat lost through the insulation will be replaced by the conditioned space. Even in moderate climates, the sprinkler system needs to be protected from freezing. This is done by keeping the sprinkler pipe inside the insulation envelope. Figure 1 shows tenting over residential sprinkler pipes to prevent blown insulation from getting between the pipe and building's warmth. 1 QQ I� 1.'tY O ENGINEERING Job 39 ZZ f� rtpl.rr {�P.,zW G ;:,,,, STEVEN LANGE, P.M. Title ` .N1`C'/A.1 �2_ AS -Dt:-.512_ P.O. BOX 547 V, ' ' -,,• GOANACORTES,WA 98221 Calculated by STEVEN LANGE DATE Cal . U. t E, "r'', �V Cell: (360)661.3468 900�� E-mail:stevel@cityofanacortes.org Checked by . 3'fl `�1 rhL 4 t 5 DATE C.A. 31 •1 5 I FAX(360)293-1938 Sheet k. of I SCALE N c 1 -S .. X lo g io i 4, / �/ .j . e (ii/i/l/ii iiiiiiv�� j t). F0 171."C1oi.3 .1..15 i1►... 41 me bs. INS t$bTE.! 9' . a6Ke, Ir tN13,s t' ? tN 50.4.1E o Tt kS 0-1mP G Tb • Wit P-- NoP .zSN -tIo►J L2? Bt 4, Gz^- r 3,6 ` 0) \ WA-rG 4Z2''' mot, u t' J c�A S_ cry C.2lst.1CZ1lo►-i- C°(`-11 91 y,,M CA.,. j +. K•-•".-C4,//, / - - - - . LC I ...,' I .< .! e lil Pc • )i X.. ^% `',. `, if tit '4' is / < i 5( -SW . 741 Marine Drive PI(ONE 11111 Bellingham,WA 98225 360 733 7318 46.11167 3TG 5►T 20619-67��'Avenue NE TOLL r-RLr- FAX _ Arlington,WA 98223 888 251_5278 360 733 7418 September 22, 2017 Job No. 17-0022 Strandberg Construction, Inc. PO Box 319 NOV'O 1011 Anacortes, WA 98221 'F CITY OF ANACORT G Attn.: Nels Strandberg Re: Rock Ridge Property, Lots 1 - 8 ---cw5 1�, �rd� Geohazards Evaluation s 5 t~ Rock Ridge Summit Ap�Prz �wa��v �� Anacortes, Washington ® �ROSfz�i S L-9 Pose, Dear Mr. Strandberg, _z \ 1 DeE- t J*)t_ As requested, GeoTest Services (GTS) has visited and conducted a geologic investigation of the subject property located in Anacortes, Washington (Figure 1). The purpose of our investigation was to evaluate risks associated with slope stability and methods for mitigating potential impacts of the site geology for the proposed residential development as well as provide recommendations for residential foundation construction. PROJECT DESCRIPTION GTS understands that residences are proposed for 8 lots (subject area) within the western portion of the proposed Rock Ridge Summit residential development in Anacortes, WA (Figure 2). The 8 lots cover approximately 2.2 acres and exist adjacent to an exposed bedrock cliff face. Each of the 8 lots within the subject area is proposed to contain a residence that will exist above and east of the cliff face. At this time, proposed residence designs have not been provided to GTS. However, GTS understands that the residential foundation will be placed directly on bedrock surfaces and portions of the foundation will exist near sleep, sloped portions of bedrock. GTS anticipates that the residential foundation elements will most likely consist of a conventional, shallow, cast- in-place concrete footing and stem wall construction. The subject area contains geologic hazards, per City of Anacortes Code 17.70.180. Specifically, the subject area contains landslide hazards because site slopes have gradients steeper than eighty percent that may be subject to rock fall during seismic shaking (17.70.190B.5.). As such, a geologic hazards assessment is provided herein. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed and interpreted at the project site at the time of our site visit. interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, and our experience in the project vicinity. Page 1 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Surface Conditions A representative from GeoTest visited the 8 lots on June 26, 2017 in order to provide a visual surface evaluation of the site topography and bedrock surfaces and to determine a risk associated with the stability of site slopes. At the time of our site visit, the subject lots were surrounded by Rock Ridge Parkway to the southeast, residentially developed lots to the north, a steep bedrock cliff and residentially developed lots below to its west, and undeveloped and forested land to its south (Figure 2). The surrounding vicinity contained exposed, undulating bedrock surfaces that slope primarily west (Figure 3). Surface features of Lots 1 through 8 are described below. Lots 9, 2 and 3 In general, Lots 1, 2 and 3 exhibited similar surface characteristics. These lots existed within the northern third of the subject area and contained relatively flat topography within their eastern portions and northwest facing slopes within their central and western portions. Slopes within the eastern portions of each of the three lots were between 0 and 19 degrees (0 and 33%) and slopes within the central and western portions of the lots were between 19 and 45 degrees (33 and 100%). Steeply sloped, exposed bedrock existed along the western margin of the three lots. Up to approximately 80-foot tall rock cliffs existed to the west of these lots. The majority of Lots 1, 2 and 3 contained exposed bedrock surfaces; however, a thin cover of graded native soil existed within the eastern half of Lot 1 and the eastern quarter of Lot 3 (Photos 1 and 2). Vegetation within Lots 1, 2 and 3 consisted of scattered madrone and Doug fir trees, abundant groundcover, where present, and occasional shrubs. There were no signs of surface water or surface water channels on the three lots. Further, there were no signs of unstable slope conditions within the three lots. • \y: c r a y4 �,. ... w5ti tnr .sue . *'T T L.S '{._. -} f.• C{1 '.. .y Syr . Photo 1: Western half of Lot 3. Typical conditions in western portions of Lots 1, 2, and 3. Looking northwest. Page 2 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 cf." .It..Irr ,, , 6,01.v...zite,., . ,. ..._. si_s N „y.� � i[ S 1`I-~ `! F fy t :'fi` Y` „ �� .ti , '!""I'''.:-. . .2, ' - ' - 4.:*.V.4-%.,414-.'f-4, '-'!s:,.4.:6't.;./:„.•—._., -,,k,:, 75.4„, - -, Photo 2: Eastern portion of Lot 3. Note graded soil cover. Lots 4, 5, 6, and 7 In general, Lots 4, 5, 6 and 7 exhibited similar surface characteristics. These lots existed within the central and southern sections of the subject area and contained shallow, west to northwest facing slopes within their eastern portions and steep, west to northwest facing slopes within central and western portions. Slopes within the eastern and central portions of each of the three lots were between 0 and 12 degrees (0 and 21%) and slopes within the western portions of the lots were between 12 and 70 degrees (>21%). The majority of Lots 4, 5, 6 and 7 contained exposed bedrock surfaces along their western margins (Photo 3). The exposed bedrock surfaces steepened to near vertical bedrock faces of a cliff located just west of the lots. The eastern and central portions of the four lots were covered a veneer of graded soil (Photo 4). Vegetation existed only within the western margin of Lots 4, 5, 6, and 7 and consisted of a variety of groundcover (Photo 3). No trees existed within these lots. The central and eastern portions of the lots were cleared of vegetation. There were no signs of surface water or surface water channels on the four lots. Further, there were no signs of unstable slope conditions within the four lots. IPIMMIIIIPrllIllPll.., a ; M. Photo 3: Western margin of Lots 4, 5,and 6. Looking north. Page 3 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 -i 1 s_ `-r r ra a ..1 Ste,� 'pt., p v. n a 5 ilia, } E !I' l'Fy S � `' . Tom. \, ag a _ .., A z Photo 4: Eastern portion of Lot 5. Note graded soil cover to native surface contact. Looking east. Lot 8 Lot 8 existed within the southern section of the subject area and contained shallow, west to northwest facing slopes within its eastern and central portions and moderately graded, west facing slopes within the western portion. Slopes within the eastern and central portions of the lot were between 6 and 9 degrees (' 10 and 16%) and slopes within the western portion of the lot were approximately 27 degrees (-51%). The majority of Lot 8 was covered with native vegetation consisting of Douglas fir, cedar, madrone, and a variety of brush (Photo 5). While dense vegetation existed on Lot 8, exposed bedrock surfaces were apparent (Photo 6). There were no signs of surface water or surface water channels on Lot 8. Further, there were no signs of unstable slope conditions on Lot 8. Notably, signs of instability, if present on Lot 8, may be have been masked by dense vegetation cover. .,. .:'• ,,.. _ -57—- -.. ki.' Y'"::7- .:':- -li:I. A '`.:•• -'--, 14 • ,, - : ."'-f •" '''" .:, 6. ``..•• , ,..:_:,..,,,..;.1,..,,,,;... : .,I, . --• '. 0.14 .--.7--':',...;;;‘' %,40•••''''• •' ' 1 : 4� ,ramV " ' ` , l ' _T :, -.r 'f 8 . , ?,..., _._,..i, ., .. .. ; $ T, • t t..) ' *- ► s 4 {!i 4. 1 6 + 1 i3F ,,. , C '' . ,� f; .,l 'Ti Photo 5: Typical vegetation conditions within Lot 8. Looking south. Page 4 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 41 .' 1 �', \ M . • r 4 x .. 4 ,fir �' 'i¢j --1s.~'; i*' T r t r w ti'?f * i. h ,1 ,^ 4:yr hp '` :'4;s .= J y -.,, F b+ fit ,}': .� Q' re, i.Y�' o' h.}?�yJ k„ r. s At .ate ,4; _, z r . %, '•dl 'rf` ,.S rr ` 7, J r Photo 6: Bedrock surfaces within Lot 8. A rockfall-drapery mesh system supported by I-beams and cables existed within the western portion of and along the top of the bedrock cliff face within lots 3, 4, 5 and 6 (Photo 7; Figure 2). The drapery-mesh appeared to have been constructed to attenuate energy associated with falling rocks from the cliff face and reduce rock fall or topple hazards to the residences located below and to its west. tIrr, ---"t1.4,,. t't, '1111K N.,' .."9,.1..it4C,,s:A Tre"1"0.41c, , - ,11 . ,,,,, , , .:‘‘It‘.71 . -0,0,:ki,.--,-4, - • l y ' }x „ "5 rr !r• +r ... '. -:,...*'•?1:'i,,,.•q„---„';f,-... 2 As,. 'ci„„ce; . . - •,*0:;/,,,C.4 e,,,,54M4f,,..!,,;'.•.ik":' :`',:, ' -::',,,. r Q ,. 44 Photo 7: Rockfall drapery mesh system along steep slopes in portions of the subject area. Site Geology Geologic information for the subject area was obtained from the DNR — Washington Interactive Geologic Map, published by the Washington State Department of Natural Resources (DNR). According to DNR, the 8 lots are underlain by Jurassic aged intrusive rocks from the Fidalgo ophiolite sequence. The portion of the sequence that is mapped in the subject area consists of part of the dike complex containing granite, diorite, basalt and andesite. Vertical igneous intrusive layering is mapped to the south of the subject property. Our site observations were consistent with the mapped geology. Page 5 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Soil Survey According to the United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Soil Survey website, soils within Lots 1 through 4 and the western portions of Lots 5 and 6 are mapped as Whistle-Fidalgo-Rock outcrop complex (30 to 65 percent slopes). Soils within Lots 7 and 8 and the eastern portions of Lots 5 and 6 are mapped as Fidalgo-Lithic Xerochrepts-Rock outcrop complex (3 to 30 percent slopes) (Image 1). rr.n.wrw...w u Iowa. _ • r Rs. , . .=w. .. 3 `'4‘•. tis Image 1: Mapped soils within the subject area. NRCS Components that make up the Fidalgo-Lithic Xerochrepts-Rock outcrop complex are typically composed of gravelly ashy loam and sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, and argillitic residuum. The Fidalgo component contains 7e classified erosional soils. The unit has an erosion K factor (susceptibility of a soil to sheet and rill erosion by water), whole soil, of 0.15 and a generally low susceptibility to surface erosion. Components that make up the Whistle-Fidalgo-Rock outcrop complex are typically composed of very gravelly ashy loam and very gravelly ashy fine sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, phyllite, and argillitic residuum. Both the Fidalgo and Whistle components contain 7e classified erosional soils. The unit has an erosion K factor of 0.10 and a generally low susceptibility to surface erosion. Please keep in mind that the erosion K factor, whole soil, accounts for the erosion potential of the soil only, including rock fragments, and does not account for other factors promoting soil loss, such as water sources and topography. Considering that the subject lots predominantly contain exposed bedrock surfaces with a veneer of to no soil cover, it is GTS's opinion that the risk of erosional soils negatively impacting the proposed development is low. Page 6 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit, Anacortes,WA Job No. 17-0022 Limited Aerial Photo Review We reviewed historical images dating from 1969, 1998, 2005, 2006, 2009, 2011, 2014, 2015 and 2016 in order to determine if there has been any recent significant slope instability on or within the near vicinity of the project site. Based on the aerial photos, the subject area and site vicinity contained native conditions, including tree cover and no signs of slope instability in 1969 (Image 2). The 1998 aerial image showed that portions of the subject area were cleared of mature evergreen trees, from apparent logging activity. In 2006, numerous evergreen trees along the existing roadway were cleared and the early construction stages of Rock Ridge Road existed in the subject area vicinity. Since 2006, the subject area appears to have been left undisturbed and unaltered (Image 3). While vegetation was cleared from portions of the subject area over the reviewed years, there were no signs that vegetation was altered as a result of slope instability. Please consider that exposed bedrock hazards, such as rock topple and rock fall, are difficult to discern from aerial images, due to photo resolution. However, historic photos show no apparent large rock failures. In addition, there were no other signs of slope instability within or adjacent to the subject area. As such, it appears that the general appearance of the site slopes has not changed significantly within the approximately 47 reviewed years. Aerial photos were obtained from Google Earth and Skagit County's interactive mapping service. u 41,1, P"Ar..„ • ;Jo.. '...:. , 44 - . I- •* , . .... otA•,._ ., ,,,.. i .... k± J ; `` l�* fi; C r k ep t S " + -tom a tx y tit t%,, fi ,.. • ' q, S, ` r t it-A �i2, �''" zi^ s 044- '� :°. . .• _ • V¢ a , ' "�, .Z � � g�1��+n1 wi 'v _, t � .��" I•' i Y 4, 4 „- � 7Y , �;"....� ,`1/ .,‘ 1 a mo. l • a aT. ... f m t , . ti�; y t I ! iGi�. �• S � � j1 Image 2: 1969 aerial image of subject area vicinity(circled in orange). Skagit County iMap Page 7 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit, Anacortes,WA Job No. 17-0022 .'!A ty F f . , . ``V#'1)1:447. '4" l' '`'• 1f-N-f,,, - , f :8.":.:':1311't :•3444iic )' ., :".:` s/r7''''tte,...:3-)-e%.':',". r _ ��t vt a .41 d— f .v..• - b-.C•'S`_.R.+kl,'.,3j1,';�Z.. *Y f' 4,.., ti M It -, c is.L�fs 4a I+.t ,/' .. 1 v : .,, 11 R.,',+ ,a.F ViF_i __fti L: At__ __ Image 3: 2015 aerial image of subject area vicinity(circled in orange). Skagit County iMap Bare Earth Imagery Review We reviewed bare earth imagery of slopes on and in the near vicinity of the subject area (Figure 3). Based on our review, it does not appear that there is global slope instability in close proximity to the subject property, as observed by tension cracks, hummocky and/or slumped terrain. The majority of the immediate vicinity of the subject area contains bedrock exposures. Any signs of significant bedrock failures were not identified in the bare earth imagery review. The reviewed bare earth imagery does not contain resolution high enough to identify small scale rock topple or fall hazards. As such, the presence of these hazards was not identified using bare earth imagery. No indications of instability were identified on the bare earth imagery. Rock Competency Evaluation GTS assessed rock competency at three exposed bedrock locations within the subject area (Figure 2). Evaluation of bedrock characteristics, a common practice in evaluating rock core samples, was applied to select bedrock exposures. Considering that weathered bedrock often exists on exposed surfaces, GTS assessed clean, fresh bedrock exposures where possible. GTS evaluated hardness, crystal size, weathering, strength, and fractures of bedrock exposures. Rock Hardness Rock hardness was assessed on site using a pocket knife on an unfractured rock specimen. Rock hardness descriptors are as follows: ® Soft rock - reserved for plastic material ® Friable rock - easily crumbled or reduced to powder by the fingers ® Low hardness - can be gouged deeply or carved with a pocket knife Page 8 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 ® Moderately hard — can be readily scratched by a knife blade, scratch leaves a heavy trace of dust ® Hard — can be scratched with difficulty, scratch produces little powder and is faintly visible ® Very hard —cannot be scratched by a knife blade On average, our analysis of the bedrock on site is described as having a "moderately hard to hard" rock hardness. Crystal Size Crystal (mineral) size and condition was evaluated to assist in determining the degree to which it may impact the development of rock fractures. Crystal size is described as follows: Aphanitic — Microcrystalline/Cryptocrystalline — not distinguished by the naked eye • Phaneritic— Fine grained (< 1mm), medium grained (1mm-5mm) ® Porphyritic— Coarse grained (> 5mm) On average, the bedrock within the subject property was determined to have medium grained (1mm — 5mm) phaneritic mineral crystals that appeared to be relatively unweathered rather than degraded. Weathering Bedrock weathering is the physical or chemical decomposition and/or disintegration of the mineral constituents of a rock mass by the natural processes of oxidation, reduction, hydration, solution, carbonation or freeze-thaw. GTS anticipates that bedrock weathering within the subject area is primarily caused by oxidation and/or freeze-thaw. The degree to which bedrock is weathered is controlled by permeability. Pre-existing fractures provide avenues for water to penetrate the rock along which the rate of weathering can be accelerated. The degree of discoloration is a reflection of the extent of weathering. Weathering descriptors are as follows: ® Fresh —The rock shows no discoloration, loss of strength or any other effect due to weathering ® Slightly weathered — the rock is slightly discolored, but not noticeably lower in strength than fresh rock ® Moderately Weathered —the rock is discolored and noticeably weakened ® Deeply Weathered — the rock is usually discolored and weakened and a two-inch sample can be easily broken ® Extremely Weathered — rock is discolored and is entirely changed to a soil but the original fabric of the rock is preserved In general, the exposed portions of the bedrock on site range from being fresh to slightly weathered. Please note that the evaluation of the proposed bedrock upon which select residence foundations are proposed to rest was limited due to the presence of a veneer of soil cover. Page 9 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Strength Rock strength, as evaluated in the field, is subject to interpretation and the response of the unfractured rock specimens to hammer blows including: ® Very Strong — an outcrop resists heavy ringing hammer blows and will yield, with difficulty, only dust and small fragments • Strong — an outcrop would withstand a few heavy ringing hammer blows but yields only large fragments. ® Moderately Strong — an outcrop would withstand a few firm blows before breaking ® Weak— an unfractured outcrop would crumble under light hammer blows ® Very Weak— crumbles by rubbing with fingers In general, the exposed portions of the bedrock on site were determined to be strong to very strong based on hammer blows. Fractures The number, orientation and condition of fractures are an important aspect of understanding the rock condition. Fractures tend to reduce the overall mass hardness and strength of the rock. Fractures include joints, shears, faults and other continuous breaks in the rock. Fractures may be: ® Clean — no materials fill the fracture ® Stained — discoloration or thin coatings of mineral deposits, commonly iron or manganese ® Filled — fractures are filled or thickly coated with recognizable material such as carbonates, clay, quartz, or oxides. Width of fractures range from: ® Very Wide - >200 mm ® Wide — 60-200 mm ® Moderately Wide —20-60 mm ® Moderately Narrow— 6-20 mm ® Narrow— 2-6 mm ® Very Narrow - >0-2mm ® Tight— O mm Spacing of fractures range from: • Crushed — 5 microns to 0.1ft with clay ® Intensely Fractured — 0.05-0.1 ft without clay ® Closely Fractured — 0.1-0.5 ft ® Moderately Fractured —0.5-1.0 ft ® Little Fractured — 1.0-3.0 ft ® Massive - >3.0 ft Page 10 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 GTS observed that bedrock fractures at the three test sites consisted of clean and quartz filled fractures. The clean fractures were located on steeper exposed bedrock portions, appeared to be a result of freeze-thaw (mechanical weathering), and were narrow in width. The quartz filled fractures (joints) were located throughout the bedrock exposures, were part of prehistoric bedrock alteration, and were narrow in width. Overall, fracture spacing varied from closely fractured to little fractured. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that residential development on the 8 subject lots is feasible and should not negatively impact the site from a geotechnical perspective by decreasing slope stability or increasing erosion potential. Further, we anticipate that development will pose no unreasonable threat to persons or property either on or off site provided the recommendations contained herein are incorporated into the project design. If the foundation elements are placed on flat or flat and stepped bedrock, pinning of the foundations is optional. However, if foundation elements near the top of the steep slopes rest on sloped bedrock, foundation pinning is recommended. If pinning is desired, we recommend that pull-out tests be performed. Once the overburden has been cleared from the lots and the bedrock has been excavated to bottom of footing elevations, if large joints or fractures 2 inches or wider are discovered that extend to the cliff face, GTS would like to evaluate them to determine if mitigation is required. Geologically Hazardous Areas According to the referenced City of Anacortes Code Chapter 17.70.180 Designation of Geologically Hazardous Areas, geologically hazardous areas include erosion hazard, landslide hazard, seismic hazard, mine hazards, volcanic hazards and other geological events including tsunamis, mass wasting, debris flows, rock fall and differential settlement. It is our understanding that the City of Anacortes has not identified geologically hazardous areas on the subject property. Further, the Skagit County Potential Landslide and Erosion Area map does not indicate that geohazards exist on the property. However, GTS observed that geologically hazardous areas on site consist of landslide hazards because of the presence of slopes having gradients steeper than eighty percent subject to rock fall during seismic shaking. Such conditions existed along the top of the exposed bedrock cliff face within the western portion of the subject area and on Lots 1 through 7. As mentioned previously, no obvious signs of severe instability or evidence of large scale global instability were observed at the time of our site visit. Large scale global instability, consisting of deep-seated rotational failures, can extend down into the subsurface to substantial depths. These failures typically leave geomorphic evidence of their existence on the slope. Typical indicators are head scarps, tension cracks, sag ponds, seepage zones, hummocky ground surface and slump blocks. As such, it is our opinion that large scale landslides are unlikely to occur and affect the proposed development within the subject area. Page 11 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Considering that the proposed development will be located above (on higher ground than) all observed rock fall and topple hazards present within the west portion of the subject area, there is a low risk of such hazards impacting the proposed development. However, we recommend that the proposed residential development and associated foundations be setback at a minimum of 10 feet from the top of the steep slopes (Figures 2 and 3). Notably, GTS considers on the subject lots where the rockfall drapery-mesh system exists at the immediate top of steep slopes, we recommend that the residential foundations be setback a minimum of 10 feet from the top of the rockfall drapery-mesh, where present on the subject lots This setback is set in order to reduce hazards associated with mechanical weathering as well as rock fall or topple hazards toward the existing properties located downslope and west of the subject area. All necessary precautions should be made to ensure that the risk of rock topple or fall hazards from highly fractured bedrock zones is not increased beyond pre-development conditions. It should be noted that non-habitable structures such as decks may encroach within this setback. Decks may be either structurally connected to or disconnected from the residences. However, if they are connected, they should be cantilevered so that if the bedrock under the footings give way, the residence is not damaged. Pull-Out Tests Based on our surface observations, GTS concludes that the site bedrock appears to be suitable for foundation pinning. However, portions of the bedrock that contain closely fractured zones should be avoided for the placement of pinning elements. GTS recommends that the contractor consider conducting anchor (rebar) pull-out tests for each lot where residential foundations exist near or within the steeper sloped geohazard areas. These tests are carried out for the purposes of determining the critical embedment length of fully grouted rebar bolts in relation to the minimum required tensile (uplift) strengths for foundation design. Pull-out tests would be conducted prior to the placement of foundation elements in order to be used for foundation design purposes. Erosion Control As discussed above, a veneer of soils exists within the subject area. The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project: • All clearing and grading activities for the future residential construction should incorporate Best Management Practices (BPMs) for erosion control in compliance with current City of Anacortes codes and standards. ® We recommend leaving as much of the existing vegetation on site slopes near areas of the proposed improvements as possible. Leaving the existing vegetation and planting additional brush and vegetation on site slopes and in areas disturbed by excavation activities will help maintain near surface slope stability by providing a stable root base within the near surface soils. Removal of vegetation and trees may increase the risk of failure for the surficial soils during periods of wet weather. Page 12 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 ® Yard waste should not be dumped over the face of site slopes. Yard waste can retain water and cause instability on the slope soils. • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction. Areas requiring immediate protection from the effects of erosion should be covered with either plastic, mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control. • Proper drainage controls have a significant effect on erosion. All surface water and any collected drainage water from newly constructed impervious surfaces should not be allowed to be concentrated and discharged down the face of site slopes. All collected stormwater should be directed to an appropriate collection system to be discharged within the local stormwater collection system or to an appropriate discharge location. Notably, we understand that not all stormwater flowing on undeveloped native surfaces will be collected. Nevertheless, considering the collection of stormwater from residential related impervious surfaces, there should be a reduced impact of stormwater on the steep slopes after development. Based on observations made during our site visit and assuming that the above recommendations are carried out, as well as appropriate maintenance is carried out for the life of the proposed residences, it is our opinion that site slopes do not present a hazard to the planned development. LIMITATIONS Our conclusions are based on visual observations of surface conditions made during our site visit on June 26, 2017, review of available information and our experience in the area. Our study area included the area of the proposed residential development only, as referenced in this report. Our services have been performed in a manner consistent with that level of professional care and skill exercised by other members of the professional community practicing under similar conditions in the area. No warranty, expressed or implied, is made. Our services have been executed in accordance with generally accepted site evaluation practices in this area at the time the report was prepared. Page 13 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 We appreciate the opportunity to be of service to you on this project. If any questions should arise regarding this report, please contact the undersigned. Respectfully Submitted, GeoTest Services, Inc. {Wash. �eot Wash , (i3dY'.:All INY° (6;;/* 40, Georogrs c. <3 ngineering Geologist y ngineering 3057 C@ 4~ 2420 eb / -'sed Ge°�o�/ `Feed GeoV) I Joshua A Hardesty 1 Tim Chylla Josh Hardesty, L.E.G, M.Sc. Tim Chylla, L.E.G Licensed Engineering Geologist Licensed Engineering Geologist Dated: 7/21/17 Dated: 7/21/17 ATTACHMENTS Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Bare Earth Imagery ASFE-Report Limitations and Guidelines For Its Use(3 pages) REFERENCES DNR, 2017, Washington Interactive Geologic Map. Washington Division of Geology and Earth Resources. Washington State Department of Natural Resources. Skagit County website, iMap. http://www.skagitcountv.net/maps/iMap/ Skagit County website, Potential Landslide and Erosion Areas Map, http://www.skagitcountv.net/GIS/Documents/GeoHazard/t35r1 2.0df Soil Survey website, Skagit County, WA, prepared by the USDA National Resource Conservation Service. http://websoilsurvev.nres.usda.gov/app/WebSoilSurvev.aspx Page 14 of 14 I A1 m1I......__-.J 1 Fe 1 -l Indian Village, Samish Island II 4.110/ - Guemes Island • .4: ,, )1 k:, PROJECT LOCATION ) —,1 r , f —1,, ,i'" ., $ayvie4 iE. 'land ,I< ;<ilya Bay 1l Alexander , 1t�c� flG Beach ,, J h: serve I c I, I 44, . 4 = ISimil Beach Fidalgo Islandlit r i .1i P :A ( N , tv 1 , N :), , .. - Snee Gosh ` Rosario; -ach N ter MAP REFERENCED FROM ACME MAPPER 2.0 Date: 07-14-17 By: JH Scale: As Shown Project GEOTEST SERVICES, INC. VICINITY MAP 17-0022 741 Marine Drive Bellingham, WA 98225 STRANDBERG PROPERTY Figure phone: (360)733-7318 ROCK RIDGE SUMMIT fax: (360)733-7418 ANACORTES,WASHINGTON HERRIGSTAD ENGINEERING PS Civil Engineer 4320 Whistle Lake Road Dale I-lerrigstad, P.E. Anacortes, WA 98221 (360) 299-8804 3922 Rock Ridge Parkway Avenue Nelson Home Site DRAINAGE ANALYSIS l`i November 2, 2017 NOV 1 7 2011 Revised November 17,2017 Job # 2017-140 CITY OF ANACORTES Prepared By: Dale K. Herrigstad P.E. ORRICs� �o@\Ms/0.,y '9.0 del -1/ Pi 27807 _ ✓� 1 f 7 0. ikGISIT�� G SS/OVAL Owner: Strandberg Construction PO Box 319 Anacortes, WA 98221 The stormwater plan will be based on the requirements of the 2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWAP) 6 Minimum Requirement#3: Source Control of Pollution 6 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls 6 Minimum Requirement#5: On-site Stormwater Management 7 Minimum Requirement#6: Runoff Treatment 7 Minimum Requirement#7: Flow Control 9 Minimum Requirement#8: Wetland Protection 9 Minimum Requirement#9: Operation and Maintenance ATTACHMENT Ai-Developed Site Conditions ATTACHMENT C DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT D Soil amendment requirements PROJECT DESCRIPTION This project is to construct a 4,704 square foot home and 1,774 square foot driveway & sidewalk areas for a total of 6,860 square foot total impervious area on a 13,551 square foot lot at 3922 Rock Ridge Parkway. See "SITE AND LANDSCAPING PLAN" Sheet A2. EXISTING SITE CONDITIONS The 13,551 square foot or 0.31 acre site is mostly cleared with some brush and trees along the northern border. The upper portion of the site near Rock Ridge Parkway has a slope of 5%to the northeast and the northern portion of the site slopes at an average of 28%. The site north of this lot slopes at 28% or greater. 3 DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure I-2.4.1 Flow Chart: Does the site have 35% or more of existing impervious coverage—No Does the site add 5000 square feet of new impervious surfaces—Yes Does the site convert 3/a acres or more of native vegetation to lawn—No Does the project have 2,000 square feet of new impervious surfaces—Yes Minimum requirements #1 through #9 apply to this project. (See flow chart in ATTACHMENT C) Minimum Requirement#1: Prepare a Stormwater Site Plan. Volume 1, Chapter 3 steps (page 3-1). Step 1. Collect and Analyze Information on Existing Conditions. The site slopes at an average of 27% at the northend of the proposed house. The site is cleared with some trees bordering the northern boundary. An existing home under construction lies to the east and empty lot to the west. A open space Tract A lies to the north and Rock Ridge Parkway to the south. Site flow currently sheets into the open space Tract A to the north and is mostly steep slopes of 28% or greater. The underlying soils on the site are very shallow with rock at 0 to 24 inches below the surface of the soil or with rock at the surface especially on the steeper slopes. Observations of the rock outcropping and probed depths to rock was complete by Dale Herrigstad PE, PLS and a complete topography survey was completed by Dale Herrigstad PE,PLS. Beyond the shallow rock depth an additional concern is that allowing discharge to the overlaying soils will drainage will follow the rock surface and appear further down slope and eventually flow over the rock face to the house sites below. Step 2.Prepare a Preliminary Development Layout. During construction approximately 11,000 square feet will be disturbed. A proposed layout is attached as "SITE AND LANDSCAPING PLAN" Sheet A2. Step 3.Perform an offsite analysis: The property to the north is an Open Space Tract A. Rock Ridge Parkway with curb gutter and sidewalk border the uphill boundary of the site and intercept all offsite storm runoff from reaching this property. Drainage is carried to the East. The entire site is underplayed with rock and infiltration is not feasible. Any infiltration will reappear a short distance down stream. Step 4.Determine and Read Applicable Minimum Requirements. Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is over 5,000 square feet at 6,860 square feet. Minimum requirements 1 through 9 are required. Step 5.Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in"SITE AND LANDSCAPING PLAN"Sheet A2. LID options will be addressed in Minimum Requirements#5 below. Due to shallow impervious rock throughout the site and steep slopes downhill of the site the storm proposal is to pump storm water to the drainage system in Rock Ridge Parkway. Step 6.Prepare a Construction Stormwater Pollution Prevention Plan. See minimum requirement#2 below for SWPPP. 4 Step 7. Complete a Stormwater Site Plan: The project overview has beenprovided at the beginning of this report along with an existing conditions description. Site plan is attached as "SITE AND LANDSCAPING PLAN" Sheet A2. Offsite analysis is provided in section step 3 above. Step 8. Check compliance with all applicable minimum requirements: To take place during review and during and after construction. Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPPP) This project must meet the 13 elements of a SWPPP because the site exceeds the threshold of 2,000 square feet of new impervious surfacing. Please see attached City of Anacortes 13 Elements of SWPPP specifically for this project. Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the SWPPP and shown on the Erosion Control Plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain, especially on steep slopes. Covering the slopes as discussed in the SWPPP shall be implemented. Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site naturally sheets to the North and into the Open Space Tract A and to the Oregon Avenue drainage system that discharges to the Rock Ridge detention Pond at W 9th and Minnesota Avenue approximately 2100 feet down stream from the property. Due to the steep slopes and concerns of the neighbors north of Tract A of additional storm water discharging onto their property the storm water will be pumped to the Rock Ridge Parkway Drainage system and will be conveyed to the Rock Ridge detention pond in Minnesota Avenue and W 9th Street approximately 1750 feet downstream from the discharge point. Although different routes are taken the same down stream discharge location is maintained. Minimum Requirement#5: On-site Stormwater Management As indicated above the impervious rock layer lies 0"to 24"below grade. The downhill portion of the proposed house will lies on a slope of 27% or greater. BMP T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas: All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT D. LIST#2 because the site triggered Minimum requirements #1 through#9 . BMP T5.30: Full Dispersion—65% of the site must be maintained in a forested or native condition. This BMP is not feasible for entire roof since the proposed construction activity will not preserve 65% of the site. BMP T5.10A: Downspout full infiltration—Infiltration system must be at least 50 feet from slope over 40%and 10 feet from any structure or property line. Soils must be outwash or loam soils. Not feasible due to shallow impervious rock at 0"to 24"below 5 grade and steeps slopes greater that 40%within 50 feet of the house. Slopes near 60% just north of the property line. BMP T7.30: Bioretention Cells, Swales, and Planter Boxes—Not feasible if the Bioretention facility cannot be located on slopes less than 8% and if minimum of 1 foot vertical separation to the seasonal high table, bedrock or other impervious layer would not be achieved below bioretetion cell. These are not feasible due to shallow impervious rock at 0"to 24" below grade and steeps slopes greater that 25% at the downhill side of the proposed house. BMP T5.10B: Downspout Dispersion Systems—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope steeper that 15%. Downspout dispersion is not feasible due to steep slopes greater that 15% at the downhill side and either side of the proposed house. A small 185 square feet of roof area that is low at the rear of the house will be allowed to disperse at downspouts to the adjoining ground. The 185 square feet and adjoining deck area is considered incidental and have no impact on the adjoining rock and slopes. BMP T5.10C: Perforated Stub Out Connections —Do not place perforated stub outs above slopes greater than 20% and maintain at least 1 foot of separation from the bottom of the trench and the seasonal water table. Not feasible due to shallow impervious rock at 0"to 24"below grade and steeps slopes greater that 25% at the downhill side of the proposed house. OTHER HARD SURFACES (driveways and patios) BMP T5.30: Full Dispersion—65% of the site must be maintained in a forested or native condition. This BMP is not feasible for entire roof since the proposed construction activity will not preserve 65% of the site. BMP T5.15: Permeable Pavements—Not feasible when permeable pavement area would threaten below grade basements or within 50 feet of the top of slopes greater than 20%. Also must maintain at least one foot of separation to the ground water or an underlying impermeable layer. Not feasible due to shallow impervious rock at 0" to 24" below grade and steep slopes in excess of 20%. BMP T7.30: Bioretention Cells, Swales, and Planter Boxes—Not feasible if the Bioretention facility cannot be located on slopes less than 8% and if minimum of 1 foot vertical separation to the seasonal high table,bedrock or other impervious layer would not be achieved below bioretetion cell. Bioretention Cells, Swales and Planter Boxes are not feasible due to shallow impervious rock at 0"to 24"below grade and steeps slopes greater that 25% at the downhill side of the proposed house. BMP T5.12: Sheet Flow Dispersion—A vegetated flow path of at least 50 feet must be maintained between the outlet of the trench and any slope steeper that 15%. Downspout dispersion is not feasible due to steep slopes greater that 15% along either side and down slope of the proposed house. BMP T5.11: Concentrated Flow Dispersion—Do not place the discharge point on or above slopes greater than 20% and maintain a vegetated flow path of at least 50 feet between the discharge point and any property line, structure or steep slope. Not feasible due to steep slopes greater that 20%below the discharge point. 6 Minimum Requirement#6: Runoff Treatment Threshold requirements for determining the applicability of runoff treatment. Projects in which the total of pollution-generating hard surface(PGHS) is 5,000 square feet or more in a threshold discharge area of the project, or Projects in which the total of pollution-generative pervious surfaces (PGPS)-not including permeable pavements-is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The total PGHS projected for this site including roadway and driveways is 1,774 square feet and less than the 5,000 square foot threshold. The roof is painted metal and not a PGHS surface, The total site is 0.31 acres and less than the% acre PGPS threshold. Treatment is NOT required. Minimum Requirement 47: Flow Control Threshold requirements for determining the applicability of flow control. • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area, or • Projects that convert 3,4 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold dis-charge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site,or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a 0.15 cfs increase using 15-minute time steps). The new impervious area of 6,860 square feet(0.16 acres) (0.12 acre roof and 0.04 acre driveway and sidewalks) is BELOW the threshold discharge area of 10,000 square feet. The overall site is less than 3 of an acre The increase in flow for the 100-year flow frequency is 100 year PREDEVELOPED (forested) 0.102 cfs 100 year DEVELOPED 0.193 cfs Increase in runoff is 0.09 cfs and LESS than the 0.10 cfs Flow Control is NOT required. The concern for this lot as well as adjacent lots is that the discharge to the down hill neighbors is not advised due to steep slopes and the inability to infiltrate. We propose to pump the storm water collected from the roof and driveway in a cistern and pump it back to the Rock Ridge 7 Parkway drainage drai system. The basin will be a minimum of a few hundred gallons and the pump g Y should be designed to handle 0.09 cfs or approximately 41 gpm to handle up to the 5 year storm event. The overflow for the extreme storm events will be designed to discharge down slope and disperse over the down hill rock slope. Detention has been designed into the Rock Ridge development including Phase 4 which includes this lot. There are no open swales or ditches for '/4 mile from the discharge point of this lot. WWHM2012 PROJECT REPORT Project Name: wwmhl2 Site Name: Nelson House Site Address: 3922 Rock Ridge Parkway City : Anacortes Report Date: 11/2/2017 Gage : Burlington Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.80 Version Date: 2016/02/25 Version : 4.2 .12 PREDEVELOPED LAND USE Name : Basin 1 Pervious Land Use acre SAT, Forest, Steep .31 Pervious Total 0.31 Impervious Land Use acre Impervious Total 0 Basin Total 0.31 MITIGATED LAND USE Pervious Land Use acre C, Lawn, Steep .15 Pervious Total 0.15 Impervious Land Use acre ROOF TOPS FLAT 0.12 DRIVEWAYS MOD 0.04 Impervious Total 0.16 Basin Total 0.31 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.31 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 8 Total Pervious Area:0.15 Total Impervious Area:0.16 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(ofs) 2 year 0.001283 5 year 0.00561 10 year 0.012734 25 year 0.031697 50 year 0.058338 100 year 0. 102426 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.058344 5 year 0.085749 10 year 0.107107 25 year 0.138032 50 year 0.164114 100 year 0.201004 Minimum Requirement#8: Wetland Protection There are no wetlands on this site. The downstream system is enclosed to the detention/water quality pond over 1/4 mile downstream of this lot. The Pond discharges to an open swale that is considered a Type III wetland for a few hundred feet before enter an enclosed drainage system to Guemes Channel. All flows are mitigated to 1/2 the 2 year storm event as well as the pre- developed flow rate for the 10 and 100 year storm events from the detention facility for the entire Rock ridge development discharging to this pond. Minimum Requirement#9: Operation and Maintenance The drainage system within this project will remain private and the responsibility of the homeowners for which it serves. The maintenance requirements for the downstream detention pond is the City of Anacortes. LANDSCAPE LEGEND LAN AREA CONCRETE DRIVE ffryl�rf�`gr�1� ��i+j�(�ttl�{',!i so. t°t'{'�I�j� �>i��i?gt' MULCH - PLANTING BED ti� i'7 tr,II ,1(tr1;r1�r' EXISTING BEDROCK LOT 1 13,551 SF� 0.. DECIDUOUS TREE co CONIFER TREE / / //,. ' / 4/ SHRUBS / PLANTINGS • ,' , �, / / � / • / r / ,�/�CLEARING,1IMIT // MINIMUM TREE DENSITY // '// �/ / '� ANAGORTE6 HUNIGODE•1650.070 // , �// // // i :® ,// / L Calculation of the Total Tree Units Required.The total number of tree units ''j i // required to be provided by a regulated project or tree conservation permit // / // / / // �b approval listed In Section 16.50.100 shall be calculated by dividing gross site ' �i // � � o area,minus any public or private street rights-of-way by one thousand Table "// (/ c `} ( / 16.50.120(P).The result of the calculation will be the total number of tree units 1 `( ( / required for the project approval within the building site, + I f 1 \ V I r :\\ ; ?sy� LOT SIZE:13,551 SF TREES REQUIRED: 14 I �• 1 '\ ' ' ' 1 I I f LOT INFORMATION / I� N 1 I II I /•\ •4741 / r � i I LOT 51ZE:13,551 SQ.FT. (.31 ac) 1 \ i , I in CLEARING LIMIT AREA: 10,7q1 50 FT , , i I /r i ; + r\\' • �/ r MAX BUILDING COVERAGE(35%)=4,143 SQ.FT. I / / / f j A 4b! l / C I I r 1 \ ACTUAL BUILDING COVERAGE(34.11%)=4,104 SQ.FT. / / ;/ / / +r \` 1 �, IMPERVIOUS AREA IN/ROOF OVERHANGS:5,0&B 50 FT /,' / ' / ! I I r t 1+ \ IMPERVIOIUS DRIVEWAY&510E1NALK AREAS: 1,114 SQ.FT i/ / / / / �� / j I 0) i I . TOTAL IMPERVIOUS AREA:6,860 SQ,FT. ,! / , / j/ I / / 1 ( 11 f 1\,`s PARCEL# P , / / . ! i ADDRESS: 5122 ROCK RIDGE PARKWAY,ANACORTES,NA418221 / / / // /�../. ,. - . ir OWNER: NELSON • ;• TOPO COMPLETED BY: DALE HERRI65TAD PE, PL5 / '/' / /' , / ' %` � ' // / /� �/ // / �- �• / •/ / � / ' / / `' ' / // •/ /// / / / it / // / �, / / / / / r /r PLAN AREAS / r''', / //'' / / LOT 2 MAIN FLOOR 3,044 SQ.FT. //-- /,./ ' / /i // / • - , , ' i f; TOTAL LIVING AREA: 3,044 SQ.FT. ; ;/ '� r, ,r j/ 3g24 '` \ / i i UTILITY 63 SQ.FT. % i / / , / i j / % / IjGARAGE 1 ,013 SQ.FT. / / / ,% / /' / ,! PORCH (COVERED 124 5Q FT) 234 SO FT. N \// i / ENTRY /(UNCOVERED 110 5Q FT) �/ / / OPEN DECK 306 SO.FT. -/ % ,/ ;/ / / ' / .- 41-k / / / ; ...., ., COVERED DECK 111 SQ.FT. `/ ;/' \\ /' // ! ! / / I /Y i i Start Here Does the site have; s% Yes See Redetnetopment Minimum or more of existing Requirements and Flow Chart impervious coverage? ' (Figure I-2.4.2). Na .-_ Does the, project convert irr acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater;of new plus native vegetation to pasture? replaced hard surface area? N4 Yes Yes Does the protect result in 2,030, square feet„or greater,of new plus All Mintr urn Requirements replaced hard surface area? apply to the.rrew and replaced hard surfaces and cot-wanted Yes No vegetation areas,. _ Does the project have land Minimum Requirements a 1 disturbing activities of TAMC, through*5 apptyt to the nevi Yes square feet or greater? and replaced hard surfaces and the land disturbed, No filtinimurrr Requirement#2 applies. Figure I-2.4.1 (ow Chart for Determining Requirements for New Development LL PART MEN I 01. ECOLOGY Rz�.dsed June2lT�I�� Please e see trA{sAeowii,.iecy.isag,:it rap Vit.r'icrmt dor orcsirlght notice Iniludli g permissions, State dr 'Washington limitation or II®4ilirr,and disclaimer.. ATTACHMENT C ATTACHMENT D 4 PAGES BMP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater func- tions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, com- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter 5 - Page 911 ATTACHMENT D to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved" amendment rates can be met only using compost meeting the compost specification for BMP T7,30: Bioretention Cells, Swales, and Planter Boxes (p.959), with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings corn- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 OF 4 Volume V- Chapter 5- Page 912 ATTACHMENT D More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/Permitting/lnspectionNerification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalmon.orq/pdf/Soil BMP Manual.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. . Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. . Reduce and adjust, where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905) • BMP T5.11: Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) • BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939) (for public road projects) 2014 Stormwater Management Manual for Western Washington 3 OF 4 Volume V- Chapter 5 - Page 913 ATTACHMENT D Figure V-5.3.3 Planting bed Cross-Section Mulch � ) �� l 8" Loose soil with visible dark organic matter 7;1 `✓ 4" Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington,2010,Washington Organic Recycling Council Figure V-5.3.3 Planting Bed Cross-Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington 4 OF 4 Volume V- Chapter5 - Page 914 ATTACHMENT D `f y O Planning, Community, & Economic Development Department c) fi PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 11120, \,.qw? 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name:Robert and Vicky Nelson Site Address:3922 ROCK RIDGE PARKWAY,ANACORTES,WA 98221 Prepared By:Jason Sterling,Strandberg Construction Inc. The Stormwater checklist or building permit determined that: d The 13 elements must be addressed for ID These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft. of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPsj used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits, sensitive areas and their buffers,and trees that are to be preserved within the construction area. ❑✓ Retain the duff layer, native top soil,and natural vegetation in an undisturbed state to the maximum degree practical. A high visability construction fence will be installed at the North,West,and south lot boundary. This will be installed prior to beginning construction. BMP to be monitored daily and repaired as needed. Page 1 of 8 March, 2017 ELEMENT 2: Establish Construction Access O Limit construction vehicle access and exit to one route, if possible. ® Stabilize access points with a pad of quarry spalls, crushed rock,or other equivalent BMPs,to minimize tracking onto roads. ❑✓ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. ❑✓ If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary(ex:wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. ❑✓ Conduct street washing only after sediment is removed in accordance with the above bullet. p Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Per BMP C105 a Stabilized Construction Entrance will be installed.Vehicle traffic to the construction site will be limited to one route. Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. ELEMENT 3: Control Flow Rates O Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). ❑ if permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Not applicable to this project. There are no storm-water swales or retention facilities to control. ELEMENT 4: install Sediment Controls ® Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑p Construct sediment control BM Ps(sediment ponds,traps,filters, etc.) as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. ❑p Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. ❑✓ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. O Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. O Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. 0✓ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. Per BMP C233 a silt fence will be installed on the lower section of the lot boundaries per the site plan. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. ELEMENT 5: Stabilize Soils • Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering,erosion control fabrics and matting,soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. ❑✓ Control stormwater volume and velocity within the site to minimize soil erosion. O Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. O Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1—Sept 30):7 days o During the wet season (Oct 1—Apr 30): 2 days 0✓ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. O Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. ❑✓ Minimize the amount of soil exposed during construction activity. O Minimize the disturbance of steep slopes. 0✓ Minimize soil compaction and, unless infeasible, preserve topsoil. Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion.Applicable BMPs include, but are not limited to:temporary and permanent seeding,sodding,mulching,plastic covering,erosion control fabrics and matting, soil application of polyacrylamide(PAM),the early application of gravel base early on areas to be paved, and dust control. Install plastic covering per BMP C123 on Soils Stockpiles.BMP to be monitored daily and repaired as needed. ELEMENT 6: Protect Slopes O Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness,and roughening slope surfaces (Ex: track walking). Page 3 of 8 March, 2017 El Divert off-site stormwater(run-on)or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. 0 At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively,the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM)to predict flows, bare soil areas should be modeled as "landscaped"area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. O Place excavated material on the uphill side of trenches, consistent with safety and space considerations. O Place check dams at regular intervals within constructed channels that are cut down a slope. �✓ Consider soil types and its potential for erosion. O Stabilize soils on slopes, as specified in Element 5. O BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. Design and construct cut-and-fill slopes in a manner to minimize erosion.Applicable practices include,but are not limited to, reducing continuous length of slope with terracing and diversions,reducing slope steepness,and roughening slope surfaces (for example,track walking).To be installed as soon as grading for home site is established and slopes are present at the site. BMP to be monitored daily and repaired as needed. ELEMENT 7: Protect Drain Inlets O Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑✓ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). 0 Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. O Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. 0 inlets should be inspected weekly at a minimum and daily during storm events. Per detail 1-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. BMP to be monitored daily and repaired as needed. Page 4 of 8 March, 2017 ELEMENT 8: Stabilize Channels and Outlets ❑ Design,construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6,above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first,then add check dams as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels,swales,or streams. ELEMENT 9: Control Pollutants ❑✓ Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. p Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. ❑✓ Provide cover,containment,and protection from vandalism for all chemicals, liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. ✓❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. O Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application,or to the sanitary sewer, with local sewer district approval.Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. © Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. O Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing,exposed aggregate processes, dewatering concrete vaults,concrete pumping, and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 O Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets,or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. p Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. El Woody debris may be chopped and spread on site. 0 Conduct oil changes, hydraulic system drain down,solvent and de-greasing cleaning operations, fuel tank drain down and removal,and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ® Clean contaminated surfaces immediately following any discharge or spill incident, Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation 1 concrete installation. BMP to be monitored daily and repaired as needed. ELEMENT 10: Control De-Watering D Discharge foundation,vault, and trench dewatering water,which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. ❑ Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to,or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site;for example,a creek running through a site. ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option, 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ❑ Construction equipment operation, clamshell digging, concrete tremie pour,or work inside a cofferdam can create highly turbid or contaminated dewatering water. O Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation Page 6 of 8 March, 2017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. No dewatering will occur during the construction of this site. ELEMENT 11: Maintain BMPs ❑✓ Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. ElRemove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed.Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. El Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. O Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed. ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on P . El Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑✓ Inspection and monitoring—Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. 2 Maintain, update,and implement the SWPPP. O Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g.,subdivision approval). O From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type,and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. 0 The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100%infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see l-g. y'_,: for requirements. Applicant Signature Date Page 8 of 8 March, 2017 Fyrrce, Groc From: Hohmann,Tim Sent: Friday, November 17, 2017 11:59 AM To: Jason Sterling Cc: Herrigstad; Nels Strandberg; Fyrrce, Groc;Ingalls, Paul Subject: 3922 Rock Ridge Parkway Drainage Analysis Jason, I have reviewed the revised drainage report that you gave me at our meeting this morning. I am ready to accept the drainage report. I believe that Dale was going to correct a small typo and you were going to get the City full sized copies of the revised Site Plan and BMP Details sheet. Please proceed with that official resubmittal. I will notify the building department that have already taken a look at them during our meeting and accept them as well. Thanks, Tim Hohmann Engineering Technician Phone: (360)588-8068 Cell: (360)770-9221 City of Anacortes Public Works Engineering Department 904 6th Street I P.O. Box 547 Anacortes, WA 98221 www.cityofanacortes.org 1 LANDSCAPE LEGEND LAWN AREA CONCRETE DRIVE ����(iri4'7{('ll fi'� `I(', ..1,. I'�''' 0 rr'{w'jrj11. MULCH - PLANTING BED r1cArAtiiii) 4 , EXISTING BEDROCK LOT 1 ^� 13,551 S F� . � : DECIDUOUS TREE °o � A� ly . i 4 / CONIFER TREE ' ' //,% j , of / / / / // /4i/ i . '• SHRUBS / PLANTINGS ' / /, / 1 j / // CLEARING/IMIT // MINIMUM TREE DENSITY //` / /// •/" ;/ - ; /, J/ i ANAGOAiESH MCO= 1650.010 J / Calculation of the Total Tree Units Required.The total number of tree units / // j / , ; // / required to be provided by a regulated project or tree conservation permit ' / / // .o;o. / approval listed In Section 16.50.100 shall be calculated by dividing gross site ;' J i area,minus any public or private street rights-of-way,by one thousand Table / / j/ ' 16.50.120(D).The result of the calculation will be the total number of tree units / �' 1 7If frequired for the project approval within the building site. j + I `•\ .j \.. \ r1: eI /1 / 's, �''\ .1') , 'a`u Sl��'F. ..:N. LOT SIZE:13,551 SF TREES REQUIRED: 14 I 1 \\ I ,� " LOT INFORMATION ,' ;� I ii / (y ®. .�.i, LOT SIZE: 13,551 SQ.FT. (31 ac) / ,r I / i 1— / I 1 S 1I1 / / / 1 - CLEARING LIMIT AREA: 10,791 SO FT ! I 1 1 ' / ry MAX BUILDIN: COVERAGE(35%)=4,143 SQ.FT. ! • /r i r V' °;*>4* t: � , / / / ' / ACTUAL BUILDING COVERAGE(34.11%)=4,104 SQ.FT /` / !I 1 / J / I 1 / • ii / j i r IMPERVIOUS AREAIN/ROOF OVERHANGS:5,086 SQ.FT. / / / j ' ' / /%! / i i 1 / O IMPERVIOUS DRIVEWAY&SIDEWALK AREAS: 1,114 SQ.FT. TOTAL IMPERVIOUS AREA:6,560 SQ.FT if. / i/ / �////ij� '-,1'-,1' , r / /' ' / ' / 4 1� j r 1/ PARCEL# P ' / / -� j ADDRESS: 3922 ROCK RIDGE PARKWAY,ANACORTES,1NA18221 /// // / / // JJ/ %r." iONER: NELSON ,/ ///, ,/=, ,, TOPO COMPLETED BY: DALE HERRIGSTAD PE, PL5 /, �' i ; / // `.: / // / / / / , , , i/ / , „,/ ---- ...,/ / , i i / / % j / i ti j��i"/ ' % .�l / / /yam' /'/�/ CLAN AREAS / / ; /� _ / �- `) / j�,,/ i //' LOT 2 MAIN FLOOR 3,044 SQ.FT. ,/, / �+, j- 11 842 5F TOTAL LIVING AREA: 3,044 5Q.FT. , / j/ ,.- ) / ,,f 11 �'i 3g24 / ,I f , / i / UTILITY 63 SQ.FT. / / / GARAGE 1 ,013 SQ.FT. / j i / / (COVERED 124 5Q FT) / / i ENTRY PORCH (UNCOVERED 10 5Q FT 234 SQ.FT / f :,`� i' t 1 ) , / • , / / / OPEN DECK 306 SQ.FT. ai it ' / , / / ._.•••_, .. j J / / , COVERED DECK 171 SQ.FT / / J' '� NOV O 3 2011 HERRIGSTAD ENGINEERING PS Civil Engineer 4320 Whistle Lake Road Oak Il er igstad, P.E. Anacortes, WA 98221 (360) 299..88(14 3922 Rock Ridge Parkway Avenue Nelson Home Site . DRAINAGE ANALYSIS November 2,2017 Job # 2017-140 Prepared By: Dale K. Herrigstad P.E. ORR.to, ),� `vr r S/ONAL G 1��2' Owner: Strandberg Construction PO Box 319 Anacortes, WA 98221 The stormwater plan will be based on the requirements of the 2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) 6 Minimum Requirement#3: Source Control of Pollution 6 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls - 6 Minimum Requirement#5: On-site Stormwater Management 7 Minimum Requirement#6: Runoff Treatment 7 Minimum Requirement#7: Flow Control 9 Minimum Requirement#8: Wetland Protection 9 Minimum Requirement#9: Operation and Maintenance ATTACHMENT A Developed Site Conditions ATTACHMENT B DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT C DOE BMP Figures ATTACHMENT D Soil amendment requirements PROJECT DESCRIPTION This project is to construct a 4,704 square foot home and 1,774 square foot driveway & sidewalk areas for a total of 6,860 square foot total impervious area on a 13,551 square foot lot at 3922 Rock Ridge Parkway. See ATTACHMENT A. EXISTING SITE CONDITIONS The 13,551 square foot or 0.31 acre site is mostly cleared with some brush and trees along the northern border. The upper portion of the site near Rock Ridge Parkway has a slope of 5% to the northeast and the northern portion of the site slopes at an average of 28%. The site north of this lot slopes at 28% or greater. The underlying soils on the site or very shallow with rock at 1 to 2 feet below or with rock at the surface on the steeper slopes. 60- Pew Dc g_S !, I) I S C.V..SS ThtS , ....Ef..4.23 44 ST/.D *04%14 V IIMEA 4 at.t„w�� 1=1 ts_o `ro (Seer''Fee � �K%S , 1 F S O `P LOAS P .''Gt u.r...bE. a Q $.Q v pr-vi c tJ Pee- S 'DC Tin'S s-s'..ao( CM. -D122+1►44 1£. Fs-;'cae-'z-• 1.4 Nor Pc.1sAa {,-t041 1.-L4..d�,Fl.ems$) P •ESS s•or1 Al-- ?EFL T-1,l . l Ap p S 5 I 3 I. DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure 1-2.4.1 Flow Chart: Does the site have 35%or more of existing impervious coverage—No .`��� Does the site add 5000 square feet of new impervious surfaces—Yes ~� Does the site convert 3/4 acres or more of native vegetation to lawn—No / la 2 tr, Does the project have 2,000 square feet of new impervious surfaces—Yes `go19q� P "ivi - Minimum requirements#1 through#9 apply to this project. (See flow chart in vy `'4"no`� o ? ATTACHMENT C) �o QU • 2 4, 11 Minimum Requirement#1: Prepare a Stormwater Site Plan. Q4,o'9 h\Y'�,v , y�1° igb 0 0 Volume 1, Chapter 3 steps (page 3-1). b a�h 2 Step 1. Collect and Analyze Information on Existing Conditions.' 4 � Pr • • Qi The site slopes at an average of 27%at the northend of the proposed house. The site is o �. cleared with some trees bordering the northern boundary. An existing home under di 1 /..- 1 4 construction lies to the east and empty lot to the west. A open space Tract A lies to the At ® g IL north and Rock Ridge Parkway to the south. Site flow currently sheets into the open • 4 space Tract A to the north and is mostly steep slopes of 28%or greater. Z The site soils as discussed above are found to be shallow with rock lying at 0"to 24" below the surface with mostly no soil cover on the steeper slopes. 1 g 1 i Step 2.Prepare a Preliminary Development Layout. I' t During construction approximately 11,000 square feet will be disturbed. A proposed .n 61 A layout is attached as ATTACHMENT A.-� ,) " '44 Lz `+r T" W44 4t Step 3.Perform an offsite analysis: �J trirt. l Qm�T• Z s AR' R rds.../T--ra RC--- t...--- 4 The property to the north is a Open Space Tract A. ‘'` r 2-? %¢ .a ?LA"-, D p-SP.Ct— Step 4.Determine and Read Applicable Minimum Requirements. 1:'' ''9°T-r T Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is over 5,000 square feet at 6,860 square feet. Minimum requirements 1 through 9 are required. Step 5.Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment A. LID options will be addressed in Minimum Requirements#5 below. Due to shallow impervious rock throughout the site and steep slopes downhill of the site the storm proposagto pump j storm water to the drainage system in Rock Ridge Parkway. _ i�„ ►��a;'sr c.'S p ®tom Step 6. Prepare a Construction Stormwater Pollution Prevention Plan. Pt_coh�E.t. See minimum requirement#2 below for SWPPP. Step 7. Complete a Stormwater Site Plan: The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above. 1,1, c Step 8. Check compliance with all applicable minimum requirements: p oMls To take place during review and during and after construction. s t S i e 1 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention(SWPP) ul This project must meet the 12 elements of a SWPP because the site exceeds the threshold of e11.2)0h% 2,000 square feet of new impervious surfacing. .R vD up,,� a'i-- I. Preserve Vegetation/Mark Clearing limits: The site perimeter will be clearly ��v�.) ��v\ defined with orange construction fencing along the north, south and west boundaries ,�°� ',,`•u `V Silt fencing will border the eastern downhill boundary of the site. �ti 94 � of r) — 2. Establish Construction Access: A construction entrance will be installed at the L'aa, ‘-?, Nrf4z_ew -$ driveway entrance from the adjoining common access road and constructed to the ,..�v. ).,�3'°� w� 9 ` ,,DED DOE Figure II.4.1.1. See ATTACHMENT B. Locations noted on ECS plan. y Provide sediment removal from the street(e.g., shoveling, sweeping,pickup)when J h. ever sediment is tracked off site. ''' 3. Control Flow Rates: During construction the native vegetation to the north will provide significant flow rate control. See ATTACHMENT B. lr•rEp1A�rLY 4. Install Sediment controls: In addition to silt fencing(DOE Figure 11-4.2.12) additional controls may be required for sediment control. Silt fencing will be t - a� L. N provided on the north side of the disturbed site as practical due o ro ee �s-'J�Rt7 Z'S o, 1 ATTACHMENT B. tie pc.. 5fvws 0/ C t...) u4.T Va r 5. Stabilized Soils: Disturbed soils shall be stabilized within two days during the wet P` .�q season(Oct. 1-April 30) or seven days in the dry season(May 1-Sept 30)with I seeding,mulching, plastic covering or hydro seeding. Install crushed rock surfaces as E, b soon as final grades are achieved. Also to be noted in erosion control notes on ECS plans. t' v to 1 b N 1 ra z. iir T carJ o P S f 1. T`t.LIMING 1E- P T- Z.S. Z. C-4A. +-�+ S 0 6. Protect Slopes: The sites slopes are steep and disturbed soils shall be protected with �, -4 the following suggested BMPs. 4wvsv 5 5 plus '-1'' S A,�evc, , a. BMP C120: Temporary and permanent Seeding t 14, C 2 3 S L.,,, -Lf..s v b. IMP C121: Mulching c. BMP C122: Nets and Blankets C 1 3 0 t4S2-VA-C-11-- d. BMP C123: Plastic Covering 04 pF,, e. BMP C124: Sodding ‘It ( f. BMP C205: Subsurface Drains ®-) 7. Protect Drain Inlets: Catch basin insert filters shall be installed in catch basins in' P � Rock Ridge Parkway. 1,-.15T ,ta ' 1'kA,I)'TO£ Up s pa-10c, c.,,,.'Cr. 8. Stabilize Channels and Outlets: There are no channels or outlets on this site. 9. Control Pollutants: All pollutants including waste material and demolition debris will be contained and disposed of off site. Chemicals, liquid products and petroleum products will be keptR,ocked, covered and secure locations. The contractor shall have a spill containment p�aan for inadvertent equipment failures with appropriate absorption towels on site at all times. $hp C.t S 4 c,041c., W Iksk a«,i Si-t v,.,, a N pt-.& 10. Control De-Watering: If dewatering the foundation is required it should be discharged to a sediment bag or allowed to settle out before discharging to the downstream system. Clean,non-turbid dewatering water may be discharged to downstream drainage system. 5 1L Maintain BMPs: All temporary and permanent Erosion and Sediment Control(ESC)BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification(see Volume II of the SWMMWW or Chapter 7 of the SWMMEW). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized,the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally,protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction,the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. 12.Manage the Project: The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection,maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. t(i o C.Sw 4S' o „Siteinsp 'ons and onit ing will be conducted in accordance wi pecial Condition S4 of the Construction to ra ermit(CSWGP). Sam lingloca ' e indicated on the Site Map, ampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. - o T -SPP w ' ame , and implemented in accordance with Special,Co i ions S3, S4,and S9 o e P� As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current, This site is less than 1 acre in size and will not require a CSWGP permit from the department of Ecology. 13. Protect Low Impact Development BMPs: Due to the infeasible infiltration potential of this site,Low impact BMPs will not be utilized. L I A 8 roc 41 64, dsr1 5 PT- tz #60v1Zb Ps)IF-PED '�� 1- 1E" Pic., i { 1 6 Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain, especially on steep slopes. Covering the slopes as discussed in the SWPPP shall be implemented. 40114 4 C. e,-t s'r ,-er.a •) 6c3ust[. L Ga m j3 ow`tJPPP loci.. 10 reS•tTf iLs Gam:•. Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site naturally sheets to the North and into the Open Space Tract A. Due to the steep slopes and concerns of the neighbors north of Tract A of additional storm water the storm water will be pumped to the Rock Ridge Parkway Drainage system and will be conveyed to the RockRidge detention pond in Minnesota Avenue and W 9th Street approximately 1750 feet downstream from this property. ?,,�.s D o s L,..s S 4t B.J g-!c•s . S r O- GivawE.►tra-Li Fi-e)►-,s a W "'Ilk Yx- -Pea o To 4„ ,,r -r x- urruou.,4Rw.1' triM +� go.•..n Dtttnia-+a '`{ Minimum Requirement#5: On-site Stormwater Management 1-44•"- %i MION'LA f sAr'. - ClarA4.L As indicated above the impervious rock layer lies 0"to 24"below grade. The downhill poirtion ,,�, p rzr of the proposed house will lies on a slope of 27% or greater. See ATTACHMENT A. BMP T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas: "-xs All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT D. ks� Ni OF.A.s 113k4 r;Le GRa t.A.a4 r.2- PER LIST#2 because the site triggered Minimum requirements#1 through#9 . 1 ' ' (oto41" BMP T5.30: Full Dispersion-Not feasible do to no native vegetation on this property iov and flow path exceeds 15%for 20 feet or more. - w //�S$a J( V '•dec ~ BMP T5.10A: Downspout full infiltration-Not feasible due too l allow impervious rock at 0" to 24"below grade and steeps slopes greater that at the downhill side of the proposed house. VOA t'Y < 3 Ptfi. • L. s BMP T7.30: Bioretention Cells, Swales,and Planter Boxes-Not feasible due to "-so' or -u 40. shallow impervious rock at 0"to 24"below grade and steeps slopes greater that 25% at SLv7 the downhill side of the proposed house. V W 1 ( 3' P/te"tsuCr sa, BMP T5.10B: Downspout Dispersion Systems-Not feasible due to steep slopes greater that 15%below the discharge point. OA u 4, V to JJ Fes,,.,PAn, G•woxaR7+4Ls.a S o ?A°"- BMP T5.10C: Perforated Stub Out Connections-Not feasible due to shallow > t' % SF impervious rock at 0"to 24"below grade and steeps slopes greater that 25%o at the downhill side of the proposed house. Per o x) 1 T IC'` �e.,.r• fi.op OTHER HARD SURFACES (driveways and patios) L-1 1 ►°to get Mao F BMP T5.30: Full Dispersion-Not enough length anti native vegetation on site and flow path exceeds 15% for 20 feet or more. 4. 6' 1 Nhoc%✓f- vh,40-40,.,� BMP T5.15: Permeable Pavements-Not feasible due to shallow impervious rock at 0"to 24"below grade. w lw l a faO' Faa rti Tot'o P sag 7 Lo% BMP T7.30: Bioretention Cells, Swales, and Planter Boxes-Not feasible due to .F shallow impervious rock at 0"to 24"below grade. Id 1ilr+• u So' -sor eG S'-.,r1- ZA Z BMP T5.12: Sheet Flow Dispersion-Not feasible due to steep slopes greater that 15% below the discharge point. BMP T5.11: Concentrated Flow Dispersion-Not feasible due to steep slopes greater that 15%below the discharge point. 7 Minimum Requirement#6: Runoff Treatment Threshold requirements for determining the applicability of runoff treatment. Projects in which the total of pollution-generating hard surface(PGHS) is 5,000 square feet or more in a threshold discharge area of the project, or Projects in which the total of pollution-generative pervious surfaces (PGPS)-not including permeable pavements-is three-quarters (3/4) of an acre or more in a threshold discharge area,and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The total PGHS projected for this site including roadway and driveways is 1,774 square feet and less than the 5,000 square foot threshold. tr+ f-Y t I R © —1 *-u-T" ©f- tS 4-1-w1> , Dt to t-ri ot= 'P4 IS The total site is 0.31 acres and less than the% acre PGPS threshold. Treatment is NOT required. Minimum Requirement#7: Flow Control Threshold requirements for determining the applicability of flow control. • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area,or • Projects that convert 3/4 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold dis-charge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site, or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a 0.15 cfs increase using 15-minute time steps). The new impervious area of 6,860 square feet is BELOW the threshold discharge area of 10,000 square feet. The overall site is less than 3/4 of an acre ? pf-4. ,,OP The increase in flow for the 100-year flow frequency is 100 year PREDEVELOPED (forested) 0.102 cfs WO• 100 year DEVELOPED 0.193 cfs 5451 Increase in runoff is 0.09 cfs and LESS than the 0.10 cfs •� ig,9 o, vg Flow Control is NOT required. (e011%.610 S (tea$$ .Sp P The concern for this lot as well as adjacent lots is that the discharge to the down hill neighbors is not advised due to steep slopes and the inability to infiltrate. We propose to pump the storm water collected from the roof and driveway in a cistern and pump it back to the Rock Ridge Parkway drainage system. The basin will be a minimum of a few hundred gallons and the pump 8 should be designed to handle 0.09 cfs or approximately 41 gpm to handle up to the 5 year storm event. The overflow for the extreme storm events will be designed to discharge down slope and disperse over the down hill rock slope. Detention has been designed into the Rock Ridge development including Phase 4 which includes this lot. There are no open swales or ditches for '/4 mile from the discharge point of this lot. WWHM2012 PROJECT REPORT Project Name: wwmhl2 Site Name: Nelson House Site Address: 3922 Rock Ridge Parkway City : Anacortes Report Date: 11/2/2017 Gage : Burlington Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.80 Version Date: 2016/02/25 Version : 4 .2.12 PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre SAT, Forest, Steep .31 Pervious Total 0.31 Impervious Land Use acre Impervious Total 0 Basin Total 0.31 MITIGATED LAND USE Pervious Land Use acre C, Lawn, Steep .11 Pervious Total 0.11 Impervious Land Use acre ROOF TOPS FLAT 0.12 DRIVEWAYS MOD 0.04 Impervious Total 0.16 Basin Total 0.27 9 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.31 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.11 Total Impervious Area:0.16 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.001283 5 year 0.00561 10 year 0.012734 25 year 0.031697 50 year 0.058338 100 year 0.102426 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.058344 5 year 0.085749 10 year 0.107107 25 year 0.138032 50 year 0.164114 100 year 0.192967 / Minimum Requirement#8: Wetland Protection ski trite. The downstream system is enclosed to the detention/water quality pond over 'A mile downstream of this lot. The Pond discharges to a open swale for a few hundred feet before enter an enclosed drainage system to Guemes Channel. Mt_ o p s vj6-01- '. 3 GAP-ss.P.) AS A "r4,P11_Ili kf - rm?.'11`2' Minimum Requirement#9: Operation and Maintenance The drainage system within this project will remain private and the responsibility of the homeowners for which it serves. The maintenance requirements for the downstream detention pond is the City of Anacortes. Figure I-2„4.1 Now w Chart for Deterfrilaii,r !n a Requirements for New Develop util TO: Start Here Does the site have 35% Yes See Redevelopment Minimum or more of existing Requirements and Flow Chart impervious coverage? (Figure I-2.4.2). No Does the project convert 3/n �► acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5,000 square feet, or NO convert 2.5 acres or more of greater, of new plus ► native vegetation to pasture? replaced hard surface area? \No Yes Yes Does the project result in 2,000 •' square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. Does the project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. No r Minimum Requirement#2 applies. Figure I--2.4. 1 . 1111 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June2015 ECOLOGY Please see http://www,ecy.wa.gov/copyright,htrnt for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume I - Chapter 2 -- Page 37- ATTACHMENT C ATTACHMENT D 4 PAGES BMP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater func- tions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, com- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines • Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter 5 - Page 911 ATTACHMENT D to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved" amendment rates can be met only using compost meeting the compost specification for BMP T7,30: Bioretention Cells, Swales, and Planter Boxes (p.959), with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 OF 4 Volume V- Chapters - Page 912 ATTACHMENT D More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not corn- pacted, does not need to be amended. Planning/Permitting/InspectionNerification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalmon.orq/pdf/Soil BMP Manual.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. • Plant vegetation and mulch the amended soil area after installation. • Leave plant debris or its equivalent on the soil surface to replenish organic matter. . Reduce and adjust, where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905) • BMP T5.11: Concentrated Flow Dispersion (p.905) • BMP T5.12: Sheet Flow Dispersion (p.908) . BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939) (for public road projects) 3 OF 4 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5 - Page 913 ATTACHMENT D Figure V-5.3.3 Planting bed Cross-Section Mulch -— �- Loose soil with visible dark organicbmatter ii '-'7,F2___ ----J/ 4" Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Storm water Management Manual for Western Washington,2010,Washington Organic Recycling Council NOT TO SCALE iWEIIII Figure V-5.3.3 IIMIL Planting Bed Cross—Section DEPARTMENT OF Revised January 2016 ECOLOGY Please see http://www.ecy.wa.gov/copynght.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington 4 OF 4 Volume V- Chapter5 -Page 914 ATTACHMENT D Ingalls, Paul From: Kennedy, Jack Sent: Tuesday, October 10, 2017 3:51 PM To: Ingalls, Paul Subject: RE: Fire Sprinkler SFR The access issue on this property was the 150 foot distance from the engine, around both sides of the residence. This also appeared to be compounded by the slope. Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-3437 Cell From: Ingalls, Paul Sent:Tuesday, October 10, 2017 3:16 PM To: Kennedy,Jack<jackk@cityofanacortes.org> Subject: Fire Sprinkler SFR Jack, Bob Nelson visited the building dept.this morning to discuss the possibility of not installing fire sprinklers in the proposed home at 3922 Rock Ridge Parkway. You had looked at the plans October 4t'and determined that sprinklers will be required based on fire flow and access issues. Bob pointed out that the distance from hydrant#858 to the lot is less than the Maximum listed in 1FC Table C102.1 for the 1750 gpm fire flow.That is all that is required due to his fire area of 4,360 s.f:. Please take another look at this. If you would be satisfied by either another fire flow test from#858 or from the new untested hydrant that is closer to the lot,they might want to do that, but not if you will require sprinklers anyway. I believe you stated an access issue. Is it the hose lay distance? Please respond when you are able.They want something in writing(email ok). Paul Ingalls Plans Examiner City of Anacortes (360)293-1908 1 Ingalls, Paul From: Fyrrce, Groc Sent: Tuesday, October 17, 2017 12:37 PM To: Ingalls, Paul Subject: FW: 3922 Rock Ridge Parkway Status Hi Paul, Will you please let me know what is going on with this permit? From:Jason Sterling [mailto:jasons@strandbergconstruction.com] Sent:Tuesday, October 17, 2017 10:03 AM To: Fyrrce, Groc<gfyrrce@cityofanacortes.org> Subject: 3922 Rock Ridge Parkway Status Hello, Looking for a status update on 3922 Rock Ridge Parkway. Thanks! Jasoi&sterLi,vt.g Strandbe 2018 R Avenue Anacortes, WA 98221 Ph#360-293-7431 ext. 218 Cell#208-949-9138 Fax#360-299-8660 Ingalls, Paul From: Measamer, Don Sent: Thursday, October 12, 2017 8:03 AM To: Kennedy, Jack; Fyrrce, Groc; Ingalls, Paul Subject: 3922 Rockridge Parkway HI Jack, Do you have a few minutes to come by and chat with us on 3922 Rockridge Parkway today?Thanks Don Measamer, Director I Planning,Community& Economic Development Department P.O. Box 547 Z 904 6th Street I Anacortes, WA 98221 360.299.1942 (work) don@cityofanacortes.org 1 Ingalls, Paul From: Ingalls, Paul Sent: Tuesday, October 10, 2017 3:16 PM To: Kennedy, Jack Subject: Fire Sprinkler SFR Jack, Bob Nelson visited the building dept.this morning to discuss the possibility of not installing fire sprinklers in the proposed home at 3922 Rock Ridge Parkway. You had looked at the plans October 4th and determined that sprinklers will be required based on fire flow and access issues. Bob pointed out that the distance from hydrant#858 to the lot is less than the Maximum listed in IFC Table C102.1 for the 1750 gpm fire flow. That is all that is required due to his fire area of 4,360 s.f.. Please take another look at this. If you would be satisfied by either another fire flow test from#858 or from the new untested hydrant that is closer to the tot,they might want to do that, but not if you will require sprinklers anyway. I believe you stated an access issue. Is it the hose lay distance?Please respond when you are able.They want something in writing (email ok). Paul Ingalls Plans Examiner City of Anacortes (360)293-1908 1 VARIES(SEE CONTRACT) BROOMED [ (SEE NOTE 1)--� VARIES(SEE CONTRACT) ,J FINISH(TYP) 1 I BROOMED DRIVEWAY �i� // ' L�I 3/8"(IN)EXPANSION JOINT(TYP.)- I FINISH(TYP) CEMENT PEDESTRIAN CURB(TYP.) SEE STANDARD PLAN F-30.10 (SEE NOTE 1)-� ENTRANCE (WHEN SPECIFIED IN CONTRACT) SIDEWALK I / SEE STANDARD PLAN F-10.12 _yi 3"(IN)R. (TYP.)`SEE STANDARD / `\�\�-� (TYP.) 3/8"(IN)EXPANSION JOINT / CEMENT CONC.SIDEWALK CEMENT CONCRETE SIDEWALK (TYP.) \1 PLAN F30.10 // 1E I \ 9E, MATCH SIDEWALK WIDTH i _ A // j j/�/' (SEE CONTRACT) I \ \. ��� I /� I /~ \\ 1 7 / i 7 / �o ;//� (SEE CONTRACT) \ I I i I PLAN VIEW O CEMENT CONCRETE / CEMENT CONCRETE CURB 1 DRIVEWAY AND GUTTER(SEE NOTE 3) 5'-0" 2'-6" TAPER(TYP.) `\,_ DRIVEWAY ENTRANCE TYPE 1 CURB AND GUTTER (SEE NOTE 3) NOTES (TYP.) (TYP.) PLAN VIEW C SIDE SLOPE(TYP.) 1. When the driveway width exceeds 15'(ft), construct a full depth TYPE 2 15'MAX.(SEE NOTE 6) VARIES 15'MAX.(SEE NOTE 6) expansion joint with 3/8" (in)joint filler along the driveway centerline. 1rz"(IN)UP BETWEEN GRADE (TYP.) -(SEE CONTRACT)w (TYP.) See Standard Plan F-30.10. Construct expansion joints parallel ROADWAY GUTTER BREAK \ GRADE - GRADE BREAK with the centerline as required at 15' (ft) maximum spacing when (SEE CONTRACT)_ (SEE CONTRACT) AND CURB,OR SEE �I t * BREAK NOT STEEPER THAN / ** Q driveway widths exceed 30' (ft). + CONTRACT PLANS ____,„___ ROAD GRADE • ' :, , J - • • - details. 1/2"(IN)R.(TYP.) I c - DEPRESSEDAND 2. See Standard Plan F 3010 for sidewalk + + 1, GUTTER(SEE NOTE 3) ` i \- PEDESTRIAN RAMP 3. Curb and Gutter shown;see the Contract Plans for the l,.•...................-.-. I- ;� PEDESTRIAN RAMP-' d curb design specified. See Standard Plan F-10.12 for CEMENT CONCRETE 3/8" Curb Details DRIVEWAY , / //1 SIDEWALK(TYP) SECTION O (IN)EXPANSION JOINT(TYP.)-SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures,junction boxes (SEE NOTE 7) SIDEWALK -' DRIVEWAY RAMP or other obstructions in front of driveway entrances. 3/8"(IN)EXPANSION JOINT(TYP.)•-J 1/2"(IN)LIP BETWEEN 5. Where"GRADE BREAK"is called out,the entire length of the SEE STANDARD PLAN F-30.10 ROADWAY GUTTER SECTION 0g (SEE CONTRACT) (SEE CONTRACT) / AND CURB(OR SEE line between the two adjacent surface planes shall be flush. 1/2"(IN)R. t / CONTRACT) LEGEND 6. The Pedestrian Ramp length is not required to exceed 15 feet (TYP.) -\ , DEPRESSED CURB (unless otherwise shown in the Contract Plans).When applying SLOPE IN EITHER DIRECTION \ (SEE CONTRACT) I - AND GUTTER the 15-foot max. length (measured from back of sidewalk)the 1.5%OR FLATTER RECOMMENDED FOR �� * iD �. (SEE NOTE 3) of thepedestrian rampis allowed to exceed8-3%. * DESIGN/FORMWORK(2%MAX)runningslope p i'. Use a single constant slope from bottom of ramp to top of pTT Z� rampto match into the sidewalk over a horizontal distance 7 5%OR FLATTER RECOMMENDED FOR c�C R l 1, DRIVEWAY RAMP * * DESIGN/FORMWORK(8.3%MAX.) • g p4 AsH! �•� \, DRIVEWAY 3/8"(IN)EXPANSION JOINT(TYP.)- of 15 feet. (SEE NOTE 6) 5�� �70y'� (SEE NOTE 7) SEE STANDARD PLAN F-30.10 7- Beyond limits shown. Pay item does not include driveway. 6 - 0 SECTION O See Contract Plans. r�.- J0 __"CEMENT CONCRETE DRIVEWAY ,Q N,i•c4:,; ,C. ENTRANCE TYPE 2"PAY LIMITS .p ^"%/Ai i' w ae "CEMENT CONCRETE DRIVEWAY 1O CONTRACTION JOINT(TYP.)-SEE STANDARD PLAN F-30.10 O� icy 26680 4O •�C, w ENTRANCE TYPE 1"PAY LIMITS + FOR RAMP LENGTHS GREATER THAN 8'-0"PROVIDE \ 4'S, C15Tt;� \ +... CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN.OC. \ 8 TONAL �'� + Z,cllcr•Scott DRIVEWAY / �� Jul1220164;26PM qa (SEE NOTE 7) \ +! DRIVEWAY 0 y �' (SEE NOTE7) '� C MENT CONCRETE • +'/ DRIVEWAY ENTRANCE + TYPES 1, 2, 3, & 4 ++ CL.4000 CONCRETE �-• CL.4000 CONCRETE _� PER STANDARD SPEC.8-06.3 PER STANDARD SPEC.8 06.3� �i STANDARD PLAN F-80.10-04 • // '_ ' SHEET 1 OF 2 SHEETS ' APPROVED(JE FOR PUBLICATION �- /,/�/ � '/ / e4'Efte4c. 94 )Jul S 2016a227 PM 1.„„7 STATE DESIGN ENGINEER "✓ ISOMETRIC VIEW ISOMETRIC VIEW Wmhinglon Stahl Deportment of Transportation TYPE 1 -' PAY LIMITS TYPE 2—PAY LIMITS GROOMED VARIES 1 3/8"(IN)EXPANSION JOINT(TYP.)-• 1 FINISH(TYP.) I I (SEE CONTRACT PLANS) SEE STANDARD PLAN F-30.10 I tS CEMENT +1 o ��,. ,�./ MATCH SIDEWALK WIDTH CONCRETE .k \\\�\� � (SEE CONTRACT) SIDEWALK + , 1 Y.\MATCH SIDEWALK WIDTH 1 \ (SEE CONTRACT) . 6'-0" VARIES t I '5++` �,r-- ~~\\ r/ i/ I� t--- - - (SEE CONTRACT) - L 1 ,• I T i ! 318"(IN)EXPANSION JOINT(TYP.)- j �' + ��\\������ U SEE STANDARD PLAN F-30.10 //// UO •\\\\\ RED F NIOSHM TYP.) " \'0., ' 1 z \ \ •''' ..- z 7 :.,. / / ,\ (SEE NOTE 1) CEMENT CONCRETE DRIVEWAY ENTRANCE\ (SEE NOTE 1)-� CEMENT CONCRETE\ • BUFFER STRIP(TYP.) © -2'-6" 2'-6" CURB AND GUTTER SIDE SLOPE(TYP.) F CURB AND GUTTER - ' (TYP.) (TYP.) (SEE NOTE 3) (SEE NOTE 3) PLAN VIEW PLAN VIEW w DRIVEWAY ENTRANCE g TYPE 3 SIDE SLOPE(TYP.) TYPE 4* J ', cc ++I THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE U- { j m g MATCH SIDEWALK WIDTH (SEE CONTRACT) (SEE CONTRACT) p 1/2"(IN)R.(TYR.) \ - - •-i i (SEE CONTRACT) DRIVEWAY 1/2"(IN)LIP BETWEEN ROADWAY I^ 1/2"(IN)LIP BETWEEN ROADWAY (SEE NOTE 7) \ ;o O GUTTER AND CURB(OR SEE 112"(IN)R.{TYP.} to I tO J GUTTER AND CURB(OR SEE '- I / CONTRACT) ) CONTRACT) SIDEWALK -1/ I DRIVEWAY J DRIVEWAY i (SEE NOTE 7) DRIVEWAY / RAMP DEPRESSED DEPRESSED F-30 3/8" IN EXPANSION JOINT( - __/ CURB AND GUTTER RAMP SECTION F CURB AND GUTTER SEE STANDARD PLAN F-30.10 (SEE NOTE 3) (SEE NOTE 3) SECTION 10 ce"1T z. 5��oV wASy,A,<p ENTRANCE TYPE 3"PAY LIMIT /\ ,:k.,4. tvo r1 "CEMENT CONCRETE DRIVEWAY � -�//�/1.115'' 4,1� ENTRANCE TYPE 4"PAY LIMIT O $ 28680 'O DRIVEWAY j:--- ....•-- " /'', A F Q+ 4 (SEE NOTE 7) 'I` ` +• l:���_ 1tit / ex; T �,' l SW ` CL 4000 CONCRETE \� ` `��I /� DRIVEWAY PER STANDARD SPEC.8.06.3 i'' Ilan-Scott f, (SEE NOTE 7) - 1Sjy�� Jul IS 20167:07 AM // CEMENT CONCRETE / CL.4000 CONCRETE �% DRIVEWAY ENTRANCE r �� PER STANDARD SPEC.B-06.3 '' TYPES 1 2 3 81: 4 i~—�- s"' _ /� STANDARD PLAN F-80.10-04 •"`/ j--'�J /'�" ✓ SHEET 2 OF 2 SHEETS /j' 4� APPROVED N Jul01612:22 PM i ISOMETRIC VIEW ISOMETRIC VIEW r:,. TYPE 3-PAY LIMITS TYPE 4"-PAY LIMITS + STATE DESIGN ENGINEER Washington Slat.Dopartmant of Transportation ANACORTES PUBLIC WORKS DEPARTMENT 0S1 :.0. Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 40, W E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 10016 Memo Date: September 11, 2017 To: Paul Ingalls, Plans miner From:Steven Lange Subject: Site Plan Review#1 for 3922 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted site plan for 3922 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on September 11, 2017. • 09-08-17: Submittal to Public Works Engineering • 09-11-17: Public Works review and memo back to Building Department The following comments are provided: • The referenced detail for the driveway type was not part of the routed submittal. The detail should be the WSDOT Standard Detail F-80.10-04, Type 1. • Provided for the applicants convenience and use as part of the Site Plan: • WSDOT Standard Detail F-80.10-04 r,,T,, • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste I � • Transportation•Equipment • Capital Projects • Development Services 4`W •,,„,. -,, LOT 1 / 13,551 SF / . o.: 3c122k A\ co , , // / -// ,'-7 ' y•/ 7 t. . / / /1/ ,,.' , / / 4, / , / / / r , / .,/, GLEARINGp_IMIT / /// /'/ / ----> - / / • / I, 7/1( 1/( in 1 ) \‘'\ '' • ''''' ;)ij 1* % ''% 1 i ts- A, : .../ ..' 7 . yr ) i e , , i ' N ,, ;- ;,g,/,- / / . , 4 , ./\ „, : l / / „/ / / / / ()// . / / / I . , / / , , i i ' / , / / / / / / i / / / / , / / / / / / / / / / i os? ; \ ,-:„; ,/ / / / / / / ' , ,, i 4,,, 2 ' / , / / / / ( 1 j / 2,/ i , / _.__,,, , i I i ,) , / // , ,„,- / i: / / , ,,<-7-,-:-_-_:::=-_,.// /, / :, / / / ,, / / 4„;,-„,-.„>;-,--:,_--- .., 03..)/ / /7 7v,./ .-- --;.- ,-----2')X / - /./ / /&/////.///' ,--1_-•-7 //// • / ////1/// / / / •-- -7 // / //,/,,/, • „ // / ,/ / . //7 PLAN AREAS 1 / ,,---,),,,•/` ; / / / / :MAIN FLOOR 3,044 SQ.FT. 4.------ /,•1/ / 7/ / / LOT 2 / / - 7 / / , - /// ( 11 ,8,42 SF .7 TOTAL LIVING AREA: 3,044 SO.FT. 77//) // / l / //1/ 3124 : / i / I / / , / / / I/ \ „/ / // „/ : UTILITY' 63 50.FT. '/ //// / ,/ ) / / / / / • / / ,•4 _.}. . / / GARAGE 1,013 562.FT. /-- ; / / „ / / N / / / / / / /; / / , , / / i I / 1 ENTRY PORCH =,PTREp 1.t r 234 562.FT. /,/ // / , / „ / / , / / / // .., / / / .,, ik / // / / 7-- / / / i ._., I OPEN DECK 306 SO.FT. Al , ,„ , ,/ / „ ,,„ / , / „, .. .,,, ,, , , ,, / / / / ....„. , IOVERED DECK 119 sa.FT. my //,' / 7 / / / / , / ., , / / / / /, .., ANACORTES PUBLIC WORKS DEPARTMENT Gto o Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 �Jr �V E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: November 8,2017 To: Paul Ingalls, Plans Examiner From:Tim Hohmann for Steven Lange Subject: Drainage Plan Review#2 for 3922 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted Drainage plan for 3922 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on October 17, 2017. • 10-11-17: Submittal to Public Works Engineering @ 4:50 pm. • 10-17-17: Public Works review and memo back to Building Department • 11-6-17: Submittal to Public Works Engineering • 10-8-17: Public Works review and memo back to Building Department A drainage report addressing Minimum Requirements#1 to#9 and a Geotechnical Report were provided by the Planning Department to Public Works Engineering for review. The following comments are provided: Generally: • A site plan and details prepared by Strandberg Design dated 9-11-17 were attached to a drainage report prepared by Herrigstad Engineering dated November 2, 2017. There are multiple discrepancies in both the construction stormwater BMPs and the permanent stormwater facilities shown on the site plan and addressed in the drainage report. It appears that the site plan and drainage report were not prepared in conjunction with one another. Please bring these two documents in to agreement and resubmit. Despite these discrepancies I have reviewed the drainage report so as to facilitate approval of the drainage report and plans in as few resubmittals as possible. • The Geohazard Evaluation prepared by Geotest dated 9-22-17 provided does not address the minimum information for projects required to meet minimum requirements #1 to#9 per 1-3.1.1 of the DOE Manual. • See red lined markup of site plan attached. Of particular concern on the site plan is the deck roof area that is proposed to runoff down the steep slope. This water should be redirected away from the steep slope. Page 2 Drainage Report: See redlined markup of drainage report attached. Please address all comments. Specific comments on stormwater methodology needing addressed: • Existing Site Conditions section states that soils on the site are shallow with bed rock at 1' to 2' or even exposed. Much of the drainage report is based upon this statement. Please provide empirical test results addressing this certified by a qualified professional per Section 1-3.1.1 of the DOE Manual. • Minimum Requirement#1 Step1 -Were existing site conditions collected by topographic survey? If so identify and provide survey. • Minimum Requirement#1 Step 3 - Offsite analysis needs to address run-on as well as runoff. Also address runoff and infiltration limitations due to offsite downhill steep slopes, if any. • Minimum Requirement #1 Step 5 - Permanent Stormwater control Plan references a storm pump system. This is not reflected on the site plan. If this is the proposal please provide pump system design. • Minimum Requirement#2 - Please list proposed BMPs for each of the 12 items as shown in #6. Make sure BMPs shown on SWPPP are included in Drainage Report. • Minimum Requirement#2 Element 3 - It is unclear how vegetation will control flow rates from the site. • Minimum Requirement#2 Element 5 - Please address minimization of disturbance per DOE Manual 1-2.5.2 Element 5. • Minimum Requirement#2 Element 9 - SWPPP shows BMP C154 Concrete washout—address in report • Minimum Requirement#2 Element 12 - Drainage report references CSWGP. This project does not require CSWGP coverage. Reference to the CSWGP should be removed. • Minimum Requirement#2 Element 13- LID BMPs are shown on the site plan and should be protected if used. • Minimum Requirement#3 - Please address al construction source control BMPs shown on the SWPPP. • Minimum Requirement#4 - Please address how existing site drainage currently flows to the Rock Ridge detention pond to illustrate that although runoff is routed differently that it maintains the same outfall; while protecting down slope houses. • Minimum Requirement#5 - Please site exact infeasibility criteria language from the DOE manual so this it is clear which design criteria, limitation or infeasibility criteria are being cited as the reason each List option is infeasible. i.e. "BMP T5.30: Full Dispersion - Not feasible due to less than 65% native vegetation being preserved onsite." �o a `��1< • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation • Equipment • Capital Projects • Development Services qp/A. Page 3 • Minimum Requirement#6—Verify in report that roof material is not included in definition of pollution generating impervious surface (PGIS). If this is the case and the roof area is not a pollution generating hard surface (PGHS) then it is agreed that the project falls under the threshold requiring construction of permanent stormwater treatment facilities. • Minimum Requirement#7 — Predeveloped and developed basin areas do not match. Correct this and rerun calculations. Also please include in report square footages used for model entry so that areas can be verified against plans. • Minimum requirement#8 —The open swale downstream of the Rock Ridge detention pond is classified as a Type III wetland. Please address in Minimum Requirement#8. Please route this request for additional information by the applicant. Additional review will be performed when the necessary revisions are resubmitted. F a . • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste A • Transportation •Equipment • Capital Projects • Development Services Cricchio, Kevin From: Cricchio, Kevin Sent: Friday, September 22, 2017 2:35 PM To: Fyrrce, Groc Subject: BLD-2017-0476, 3922 Rock Ridge Parkway 9-22-17 RE: BLD-2017-0476,3922 Rock Ridge Parkway Groc, I have completed my review of the building permit application to construct a residence at 3922 Rock Ridge.The following revisions are requested. 1. The site plan needs to be drawn to scale.The scale appears to be a tad off when scaling the dimensioned property lines. 2. The geotech report dated 7-20-17 prepared by Geotest, recommends a 10 foot setback from the top of slope. Please show and label this on the site plan. 3. The building permit cannot be issued until the final plat for phase IV of Rock Ridge South subdivision is approved by City Council and subsequently records with Skagit County. 4. Please label average original grade on the elevations and how you comply with the maximum permitted height of 35' in the R2 Zone. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work)I kevinc@citvofanocortes.org I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW: DATE: C\— z f,1 PERMIT#: I _., Ol 1 SITE ADDRESS: (10\22._ s PARCEL#: \ Y' VVANI\if SURVEYED SITE PLAN: yes no ���5�( • Does site plan&dimensions match survey yes 0 no �� . &N-4(--) --\ ZONING DISTRICT: Y:-2--- m �C--) • Is the land use permitted in zone yes 0 no CRITICAL AREAS: o j �l 0 o c \k J �`a k/ • Is any critical areas located ether on the subject property or within 300 feet yes ❑no �6ACI-C) 1\0,VcA SA) ISHORELINE JURISDICT N: II • ❑yes no \C)\. i 1 c-r-)\1-1-ea .., • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment 0 yes ❑no IMPERVIOUS SURFACE MAXIMUM: • C 1 1 00 jMINIMUM SETBACKS: 1? 1' A_ MINIMUM LANDSCAPING: ��� c�1 I ) MINIMUM#OF TREES: \`) recta, o c - (c)i'r\ -\-(* Gy MAX LOT COVERAGE: (b °(� O �� \.,A)e_./ V- MAX PERMITTED HEIGHT: OFF-STREET PARKING: 2 P3e.J3Q-c\r‘) Q'-fckl ) EASEMENTS: II Q♦j1 � "j' (-v h 5 - Q �c e cc r x� PLAT OF ROCK RID ( NW 1/4, SEC. 26, TWP 35N GENERAL INFORMATION SKAGIT COUNTY TREASURERS CEF 1. Assessor's Account No.s 4918-002-999-0600, P125867. I certify that all taxes heretofore levied and whit 2. Description and exception information is from the lands herein described have been fully paid and Subdivision Guarantee, Certificate No: 620031711, doted July records of my office, up to and including the y 5, 2017. 3. This property is SUBJECT TO and TOGETHER WITH easements, reservations, restrictions, covenonts and other Certified this day of 2 instruments of record including but not limited to those instruments referred to in the Subdivision Guarantee referenced under Note 2 above. Said report lists documents Skagit County Treasurer recorded under Auditors File Number 200203250231 (CC&Rs), AF #200203140025 (CC&Rs), AF #200204260193 (CC&Rs), AF #200202280226 (Easement over portion of Phase 1 of the CITY OF ANACORTES APPROVALS Plat of Rock Ridge South), Af #200203220149 (Easement over portion of Phase 1 of the Plot of Rock Ridge South), Examined and approved this _ __._.dc AF #200607110101 (10' wide PSE easement superseded by Rock Ridge Plot Mop), Af #200610200103 (Avigation Easement), Af #200701240094 (Plat of Rock Ridge South City Engineer Phases 1 & 2, 200701250001 (CC&Rs), 201004210064 (Access & Utility easement to be released at the recording of this Plot Phase 4), Af #201 7020601 1 3 (10' wide PSE Examined and approved this easement superseded by the recording of this Plot) and Deed of Trust under AF #201 61 1 100086 (Skagit Bank). 4. Residential Low Density (R2). 5. Water Supply: City of Anacortes. Signature of Planning Director 6, Sewer Disposal: City of Anacortes 7. Storm Sewer: City of Anacortes LEGAL DESCRIPTION Lot G, PLAT OF ROCK RIDGE SOUTH, PHASES 1 and 2, according to the duly recorded plat thereof, recorded in January 24, 2007, under Auditor's File No. 200701.240094, and amended by Auditor's File No, 200701250133, records of Skagit County, Washington. EXCEPT those portions of said Tract G reploted as the "PLAT OF ROCK RIDGE SOUTH PHASE 3", as per plat recorded June 30, 2008 under Auditor's File No. 200806300185, record of Skagit. County, Washington. Situated in Skagit County, Washington. NOTES 1. Subject to Declaration of Covenants, Conditions, Restrictions, (CC&R's), recorded under; State of Washington County of Skagit AFN 1 certify that I know of have satisfactory evidence that _ signed this instrument, on oath stated that (he/she/) (v instrument and acknowledged it as the SKAGIT STATE BANK to be the free and voluntary act of such party for the uses and purposes r Given under my hand and official seal this _ ___ day Notary Public in and for the State of Washington Name printed Residing at SURVEYORS CERTIFICATE My commissions expires I hereby certify that the Plot of Rock Ridge South Phase 4 is based upon an actual survey and subdivision performed by me or under my supervision of Section 26, Township 35 North, Range 1 East, W.M.; the plot is a true and correct representation of the land actually surveyed; that the courses and distances ore shown correctly on the ground; and that I have complied with the provisions of the statutes and platting regulations and that permanent control monuments have been established at each and every controlling corner of the parcel of land being, subdivided. DALE K. HERRIGSTAD, P.L.S. Certificate No, 27807 Dote ______ —� . . PLAT OF ROCK RID ( NW 1/4, SEC. 26, TWP 35N. PLAT CONDITIONS All parcels within the subdivision are subject to the "Findings of Fact and (25) Each phase, as constructed Conclusion of Law" as adopted by the Anacortes City Council on the July improvements (roods, utilities, fire 19, 2004. The following Conditions were required to be identified on the prior to that phase recording. face of the Plat. (26) A heavy maintenance truck provided to all utility structures n (FF #7) The lots in this subdivision ore subject to applicable water, sewer, (27) Pedestrian access tracts she and stormwater general facility and hookup fees and transportation, fire, Parks Director approved design) F and park impact fees. These fees are payable at levels in effect at the (28) Tract A shall be privately ml time of building permit issuance and may differ from those fee levels (29) The 4 acres of wetland hobi currently in effect; sewer and water latecomer charges may be payable. be subject to a conservation ease THE FOLLOWING CONDITIONS ARE TO BE RECORDED WITH THE FINAL PLAT locally based land trust. DRAWING. (30) Tracts A and C shall be dec the Homeowners Association. (11) Fencing, as required by the Parks Director, shall be constructed on (31) The City right—of—way east the perimeter of Tract B adjacent to Phase V, Lots 8-15 and the the City. cul—de—sac. This fence shall continue north along the western and (32) Maximum slope in any direc northern edge of the 30' NGPE wetland buffer located in Lots 8 and 9 of (33) Legal and practical access I Phase IV. Fencing shall be non—sight obscuring. The intent of the Kilkenny property. fencing is to minimize disturbances to the wetlands and adjacent buffer. (34) Condition No. 2 of the Decll The access corridor between Lots 10 and 11 of Phase IV shall be applicant to the Bowmans under eliminated and added to the adjacent lot(s). Prior to any adjacent site deleted in its entirety; the legal c disturbance, the permanent fence line as described, together with the 30' Antone Way extends to ingress, e NGPE buffer adjacent to the ACFL, shall be delineated with construction provide any practical use (depenc fencing. Tract B and the 30' ACFL buffer shall be left untouched with (35) The expansion of the West the following exceptions: a way that: the ponded area rerr a. Hand removal of non—native or adventitious plants as approved by the periodic maintenancejdroining); 8 Pork Department. disturbed soil and around the eni b. Hazard trees will be identified with the concurrence of the Parks landscaping plan for approval by Department. Hazard trees removed or blown down shall be replanted by (36) Blasting con only occur wee the Homeowners Association, subject to approval of the Parks Department, (37) Geo—technical engineering re with o 3—foot minimum appropriate native stock which shall be maintained any structure may be located an by the Homeowners Association until able to survive without core, or steeper. c. Fallen trees in the NGPE shall only be removed from the site with the (38) An avigotion easement in a approval of the Parks Department. in shall be placed on each Phase p d. If the buffer is disturbed, a landscap ing g plan using appropriate native (39) No clearing shall occur on stock shall be submitted to the Forest Advisory Board for approval and clearing plan being approved by once approved, shall be implemented by the Homeowners Association: e. Trails through the NGPE shall not be permitted without the opproval of (40) No construction shall begin the Parks Deportment. management plan and implements Council. This plan and program (12) In keeping with the City's street grid street name system, the consultant retained by the City a Building Department shall approve street names. the current water quality in the i (13) The city of Anacortes Public Works Department and the Postmaster describe a process for periodic r shall approve mailbox locations. and specific remedial actions the quality degradation is documentec (14) Street lighting shall be energy efficient and provided as required by Rock Ridge South plat; public col the City Engineer. the water quality program. (15) A detailed, final landscaping plan shall be approved by the Planning (41) Only organic, as opposed tc Commission prior to construction beginning on each and every phase, combat weeks, underbrush, and t together with on overall conceptual Landscaping Plan submitted with the (42) A five—year maintenance be first phase; Lot 7 of Phase V shall hove a separate, detailed, and of the final phase of the project approved Landscaping Plon that minimizes Impacts to the hillside. any remedial water—quality action (16) The developer shall purchase and install all street signs. (17) The project shall comply with the City of Anacortes design construction standards as required by the Director of Public Works for water, sewer, street access, and storm drainage. (18). A minimum of two off—street parking spaces shall be provided for each dwelling unit, as required by City Ordinances. Required off—street parking location shall not interrupt or block in any way the required cul—de—sac diameter or sidewalks. (19) The Developer will construct the downstream sewer capacity as required by the City Public Works Director. (20) A potable water system with necessary pump stations(s), pressure reducing stations, and storage will be designed to meet City of Anacortes, DOH, AWWA, NEC, and other applicable requirements to provide a minimum of 40 psi to each home building pod and necessary fireflows. (21) All infrostructure improvements for each phase shall be constructed and approved prior to the issuance of building permits for that phase. (22) A pedestrian pathway shall be established generally as shown on the revised site plan doted May 12, 2004. (23) The existing detention pond, when converted to to wetpond facility, shall: a. Hove a gravity drain system to the new pond bottom. b. Be vegetated on the perimeter and interior for sight screening, low maintenance (i.e., no grasses requiring mowing), habitat value and access management. c. Shall hove safety benches or other sofety features. (24) A secondary access (through driveway easements as needed) shall provide a vehicle outlet to W. 12th St. • PLAT OF ROCK RID ( s" DIM. coma NW 1/4, SEC. 26, TWP 35N, NON, W1111 BRASS PEG IN CASE AF/200701240094 N 89°56'12m W 2,�_� . 22 1322.92' (AF 11200701240094) -ss. 7. . ..---.... ..\. � $+ '� ' W. 2TH ST • / I,- ' 71 . 11 . BWOC t r N88°d2'48�W N86°d2'48"W° 222.23' :000 A • ,14 '.60.00' ! 14,- ' ....... :L.- .1,1 4. . • A r'sN ! \ r� : `,` . . — — a 5 - ry \ 90:00' ••"';'"...,*--.'''....' \): '4.'' t ......-. ., f r -;\ i 41.4 v �� ; 1 11 I: 1 f : �ry�c�w , • F W. 31ST ST TRACT "A" PHASE 3 \ T, k, - (NOT OPEN) AF /2O11701240094 AF/200808300185 ��' }�'• I 0.87 ACRES 5.59 ACRES \ '' 40 // ►� / . • TI • / , , c7� /' .' i . • 13 N 4" / ••qct, / r/ v ! ,o�' ° 1 . <- /- `\\ �tik� ,f.. . - . ,�,-/ .- rI.'. . ,l/�4 ,.?w•V, NB8°42'48,�W I. 2 N 2'07'40"\� 4 30.00 y\4+ • 551°1'21"E , (s /- yr. 'TRACT G • 1s..3 3' 444 ��'� �� 0 g4'04"E 221412 SF , k es ACRES • • G 'i P ll: SE 4 , 0 ry ,a 11. .- . -APPROXIMATE ,y` K 384 ACRES .`-N 16°20'S4" E RIGHT-OF-WAY� . 1.1 .- s. ... ... .... l7URE P • i. • _ 4a.t:1 � i. 1 V n t 12 ----�N 10.01'52" E' : I. ., ;. r 46.57' b w N 1'17'12H E. - 1 0 vx ,. ., a f • 13 f 7 0' tP "� z` N88.4 '48"W 1771' �,� • '��h 4 cfr��• - N88°4,2'48"W 43.89' `.`L • 7 (15 : : 9 it "W 24tt.Q0' c,r h. •NBB'42'48 _.. .....-..... a: 4: € ; e th ,,- of yi - ' 9 43' (4_9 TUTTLE AND BUCF'LE'Y'S - N h Q I _ 8 8• . `e, ,� PLAT OFANACORTES INLms.* ; VOLUME .2 OF PLATS: : : t• )9Q ' - JH;' `- 8 a PAG.F ;23 : ,._c). NB3'14 46 W .. . —1 '. • .. ....40...NGPE•B.1FF 'R': ] -.R. nrsr ► . .- .. 40.00' 1.: .... __. N89'14'46"W .21a.01 Y. .. RADlU5 LENGTH DELTA — lY89't4'46"1 PUBLIC RIGHT-OF-WAY ---/// Cl (25.00' 36.63' 18'47'24" LETAINED BY THE CITY OF CORTES PER FINDINGSj+'(}j EST LA'�i DSFACT CONDITION 151. GRAPCALE500500 200 1--- ( IN FEET ) 1 Inch = 100 ft. [ p r A T 0 ��.� ROCK ififfi u NW 1/4, SEC° 26, 'MP TiN II 1 Af#200701240094 / 3 0.87 ACRESA PIAS 3 // 1L I 1 Af#200806300185 /L , 5.59 ACRES // I �c Iv// �I • off/ �/ ` �1� g� k1 -04 LOT 1 .i'' �,� / ,.Q '`.. 3922J / f,/1. / LOT 2 30.00' ' :EA8 s50'21" E 4. , / 19.37' -,.tP / / / g�� / :.E LOT `��'� / // �k"v hb/4\ , I 13,232 SF / c' �e1/,�� .. . !/ // y� ,' LOT 10 `�', .`�' 9 4 s.'''ra,o•OAf / /G� - / . $+7 93 F �� r` 1lrB9 } / / .,, / f/QQvJ r,c�Fs` r ,4,:�� .r'a .1—: o / ��,/�� /o q�..`" `sue"�y/, 9,'\4;;: / .ti.. LOT I l / LOT 1.1 cssF.�s�� " 11,010 SF I IG / 9,390 5F -64,7,- ' 392BJ I 1 I !, / 13 Z1 ., 5188'42'48" E 122.36'1 I R Cl / s)1 R ti 83.50 I 11'180' .N I I I I LOT 12 a,. ^g LOT 5 l lu I I 9,592 SF ;� A.C7 N. 4 > 10,542 SF ' DM l 1 S 88'42'48" E 137,59' 1 l t S 88' '•l8" 1 aa.79'• 1 1 el 4\ li , :. 4�, 81.00' 7#'` \ LOT 13 4., t \ \ \ 9,043 SF w t, U a1. 1. ' LOT 6 \ \8 c,\ ( �J .a 7. N •...., 9,99$ SF \ \ a \ 'sue o 139371 hi,�+\ C 61.60' -1 - �� V •- , e 0 S 88°42 48 E „-w 42'48" E 105,87' �" - . , N. L 1 515'17'18"E�\ \i°'' 1 . 74.07' �. "rc�' N. Cf j 1 LOT 7 �y'11\ ,�\� �—012 a ' 10,061 SF `� `� (.39,3�1 \\ 4 'L ACCESS AND • UTILITY 10 S 8 42'48" E 82.21' EASEMENT FOR PEDESTRIAN LOTS 8 9 PATH 56.40' ,t" • • ne . LOT 9 • 13 LOT SF Lq 1t'2�T • u� N • ins 30' NGPE BUFFER SEE PLAT c .... ._. .._ .'. CONDITIONS SHEET 2 _ - 89'14145" W 127.01' N 89'14'46" W 83.00' __ _' ... ... .. GRAPHIC SCALE 25 0 25 50 100 ( IN FEET ) 1 inch = 50. It. • NOV 0. 3 2011 Urfi.IZIRIGSTAD ENGINEERING PS Lid • • Civil Engineer CITY OF 4320 Whistle Lake Road Dale Herr1gStad, P.E. Anacortes, WA 98221 (360) 299-8804 3922 Rock Ridge Parkway Avenue Nelson Home Site DRAINAGE ANALYSIS November 2,2017 M.@ [E Job it 2017-140 NOV 1 7 2611 II Prepared By: CITY OF ANACOFFTEg Dale:K. Herrigstad • • oRRIG . oc wAsti1/4_16 ,c<c, , , (•#>, • 0 AP • Vf ir Vir '4404, 46 4.0'2.;SM8°7 "c".' ,112dir"r 4N61910N at.45 Owner: Strandberg.Construction • 130•Box 319 Anaeortes, WA 98221 The aorrnwater plan will be based on the requirements of the 2014 DOEStormwate,r Management Manual for Western Washington, as required by the City-of Anacortes Drainage Orclinanee. RE-SP,00 • Pc 5 t i'M7 • 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) 6 Minimum Requirement#3: Source Control of Pollution 6 Minimum Requirement#4 Preservation of,Natural Drainage Systems and Outfalls 6 Minimum Requirement.#5: On-site Stormwater Management 7 Minimum Requirement#6: Runoff Treatment 7 Minimum Requirement#7 Flow Control 9 Minimum Requirement#8: Wetland Protection 9 Minimum Requirement#9: Operation and Maintenance ATTACHMENT A Developed Site Conditions ATTACHMENT B DOE Manual Flow Chart Figure 1-2.4.1 ATTACHMENT C DOE,BMP Figures ATTACHMENT D Soil amendment requirements PROJECT DESCRIPTION This project is'to construct a 4,704;square foot home and 1,774 square foot driveway&sidewalk areas for a total of 6,860.square foot total impervious area on a 13,551 square foot lot at 3922 Rock Ridge Parkway. See ATTACHMENT A. EXISTING SITE CONDITIONS The 13,551 square foot or 0.,3.1 acre site is mostly cleared with some brush and trees along the northern border. The upper portion of the site near Rock Ridge Parkway has a slope of 5%to the northeast and the northern portion of the site slopes at an average of 28%. The site north of this lot slopes at 28% or greater: t The underlying soils on the site or very shallow with rock at 1 to 2 feet below or with rock at the surface on the steeper slopes. o� t �v� --F' l�c9�5 !J .1] I S ct,.,Ss '�ttS 'S k-k %4gTltiI7 *IJ4 N EIF3u, 4 0 .,,_x." K►'o <a C.c -'Fee .K�S F SLJ `Nfr.AS� - .At�.. OcTM%S - Kate Rrz.Pc "r•. t.4 [-5or P1.)7A. . Fi 1_0 Pi-z kw.)a` ?tee- '�--3.1 , t 11.10 i ➢/) ovE 9 v mv,1 5 3 DOE Stormwater Management Manual Minimum requirements': ii According to the 2014 DOE manual.figure 1-2.4.1 Flow Chart: Does the site have 35% or more of existing impervious coverage-No ,.�� Does the site add 5000 square feet of new impervious surfaces-Yes 4 Does the site convert 3/4 acres or more-of native vegetation to lawn-No ,! '1)02 Does the project have 2,000 square feet of new impervious surfaces-Yes o,,,,.)q� y i Minimum requirements#1 through#9 apply to this project. (See flow chart in�y �,,� ', ` ? yl�o ATTACHMENT C) � a 9t4,n0 yt4 . Minimum Requirement#1: Prepare a Stormwater Site Plan. Q,.a-'‘ %,e'v r, (1) v, p Volume 1, Chapter 3 steps (page 3 1). 9 c� �C Step 1 Collect and Analyze Information on Existing Conditions. /`i ce "' c 1 The site slopes at an average of 27% at the northend of the proposed house. The site is ph�- cleared with some; trees bordering the northern boundary. An existing home under r 4 .- construction lies to the east and empty lot to the west, A open space Tract A lies to the at 0 g ti, north and Rock Ridge Parkway to the south. Site flow currently sheets into the open 4 4 space Tract A to the north and is mostly steep slopes of 28%or greater. 2, q `� The site soils as discussed above are found to be shallow with rock lying at'0"to 24" -4 y g h below the surface with mostly no soil cover on the steeper slopes. o P ill 4 y W Step 2. Prepare"a Preliminary Development Layout.. t During construction approximately 11,000 square feet will be disturbed. A proposed .o 0j 1 .. layout is attached as ATTACHMENT A.3 0 er u6 Lz &-n-a.i__w,,.,c 6 4uw -\ Step 3.Perform an offsite analysis: k.)rrtc l -pareT, 1 s kr<..c ...we-A s `r'-- l - The property to the north is a Open Space.Tract A. s4.. Z- 1 f s a Pu+-'- k' p pemi":17 Step 4.Determine and Read Applicable Minimum.Requirements. ba' ,,,i la-` 'T6*-k Threshold requirements. See DOE flow chart 2.4.1 in ATTACHMENT,' C. The total new impervious area is over'5 000 square feet at 6,860 square: feet. ,Minimu 1 requirements 1 through 9 are required. COC Step 5.Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment A. LID options will be addressed:in Minimum Requirements#5 below. Due to shallow impervious rock throughout the site and steep slopes downhill of the site the storm proposal i to pump storm water to the drainage system in Rock Ridge Parkway. ..,,,nos ,s,,. is Step 6.Prepare a Construction Stormwater Pollution Prevention Plan. p. , i t' ''j:k o° requirement#2 below for S WPPP. ` q Lifor, �;i.Ao See minimum re Step 7. Complete a Stormwater:Site Plan: The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above. tvkic 44 Step 8: Check compliance with all Applicable minimum requirements: o l s � ' To take-place during review and during and after construction. ���0s E. j A09/v ,. / pvt AJCP / -to Cod Miniitiun Requirement# Construction Stormwater Pollution.Prevention (SWPP) o This project must meet the 12 elements of a SWPP because the site exceeds the threshold of ,5 ,/;�' 2.00.0 square.feet of new impervious surfacing. ,'�'a Ur'- 1. Preserve Vegctation/lVlark Clearing limits: The site perimeter will be clearly S�v s„),P.1 0 defined with orange construction fencing along the north, south and west boundaries? .' ,. '� Silt fencing will border the eastern downhill boundary of the site. v. �' y�° '�(� ikl a 2. Establish Construction Access: A:construction entrance will be installed at the C' a,�`ii�"j, Ai T r.zjc 5 drivewayy entrance from the adjoining common access road and constructed to the J' `f '" J g 4.�0),'�yo lb' , v"PIED DOE Figure II 4.1.1. See ATTACHMENT B.Locations noted on ECS plan. Wfv ' . Provide sediment removal from the street(e.gshoveling, sweeping, pickup) when -4, _A. eve sediment is tracked off site. �'`y r 3. Control Flow Rates: During construction the native vegetation to the north will ,„„,...A.,-„, provide significant flow rate control. See ATTACHMENT B. 4. Install Sediment controls: In addition to silt fencing(DOE Figure II-42.12) % f, 1 i additional controls may be required for sediment control. Silt fencing will be idA � L provided on the north side of the disturbed site as practical due to rot Fee '` �. 2's ATTACHMENT`B. 6-1E 't-.,►) .54%caws LI/ : w � . �.D v.., 5. Stabilized Soils: Disturbed soils shall be stabilized within two days:during the wet �`" 40) season(Oct. 1-April 30) or seven days,in the dry season(May 1-Sept 30)with seeding,mu lching,plastic covering or hydro seeding. Install crushed rock surfaces as d soon'as final grades are achieved. Also to be noted in erosion control notes on ECS plans. t ¶)¶2 1.,› Mu.)i p-t 2.o,rrI�rJ ,27e--- P t sr„aee,has_ Vie-�: Z.g.2 -r S �j 6. Protect Slopes: The sites slopes are steep and disturbed soils shall be protected with A L the following suggested-BMPs. AQr ' g'u _-5 '->ra S kt.evf a. BMP C120 Temporary and permanent Seeding .B K C 2 z S w. -r _ems: b. BMP C121 Mulching c. BMP C122 Nets and.Blankets kaiBhp ( t2'3o s L- d. BMP C123: Plastic Covering:: p �N� S�ce,�✓ O. BMP C124: Sodding I f. BMP C205: Subsurface Drains / 94 7. Protect Drain Inlets: Catch basin insert filters shall be installed in catch bas' $id. P 1-) Rock Ridge,Parkway. (;,.-.l -)`T IB ate- hAA;1 0740 (Nrz2:7- , D ,-4 C I. 'T. 8, Stabilize Channels and Outlets : There are no channels or outlets on_this ste. 9. Control Pollutants: All pollutants including waste material and demolition debris will be contained and disposed of off site. Chemicals,liquid products-arid petroleum products will be keptRlocked, covered and secure locations. The contractor shall have a spill:-containment pan for inadvertent equipment failures with appropriate absorption towels on site at all times. $Np(,t S'-p C.oa+G, L.,,►. s1.c e,w-; $'►rt taw, o p Pc.k iir, I. Control D a Watering: If dewatering the foundation is required it should be \discharged to a sediment bag or allowed to settle out before discharging to the downstream system. Clean,non-turbid dewatering, may be discharged to downstr am drainage system. 5 11.Maintain it MPs: All temporary and permanent Erosion:_and Sediment Control (ESC)BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function.. Maintenance and repair shall be conducted in accordance with each particular BMP specification(see Volume II of the,SWMMWW or Chapter 7 of the SWMMEW). Visual monitoringof all BMPs installed at the site will be conducted at least once. every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site.If the site becomes inactive and is temporarily stabilized,the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed: Trapped sediment shall be stabilized on-site or removed:Disturbed.soil resulting from removal of either BMPs or vegetation shall be permanently=stabilized. Additionally,protection must be provided for all BMPs installed for the permanent control of storinwater from sediment and compaction. BMPs that are to remain in. place following completion of construction shall be examined and restored to full operating condition: If sediment enters these BMPs during construction,the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. 12.Manage the Project: The project will be managed based on the following principles:. • Projects will be phased to the in,. iirium extent practicable"and seasonal work. limitations will.be taken into a count._ • Inspection and monitoring: i o Inspection,_nmaintenance i repair of all BMPs:will occur:as needed to ensure performance of their inte r tiled function. s t T F a t' Sk.A a f,t.-7 -TO � e-df o ,S1te.iaspec 'ons and mo it. 'ng will be conducted in accordance wi special Condition S4 of the Ciinstruction, tort. •st Gren rat ermit(CSWGP). Sampli.ng_locatio t. e indicated on the Site Mai.-Sampling station(s)are located in.accordance°With.applicable requirements of the CSWGP. • Maintain an upda 74.SWPPP., o T PP vex� � ,.M!�:: .� ne , and i u pleniented in accordance with: Special.Con +ns S3, S4,and S9 o t e As site work pro!,esses the SWPPP will be-modified routinely to reflect changing site conditions; r e SWPPP will be reviewed monthly to ensure the content.is current. This;site is le s than 1 acre in size and will not require a CSWGP permit from the department (Ecology. 13.Protect Lo Impact Development BMPs Due to the infeasible infiltration potential o this site,Low impact BMPs will not be utilized: f^ I b tn Si-1 d>w r) r S c"1`_rg- A.0 t> 14 6 Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain, especially on steep slopes. Coverin 19 the slopes as discussed in the S .PPP.shall be implemented. 6'r1 C. o•'sT � i a.� / t9jit 6 u.ze_d_ GoNTPG�� I'�r`�'� P.ef '+caw,, its'SWS 'P tea[,, Ndr,ss�.�-fiF,�r, �fewsT, Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls. This site naturally sheets to the North and into the Open Space Tract A. Due to the steep slopes and concerns of the neighbors north of Tract A of additional storm water the storm water will be pumped to the Rock Ridge Parkway Drainage system and will be conveyed to the RocicRidge detention pond in Minnesota Avenue and W 9th Street approximately 1750 feet downstream from this property•. Fi•.tc‘s+� A14- kt5.► �rric. p N ti C..tn .,`se-y w5 tib W 9 5v Poo o TOso.o Tr AL'fl,a R mt ►s ?.o..--0 D1FF `f Minimum Requirement#5: On-site Stormwater Management i '-r 6A1'15- °41 As indicated above the impervious rock layer lies 0" to 24" below grade. The downhill poirtion to+`‘"s of the proposed house-will lies on a slope of 27%or.greater. See ATTACHMENT A. BMP T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas:. 1wo,� s All disturbed site soil will-be amended as required by the post construction soil quality and depth requirements and will be implemented at the budding permit stage: The design guidelines for the soil requirements are included in ATTACHMENT D. C /�/J Pofible. 1�5� 11100•5113.le.t►*e e.D�'V i 4 L 4.-+fEe Pep.cv�a►ru - 'Lr LIST#2 because the site'triggered Minimum requirements#1 through#9 . r`-1- (,,547 o BMP T5 30: Full.Dispersion—Not feasible do to no native vegetation on this property v4 andflow path exceeds 15%for 20 feet or more. .. o t� �$ o v�rei1" BMP T510A Downspout full infiltration—Not feasible due to lfallow impervious rock at 0"to 24"below grade and steeps slopes greater that at the downhill side of the proposed house. VIIPA < 3' P Per*+%st-re--s Me—S I iCA BMP T7 303' Bioretention Cells,Swales, and Planter Boxes—Not feasible:due to p' � -0 --:shallow impervious rock at-0' to 24"below grade and steeps slopes greater that 25%o at y,. , 7 o the_downhill side of the proposed house: V, t P-Y C. 3' 4' titu�.sa, BMP T5-10B Downspout Dispersion Systems—Not feasible due to steep slopes greater that 15%below the discharge point, tit vt.40 rA-Vmoo F,.,)Pam Gt `TA.0 a,` BMP T5.1OC: Perforated Stub Out Connections—Not feasible due to shallow > 1 S% S Loft impervious rock at 0"to 24"below grade and steeps slopes greater that 25%o at the downhill side of the proposed house. Pen tiso ru�4", o,.► c..®; (a` ' ' OTHER HARD SURFACES (driveways and patios) L+a ►o°�►3a g� TMx A i t a� ��"'` ©� •F t-Mra?i S4v P W gilt.. BMP T5.30 Full;Dispersion—Not enough length ant native veg on site and flow path exceeds 15%for 20 feet or more. 4 C'S,-a i' .ter ,,A): BMP T515: Permeable Pavements—Not feasible due to shallow impervious rock at 0"to 24"below grade: ww t-rot (,J p' Flaz.pk. Tor o fi sto�'� > Z..o% BMP T7 30 Bioretention Cells,Swales, and Planter Boxes—Not feasible due to shallow-impervious rock at 0"to 24"below grade. W s o` f -re,r aF�cor Z BMP T5 12: Sheet Flow Dispersion—Not feasible due to steep slopes greater that 15 below the discharge point. BMP T5.11: Concentrated Flow Dispersion—Not feasible due to steep slopes greater that 15% below the discharge point. 7 Minimum Requirement#6: Runoff Treatment Threshold requirements for determining the applicability of runoff treatment. Projects in which the total of pollution-generating hard surface(PGHS)is 5,000 square feet or more is a threshold discharge area of the project, or Projects in which the total of pollution-generative pervious surfaces (PGPS)-not including permeable pavements-is three-quarters (3/4) of an acre or more in a threshOld discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The total PGHS projected for this site including roadway and driveways is 1,774 square feet and less than the 5,000 square foot threshold, v tsmf-1/4- %s 10 Dtp,,V4PJ CI- C9 o F' PG% 1 .S AP OW The total site is 0.31-acres and less than the-N acre POPS threshold. 'Treatment-is NOT required. Minimum Requirement#7:• Flow Control Threshold requirements for determining the applicability of flow control. • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area,or • Projects that convert%acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in wthreshold dis-charge Area,and from which there is a•surface discharge in a natural orman-made conveyance system from the site, or • Projects that through.a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a-C15 cfs increase using 15-minute time steps). The new impervious area of 6,860 square feet is BELOW the threShold discharge area of 10,000 square feet. The overall site is less than 3/4 of acre ?p_ri,C*4 The increase in flow for the 100-)ear flow frequency is 9 100 year PREDEVELOPED (forested) 0.102 cfs C) 100 year DEVELOPED 0.193 cfs 66L increase uPoffiiO.09 cfs and LESS than the 0.10,cfs tA4c-C. 002-4-` Flow Contra is NOT requiredl. GO 4\ v- ( 6111-16-" 60 The concern for this lot as well as adjacent lots is that the discharge to the down hill neighbors is not advised due to steep slopes and the inability to infiltrate. We propose to pump the storm water collected from the roof and driveway in a cistern and pump it back to the Rock Ridge Parkway drainage system. The basin will be a minimum of a few hunched gallons and the pump 8 should be designed to.handle 0.09:efs or approximately 41 gpm to handle up to,the 5 year storm event. The overflow for the extreme storm events will be designed to discharge down slope-and disperse over the down hill rock slope. Detention has been designed into the Rock Ridge development including'Phase 4 which includes this lot. There are no open swales;or ditches for 1/4 mile from the discharge point of this lot. WWHM2012 PROJECT REPORT Project Name: wwmhl2 Site Name: Nelson House Site Address: 3922 Rock Ridge Parkway City : Anacortes 1 Report Date: 11/2/2017 Gage : Burlington Data Start : 19.48 10/01 Data End : .200.9/09/30 PreCip Scale: 0.8'0 Version Date: 2016/02/25 Version 4.2.12 PREDEVVLOPED LAND. USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use acre SAT, Forest, Steep .31 Pervious Total. 0.31 Impervious Land Use acre. Impervious Total 0 Basin Total 0.31 MITIGATED' LAND USE Pervious Land Use acre: C, Lawn, Steep .11 Pervious Total 0.11 Impervious Land Use acre ROOFTOPS FLAT 0.12 DRIVEWAYS MOD 0.04 Impervious Total 0.16, Basin Total 0.27 1 r i 9 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #.1 Total Pervious Area-::0.31 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0..11 Total Impervious. Area:0,16 Flow Frequency 'Return Periods for Predeveloped. POC. #1 Return Period Flow(cfs) 2 year 0.001283 5 year 0.00561 10.`'•year 0.0121734 25 year 0.031697 50 year 0,058.33$: 100 year 0.102426 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs). 2 year 0.05834:4 ,5 year. 0.085749 10 'year 0.10710.7 25 year 0.1380.32 50 year 0:164.114 100 year 0:192967. O`� Minimum Requirement#8: Wetland Protection alhere-are-noetlands-on-t isH situ. The downstream system is enclosed to the detention/water IT quality pond over %4 mile downstream of this lot. The Pond discharges to a o f e l s ,or a few hundred'-feet before.enter an enclosed drainage system to Guemes Channel. 4 ,, Af� a F su.;A.ir�-- '. s Gc.A.— %r•) AS A T K�� la'w ` l.- P. -ss. r.v= 25,' Minimum Requirement#9 Operation and Maintenance The drainage system Within this project will remain private and the responsibility of the homeowners for which it serves, The maintenance requirements:for the downstream detention pond is.the City of Ar acortes. . 1 1 1 b 1 i ANACORTES PUBLIC WORKS DEPARTMENT °� Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 4,1160,6� E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: October 17, 2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Drainage Plan Review#1 for 3922 Rock Ridge Park Way cc: Eric Shjarback, Justin Symonds The submitted Drainage plan for 3922 Rock Ridge Park Way was reviewed by the Public Works Engineering Department on October 17, 2017. ® 10-11-17: Submittal to Public Works Engineering @ 4:50 pm. ® 10-17-17: Public Works review and memo back to Building Department The following comments are provided: Public Works Engineering was asked to review the submitted drainage report, following a review by the Planning Department. It was determined by the Planning Department that this project meets the Minimum Requirements #1 to #9. The Flow Charts were not part of the routed documents, therefore, Engineering is providing them from the DOE Website. After following the Flow Charts Figure 1-2.4.1 and Figure 1-2.4.2, attached, it has been determined that this project is in fact a Minimum Requirement#1 to #9. • Proposed new replaced hard surface is 6,367 SF or 47% lot coverage • The Geotechnical Report is 21 years outdated and is not specific to this parcel. It is specific to the overall Rock Ridge Subdivisions. Additionally, the report does not meet the requirements of the 2012\14 DOE Manual. An updated report should be provided with the next submittal. Please route this request for additional information by the applicant. A full review will be performed when the necessary documentation is submitted. O A • Water • Wastewater • Streets 0 Storm Drainage • Engineering • Solid Waste • Transportation • Equipment o Capital Projects • Development Services 4.p.ow P. Does the project result in 2,000 square feet, or more, of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? v Yes No Minimum Requirements#1 through #5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. 11, Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR L1 Convert 3/4 acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes V pl n irn um Requirements apply Next Question Is this a road to the new hard surfaces and the related project? ° converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? Yes No Is the total of new plus replaced hard surfaces Do the new hard r 5,000 square feet or more, surfaces add 50% or more to the existingNo No additional No AND does the value of the proposed improvements hard surfaces within requirements. including interior improvements - exceed the project limits? 50% of the assessed value (or replacement value) of the existing site improvements? Yeses- ► All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. Yes �., Figure -2 4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www. .wa. ov/co rr ht.html for copyright notice including Y 9 pY 9 permissions, State of Washington limitation of liability, and disclaimer. Start Here Does the site have 35% Yes See Redevelopment Minimum or more of existing Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert 3/4 acres or more of vegetation to Does the project result in lawn or landscaped areas, or 5,000 square feet, or No convert 2.5 acres or more of greater, of new plus ► native vegetation to pasture? replaced hard surface area? \\NO Yes Yes Does the project result in 2,000 square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. Does the project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new YeS square feet or greater? and replaced hard surfaces and the land disturbed. No V Minimum Requirement#2 applies. _ rniUM Figure 1-2.4.1 Flow Chart for Determining Requirements for IIMWja New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. \ 1,. n,- LOT 1 / i.,. 13,551 5F / co°-. 3g22 7\:\ i // / /. // //A// ',-7 •-•1 / j. / / / is i /GLEARING�IMI7 /�, // //J , / / / / L ' ' ' r / J �p !� , � - I\, f/I � I \ j ' 8 i / I + , "lI 11 � l / ./ / If / / / / / / TA l /` I / i l /' v it / A,, ,,\ r�dS� (011 SF 1e'teaux4 (-Lev / / / / / / / i ., ,,7 i / / ' 1 QI // V / /I/ / /I 1 /V.'°-) lit 1 \‘)\'S: j ��// j/ /��;i � / j - ' be /,„/ / / /7/7/r /7 z z ,,__--- /7- , //,,K, / / „,,,,, „.. ./// „ PLAN AREAS ' / //7 / / / 7 / z z 7 // / t i i )/ , // / / z // / / // /.// / MAIN FLOOR 3,044 SQ.FT. / — "/ �/ /,/ / ; LOT 2 ,/ -" /,/// '" i 11 ,842SF /, TOTAL LIVING AREA: 3,044 SO.FT. //// yl �`//7/ f '/ 3g24UTILITY 63 SQ.FT. // // ! / ( ! % / / " ;;i J / / / / GARAGE 1,013 SQ.FT. i 2/ / l/ / ;/ l l/ / / /f ENTRY PORCH (uric(UNCOVERED i o sa FT) 234 5Q.FT. N , r // / /' k %/ /-' / f /OPEN DECK 306 SQ.FT. A // // /% j i.. COVERED DECK 17q SQ.FT. mp , / , / „z // /, , . l / l ! / , ,-- �i // ;;tA OOVNb'dO ALI 810Z /0 8atf III '--;°:`` AREA MAP MOST HYDRAULICALLY REMOTE HEAD HEAD B 2M PRESSURE REQ'D AT STREET ��; 2 HEAD # H,16, H,18 GPM 26 PSI 60 Ilifi HD SYMBOL MODEL if K FACTOR MAX SPACING Ir4. is y j ' rr== 0 RFC43-12 SIN-RFC43-RA0612 4.3 12X12 1*«1 RFC43-14 SIN-RFC43 RA0612 4.3 14X14 'a rn is Az, RFC43-16 SIN-RFC43-RA0612 4.3 16X16 m. -•�"•-•.r�F 0 RFC43-18 SIN-RFC43-RA0612 4.3 18X18 RFC43-20 SIN-RFC43-RA0612 4.3 20X20 Norminal Temp "K• Sprinkler Max. Minimum Required Sprinkler Discharge Map sere�2018 G,w0tle Model Orifice Size Rating Factor Spacing To VW ( Sprinkler Two w EaM Sprurere (M) (Fi (ft.) To NaA flow Pressure Flow Ea Pressure Ea. 3922 ROCK RIDGE PARKWAY, ANACORTES,WA 98221 12x12 61 123 9.7,8 1123 9.7.8 1 YY:1 ?sue 17;":�, !t':?..`: �l0�Sr,. i', I r`i^a� 1)m7C:. Yv:i+:�o0i0 as: i4"5 a¢i71<`r�1,:. it^A,, s.)MC,.�, I ;"�"i;�.it`.k:^s.I SIN RFC43 /2 f65 4.3 1 16 x 16 8 1J 1 13 Al �: Z ________. �.___:�_____- ___ ri ... ____- --=r v _s ;:>_- - - _ _: __- r t__-__ 18 x 18 1 78 234 18 13.8 u) p %/J//f/%Jf%///%JE!!///GG=_-_-_- -_ = ==1//!J . J! JJ!!/!!/!J//%!J/!////////!/i� ✓//J/%J%////  _ ?/ ://,/r, ems__ //J/!// .� • 2D x 20 10 21 2a6 21 2J6 A LLI Q- d / /' r yLz TOILE :r - 7 `` r r NUMBER OF SPRINKLER HEADS:24 J cnO w 0 on J rl� % ` WALK IN CLOSET i;; ' ; , r MASTER BEDROOM r.-e> , Q Q Z i - 0 f" // �, J to^cEwrtG .. MASTER BATH L ( Q ® J 4 fS ':; I -f.'4-f I'.I 2'J„'^-., 10"CEILING Dr' a: t m Arm nill ZW {: O I; r d HD SYMBOL MODEL # K FACTOR MAX SPACING `� S D r.- - -_- : ' :. r..S :61193)4Thrslat'756---±RF- 7 r' : Est o • GL F- UTILITY ' . , ( il� w n10"CEILING RFC43-lE "' � rR = A F1R44A6-12SW Ft RES 44 SWS 4,4 12X12 2r` H.23 -y :: 4 A F1R44A6 14SW F1 RES 44 SWC 4.4 14X14 ��I 1L cI }P1 rax 61Mn ccx:n PA i C43-18 RFC43 18 %I I LU e. G F1R44A6-12SW ■ ? m A F1R44A6-16SW Ft RES 44 SWC 4,4 16X16 ! - n •H.2 H.21 0 ♦Y ns { I Lt H.22 T REHAU PEX PIPE - ItnitpLI -n =_ PG Cl- - - m 26 • / IIrii a '�,'': •.'1 s 4 Minimum R Required inkler D -1' > LI_ w : CC '• I • i r �'�%� Z m Afodel Or7fxx+ She Rotk�i F�tor fn DisimleaSingle Sprinkler or M0t0 Sprinklers CO sr Sprinkler Max. F- GARAGE i GARAGE '• :':* O a 10"CEILING 10"CEILING L. -__ J �_-�;� ___ O ( ( ) (win) (Pal) (gP ) (P ) - '• * m g ff. g o NMI Flow Pressure Flow Ea Pressure E ii 1 LL ~ p cc O w b ' T r u" o fl RES 44 SXS 155 44 12 x 12 6 13 8.7 U 8.7 a cn a _ ✓ 'ri1 iit f 2 ;i « c;in J/8• - 14 x 14 7 14 10.2 14 10.2 Q Q -o44 4 /' - - A^- ^.^-- ...,,,^^,*1^^�`. /� It ° �• 76 x 16 8 • 76 15.0 17 15.0 I;: LAUNDRY :.; :::.�::::::::::::::::... r ; al •'v H 24 :' -. __ �_ .__ „...:...- RFC43 _ --------_ -= NUMBER OF SPRINKLER HEADS, 1 6666 CLOSET 1l ' 3) 10"CEILING 3:-O" • 3, _ !' :; ' •� ' 51J7"N 12'G_IUhG B_AM BOOKCASE•&"-IR:'FLAG SLAMS AND BU DD 'T t7D K ' 1 I "' GRANI" °Ir{,PLAG_D°GN T.S.D. O N IAL 100 Hr J 1' WATER SUPPLY' _ -__-_ _ w It Ree.uwee Insulation be moved m 1-- -_ -_ __- .-_ .___. ___ _. __. ---1 • �7?ak','p'3'S''%+"''':-'�`_'''''',".-YT :.m 5+ -... .-. -__t'r`}' up above Ines rr em RFC43-1 , n K oabEASK_R ,, , °' a.1, ero"n.az mmmem am m D.T.2 H 13 FIREPLACE 1" METER „k pace a e���,a t,,, BOARD-OR GRANIT,.� SUPPLY 1 RFC43 12 w.m • ': H.15 O I Iv STATIC PRESSURE 60.000 O PDi • P97 II Ic: %� i 11-.N.\\\\\ W,;�_�_ f,+ / , O RESIDUAL PRESSURE 52.500 /^� tq y I i __----"rein AVAILABLE FLOW GPM 40.000 �7 _ W is -- RFC43-16 RFC43-16 ( ) m.--- I? Irc / 7 2 /�` I 1._-,3.7__-±-:_ <-4 4- i Dl H 8 TOTAL PRESSURE REQUIRED 24.977 ;,,�j��//� _ 1 r'' R . to • fU it i `n �''' ! ND HEADS 25 i TOTAL REQUIRED FLOW(GPM) 26.000 TRAPPED AIR SPACE 1 m li b 'Q `1 L. _ ._� -(1!2"TOILET LINE \ y _ BATT INSULATION TENTED IMOST DEMAND SAFETY MARGIN c;nplr ----,y/// - ------ --------' d'J;:O " ---� . ..� �' # H.16, H.18 - IN (PSI) 31.643 OVER PIPING 0 N CO -., : REQUIRED FLOW 26 GPM e4 off^ b SAFETY MARGIN (GPM) 14.000 TENTING COoo et n lt-et y�y xy, s//1!/%/l - P :---_=_=��' • `_.. rl POWDER DINING GREAT ROOM i`{ 0 CC el W CM C� sys *u,. 4"CEILING a°CEILING THIS SYSTEM UTILIZES A 1,5"SERVICE LINE& 1 METER O D " ^ifs MORN STROBEI -q'.p" i �.y'�. ' II ' r�, •�' " I}I( +AS tP13 h:'d t, f�i �AW.NPi TO MDR)( ,.. f'`":••••• -•••--- - 05 `e --6 Es, CAPABLE OF PROVIDING 26 GPM@60 PSI, O- W W W m LLLJJJ , l i s• , ! e,m I I ;AVf 1313?'F.'.. y.'Y b-Y .e l 1- tti - .,:�. n.�w • _Zt1•_..«__'.+;r_4,,9" • - -}- - • I• q i' I U 0 th Q ___ _g'-0•_-________:_ ^ ENTRY -Si I; b 1. SYSTEM TYPE: NFPA 13D - MULTIPURPOSE FIRE PROTECTION SYSTEM , Z 0 ix O - f 14"CEILING 2-,Y' v i_LLI -. r P9R a a 2, PIPE: RAUPEX NON-BARRIER - U.L. LISTED FOR MULTI-PURPOSE O O o S ; ;- F n FIRE PROTECTION SYSTEM. V co a N a a 1? - � I p y 1"REHAU PEX PIPE r -" `� ELEVATIONS CROSS SECTION OF HOME f5s h 0 0 . $ 3. PIPE: SPEARS FLAMEGUARD PIPE - U.L. LISTED AND APPROVED FOR W r a>"'t%3 WET PIPE FIRE SPRINKLERS SYSTEM. a ti la . � RFC43-12 RFC43-16 RFC43-16 E - 6'n' - i 3'�1 `- 4. FITTINGS: SPEARS CPVC- U.L. LISTED FOR NFPA 13, 13R & 13D SYSTEMS. �^ a ' D30 022 cq N M V riLLAS NF .' ' r ' S. .8 5, FITTINGS: EVERLOC - U.L. LISTED FOR MULTI-PURPOSE W .. 0 114 FT _nruv,R E.I QI %^r.,. • . :..::::.:::::::::r ._....-- - .............. FIRE PROTECTION SY T M .: / /_ �.�.,,..�... .: }F .. .............. . .... .-..-.....,.. :.. ....._._,::•:::-..:::••:: :. ... .i•: .. STEM. G4 1••1 sJ(GREA R ) __;'. k:' IJJ///.�. . . .: . .. ....:..:......�J+:r ._�______ : :. :.d:.:.l.t.. Lamb�:...:. u :...__..: ::_. ::.__..__...__.. :.._..__... fiiatij p j • 110 FT # CLOSET _... ..._ . _ -.-- W rn'',.�� (OFFICE) (MASTER BATH) L. Ij '.'�ii `- f -'o'I. I vi Z / /F i'l # CLOSET Z Z (THEATER RM) ./lit i/ ,r /:: r avav,acar3su ...,.an,.- ..� ` . . . i , I%', oti ,2 _. E`1 I KITCHEN I _ �,,.....,,' Ct 0 N, �' 1■■■■■■■■■■■■■■■■■■■■[L ■■■■■■■■■■■■■■■■■■■■■■ 100 FT r rr : DI 1 �;. 1 0 CEILING /J I (CRAWLSPACE) < (MECH.) •c - ' T.4 1 - "", .n. ry v 23 ;:; RFC43-•16 RFC43-16 : 2 IX LLI s a :Rs:•:o;•• c:_r_, RFC43-16 L rj .,, fie H.11 I H.12 s.o m H.10 D29I Q dP2� ; pi y1 . 1 A C• OFFICE a :• :::: L a rt v 4 i '7I o t = wALIMgTENIfTAf� re Le Z 0'- 1D"CEILING " 4 - �' RFC43 D2 - _ t .-.I - a(_ I ` - . Q 0 QH.7altneraerBa�or o, r~ . - -- 3 - ■ Pr.a0'TI*T10N.M I Mak.,_ _a U a H.8 _ �. si o RFC43- F- ,j ... : 8R511 Rodney Durham uj Q_ i Z O rc o �it 'N W � OJ tT- ti c LL iv L'r Il ___ p E X Fire ■ ■ ■ I XF 9 W W -� --- I Z I3 )i v Cr a, ss ° L I MANIFO MPLE c�a Q O O }: I -- - _ �___--___ __ .z . o f D55K -- :i i:ti ry,,ci vo:.;, . ��xw 0 1i •�--III - - 9 PANTRY ': OLD EXA �J • }' m m {3; • 1L / 10"CEILING •.:: ) uj [t,.La -'- � ,n�.,n,.. ... . ...-.. . . .. Z }w z Y z i]; MECH. //////!/ :; .... ....... ..... - / 4+ Z l• ie .• a�---- -' --- � -- ---- �{ o- '�� Irr., M Q Off•i III °Ib # III nZ b v / 1 ` ' •Cllnl 11) '`'} IA II-13 Fl A m r I 1"REHAU PEX PIPE ... .. �. . m IL F h e 21-'.�'' 1 H.9 4` H [ a /r y/1 % III Z •`' _�`._ -- en �G+ �` - < - ----------------x .;: HI-C43-16 <:� HALLWAY P,o _.� -Q II;41-o =[� �}' H.25 1 rte 10"CEILING - I..2 S ® Cl) 4L _:,,4 -::I W d: OJ OJ I' ¢¢ a --f'°' lc WATER SERVICE s, ' ::• e.-� 2 '�'AA f u_ .r u- 1.WATER POLY LINE .-- D sr ` V+ ,'.{ LW N 2. 1"METER-60 PSI. 16 17 /J �, JJ VQ L 7, r n, .. 11 r'cH5 H1 � MI N LlJ mry ;:) PAO PIA O sv L.23 37 SERVICE 160 FT ;ill PEA { a- rit10.5112 9'• 124 r' 75' SPEARS CPVC PIPE I •• •:•••••••••:4 t '' T 2 r O J .J { ,Fs '1 RFC43-16 R 16 ! � 1 H.4 43 1643-16x T.3ce o .�: FIRE SPRINKLER uNN FCBATH - %// PoNG LVL{NMI-MOVE) . __- _ _______ $j �- G"� ,0"CEILING : ' ' I L �� �J Burxnme LVL=L.vaRBSAan a - --- b [Ti 3 .. I RrLoprMPnLn a ti;, - GUESTB ROOM I $ � 1 -t ---�' ---- -- � ; .., // ,..---- - Pi THEATER ROOM L IX Imms I ii - - • lmceawcE � - %// Q X co :. •... .•:K^};.,.•yy;:f.,a;k.. .. 1a i+ - r}fi ! : .4 a 10"CEILING --�' CLOSET al < /�/ D-ARING MOVE • Xis 8xA1iING AB0V5 ` t ��''-� _ fi CLOSET 7 �:• 70"CE .1 u> ' +-trztlnucEa '//!' M zt, -�i _ POST(B-h)TYO �- __--_____'__-'___ _ ____ __ `'y. -_ 05T(9- )TD - z ,,7'r f '� _r ILL �''•y , 2 P t� Q') _ milD "r,. Z4"X24"XB"-DOTINCa r,•#' 'a'26"X28`X 8"RDDiTNG f ._ 1 r r -____ / './ / ^ ^ '^ N J;{ f I ^ ' !� '�!/%/!!!!!//!!/!J '^ -e�IJJ! !J/ //J//!J!/ I`I`J' _ { Y k. R.1.A m - -- ""�` ,, 1 9 v74 3J1J1�1!:, L I� MAIN FLOOR MANIFOLD-IN WALL EXAMPLE Lis ' j W "'ti AA `'; 1 :I N - _ - _ - r i Vl�t # J!!r//Jf/ //1/1 4 ---- �- _ 7 D `� L_ { I .:.I "I �; r , ; 1y. ;G APR 0 2 2018 .. will. o I um, :^ti.,e.'- }- i`tis i':12'r`,C. a 4,:(i rI Q ___ ___ -_ - I ...:x,••M:n, a-a FOUNDATION (CRAWLER) FLOOR PLAN MAIN FLOOR PLAN CITYOFANACORTI W a as a `Q HANGERS AND SUPPORT-CPVC FLAMEGUARD PIPE HANGERS AND SUPPORT- PEX PIPE GENERAL NOTES CONTRACTORS INFO, OWNERS INFO, STANDARD SYMBOL KEY HYDRAULIC CALCULATION SYMBOL KEY 4�q ti to PIPE SIZE MAXIMUM SUPPORT NFPA 130 PERMITS"SUPPORT METHODS COMPARABLE TO THOSE REQUIRED BY LOCAL PLUMBING CODES" NOMINAL TUBING DIAMETER(in.) SPACING (in.) 1. THESE HYDRAULIC CALCULATIONS AND SYSTEMS 1"FLAMEGUARD(CPVC)PIPE SPRINKLER HEAD WITH HEAD S,0 SOURCE Dia INSIDE DIAMETER OF PIPE I ,a to 1 0 (INCHES) SPACING (FEET) HE HANGAR/SUPPORT REQUIREMEN 3MUSTASOSEFOLLOWEDONNFPAt3DSY3 EMS. ARE DESIGNED IN COMPLIANCE WTHNFPA/3D STRANDBERG CONSTRUCTION INC. NELSON ROBERT P H9O° NUMBER, SPRINKLER TYPE tO = 0 • to TOLCO CPVC HANGER 3/8",1/2",3/4",1" 32" TUBE TALON 2.ALL INTERIOR PIPING TO BE"REHAU"PIPE UNLESS 1,5"FLAMEGUARD(CPVC) PIPE Y H.1 HEAD NUMBER C-Factor INSIDE OF PIPE SMOOTHNESS _ N 3/4" 5-1/2 FT OTHERWISE NOTED, PO BOX 319 NELSON VICKY A RFC43-16 NUMBER&COVERAGE CO r" = Cl CO K 1.HORIZONTAL RUNS MUST BE BRACED SO THAT THE STRESS S.RISERS MUST SE SUPPORTED BY PIPE CLAMPS 1.PLASTIC HANGERS AND STRAPS ARE RECOMMENDED,BUT 3.MINIMUM SPACING BETWEEN SPRINKLERS IS SO" DOMESTIC PIPING R.30.A RISER NUMBER FT FLOWING TEE {(� waC+e)� {Q LOADS WILL Not BE PLACED ONA FITTING ORAJOINt. OR BY HANGERS LOCATED ON THE HORIZONTAL METAL SUPPORTS WHICH ARE DESIGNED FOR USE WITH PER NFPA I3D,REFER TO SPACING CHARTS FOR ANACORTES, WA 98221 4305 MARINE CREST PLACE - r W 0) v LL 1" 6 FTMAXIMUM SPACING BETWEENSPRINK SPRINKLERS 3/4"REHAU PEX PIPE T.30 TEE 1B 1 BRANCH OF A TEE SUPPORT SPACING IS SHOWN IN THE FOLLOWING TABLE. CONNECTION CLOSE TO THE RISER.ONLY LISTED PLASTIC TUBING CAN BE USED. FROM WALLS. ANACORTES WA 98221 HANGERS AND CLAMPS CAN BE USED.VERTICAL a 1-1/4" 6-1/2 FT 2.WHEN A SPRINKLER HEAD ACITIVATES,ASIGNIFICANT LINES MUST BE SUPPORTED AT INTERVALS TO 2.VERTICAL TUBING SHALL BE SUPPORTED AT EVERY FLOOR = 4. FROMWTINGOF HE UBINGSHOWN ON THIS REACTIVE FORCE CAN BE EXERTED ON THE PIPE.WITH AVOID PLACING EXCESSIVE LOAD ON A FITTING uWIW (&FEET TO 10-FEET HEIGHT)AND AT THE MID-FLOOR GUIDE DRAWING IS INTENDED E ROUTINTC. THIS PHONE: (360)-293-7431 1"REHAU PEX PIPE C HORN STROBE P•1 PIPE NUMBER 1R 1 RUN QFATEE , III 1-1/2" 7 FT A PENDET HEAD,THIS REACTIVE FORCE CAN CAUSE THE AT THE LOWER END.THIS CAN BE DONE BY USING , BETWEEN FLOORS. ^ DRAWING SHOWS SUGGESTED ROUTING ONLY. r PIPE TO LIFT VERTICALLY IF IT IS NOT SECURED PROPERLY, RISER CLAMPS OR DOUBLE-BOLT PIPE CLAMPS ALTERNATE ROUTING MAY BE USED,SO LONG AS woody@strandbergcanstruction.com L,1 90 DEGREE ELBOW PT PSI TOTAL 1H 1SPRINKLER HEAD `. ESPECIALLY IF THE SPRINKLER DROP IS FROM SMALL LISTED FOR THIS SERVICE. 3.WHEN PENETRATING METAL STUDS,UTILIZE A PROPERLY-DESIGNED ® THE SPRINKLERS ARE CONNECTED IN THE 2" 8 FT DIAMETER PIPE.THE PIPE MUST BE BRACED AGAINST THE • BUSHING OR SLEEVING MATERIAL ON ALL PENETRATIONS TO PROTECT ARRANGEMENT SHOWN. VERTICAL UFT-UP WITH THE CLOSEST HANGER. B.THE RISER SHALL BE SUPPORTED VERTICALLY TUSING, 5.ALL PIPING TO BE SUPPORTED ACCORDING TO D.T DOMESTIC TEE PF PIPE FRICTION 1L 90 DEGREE ELBOW 2-1/2" 9 FT WITHIN 2 FEET OF THE CEILING OR BOTTOM ^011111, ® NFPA 130 AND MANUFACTURERS RECOMMENDATIONS. 3.ALL INTERIOR PIPING TO BE I.S"SPEARS CPVC. OF THE JOIST. 4.PIPING LAID ON OPEN JOISTS OR RAFTERS SHALL BE SUPPORTED IN B.THE PIPING ARRANGEMENT AND HYDRAUUC T.30 NODE (TEE) NUMBER RISER FLOOR CONNECTER PE PSI ELEVATION MNF MANIFOLD I sal 3" 10 FT SCHEDULE W FITTINGS AND PIPE. A MANNER THAT PREVENTS LATERAL MOVEMENT, CALCULATIONS ARE RESERVES ESERVTSTH PROPERTY . 7.ALIGNMENT WITH PIPING AT EACH STRAIGHT ® OF THIRE EM.AUNAUTHORIEER REPRODUCTION EXCLUSIVE OR USE P11 PIPE NUMBER AND RISER NUMBER QA GPM L.2 90 DEGREE ELBOW 4.SPRINKLER RISER DIAMETER TO BE 1.5" ALIGNMENT OR WITH SUPPORTSINTERVALS. AT EACH FLOOR 5.SPRINKLER PIPING SHALL BE SUPPORTED iN A MANNER TO PREVENT THE TO THEM. UNAUTHORIZED REPROOUCt10N OR USE L3 R.3Q.A LEVEL,OR AT 10 FEET INTERVALS. MOVEMENT OF PIPING UPON SPRINKLER OPERATION. FORBIDDEN. QT GPM QUANITY D.T DOMESTIC TEE LANDSCAPE LEGEND J. SYKORA, GPSD r r z .. Ell xJ. STERLING LAVN AREA g E Isi em-D LA /it 4eADo TW . _ , H ,12 bte i S.l-s '. ?or GsA.ST. Sots &work• c`' 1 = 10 U.N.O. • sit-sit) 0 01-11-17ci CONCRETE DRIVE CD la z .2o� MULCH - PLANTING BED W �� & EOHAZARP SETBAGK _ NC) 10 i LOT 1 EXISTING BEDROCK ID i 13,551 SF -- — / /2 � 5 T+1� s ('LprJ B0.�sf�A Upo . s �t Co�� C 4 �w 3122 Is'e 4 v 5T (iti giz s / \ D S um.012-1C E. 4 F S o R.fr�tga.F.t� At-A ,i / / / iro / ` ; �ROJIDf C��`f � � � ��� � DECIDUOUS TREE / olovszHC rl Sit&h r ite o`(/ / Dtrb\r�bG�L Q6� t9 0�/ D1�plOts l � ANfl ,ik , ,• kV� / • \ �Q �L�.SFTi W��✓ S R Kow L6 1N5 ?,�� / F_� �������co �$ �s � �� CONIFER TREE ,, cl,�, p \ • UQ�/JctsGLEARIN LIMIT / / / . r� . t LL D15 c'cDP Ito Ndy<J 1E U$4� `�aJ' co I/ fDECK y a Z. Of 17r� FF c Dw,Qtr)4 D1sz1�-u't'Y o a / / � \ Proof S� t`'v / / '` /' v A �S SLoP� is hid' Ac-��' �� %a of t° 6'' SHRUBS / PLANTINGS z amw 75 -at // a S� ea S i o Si�f ' Al 9 I�PP�2 fit CZ Q X iR' 2 �81 A AID og-get .w ^� Y`'a, J �S$s�oAs r 0 It \6 �o �i(� 1a POSE9 g Y trALC_ �Pr ��i Q z = w(j ): ,; MINIMUM TREE DENSITY f I� Q 0_ `r) K \ ' r �a I lj �u r.P SK�i``� P� P1 ' ��0�' o� sYsJ e 5 FR ' l% \ <, 4 .'4 ANAGORTES MUNIGODE-16.50.070 - (y \ A \ A 439.5'1 �, r 1�5 � ' ` Calculation of the Total Tree Units Required. The total number of tree units al w �. c �\ y / lF "-required to be provided by a regulated project or tree conservation permit F- . r �sv ; I I� approval listed in Section 16.50.100 shall be calculated by dividing gross site V O0 n, -e r �� ,A._, ' 1 SOIL STOCKPILE area, minus any public or private street rights-of-way, by one thousand Table 0 Z 0 1I \ ` 16.50.120(D). The result of the calculation will be the total number of tree units Z �. c" r A ' y \ ` _ required for the project approval within the building site. r r / \ \ Z rir e LOT SIZE :13,551 5F TREES REQUIRED: 14 W to 8 ,,, \ A ,a.mm _ �92 J al t0� 2 if )® o `� \ , �0, r �� A LOT INFORMATION A� �, Q F— w s. F r LOT SIZE : 13,551 SQ.FT. (.31 ac) W et "4 36"O.D.CIRCULAR CUTOUT ��t - / \\a_ \ FOR DRIVEWAY MEDALLION ` '.,i; / ��^^ c� b CLEARING LIMIT AREA : 10,1c11 50 FT fY tn NI _1 ts. ` � et ` A DRIVEWAY :, :: k: �� ;2.0. so , / O S� ) r �sr� . Qti \ r / / Z4\0 / MAX BUILDING COVERAGE (35%) = 4,143 SQ.FT. u,•,( Q—' 1 ,610 SG.Ft � �� S \ EET FLOW DISPERSION IN ACCORDANCE `•a c O wail - \ , / / 0 \ / Z CV � ci ® ��8 A P aMp T512 SHEET FLOW DISPERSION °4� ! \ / P / ACTUAL BUILDING COVERAGE (34.71 %) = 4,104 SQ.FT. m A // i � v IMPERVIOUS AREA W/ ROOF OVERHANGS : 5,086 SQ.FT. +\ 11 16� a t r'�- A / ' N. z / i,;., A V / :0\2:::::•:„Art � v GONG ETE DRVEWAY Ui s ' t . 3GAR �/ - A ,i :: /APPROACHDETAILS. IMPERVIOIUS DRIVEIAAY & SIDEV4ALKAREAS : 1 ,114 SQ.FT iiioz��a\ GARAGE .' USE TYPE 1. / (� 3^� iF V i2 y• A / ° v TOTAL IMPERVIOUS AREA : 6,860 SQ.FT./ �z�ow =wo LOT \ �� / 5,, MAX20 DRIVEWAY v (�� � Ew O 2 ` \ ., ;?., A R ,! ,-"' ÷� f ` Of.an, WIDTH PERSTR-280F \� PARCEL* P l� / Rrnr i J� Zo U R �WNN� o� i. \ V / % 1� �" � ED55TANDARDS ,HIP 11 ,842SF A � • � o Fr1o, oIP \ - , aft�' h ADDRESS: 3922 ROCK RIDGE PARKYVAY, ANAGORTES, i^1A98221 �3W \ -'<, it s:. � urn p�S 40: 13124 Mr-r!: y Sao w0z • J �� -I 1 { z OWNER• NELSON w�=�= nS 'tea:, - J N PLAN A�REA�S III HIP / k I a„ k / < MAIN FLOOR 3,044 SQ.FT. — of / ==o tea. ' w a / TOTAL LIVING AREA: 3,044 SQ.FT. € "_ .' .S. Gl4l ' \°` - " �\ - / / y UTILITY 63 SQ.FT. ()INNER APPROVAL / / mil / GARAGE 1 ,013 SQ.FT. INITIAL: /y / ENTRY PORCH (COVERED 130 sa FT)) 234 SQ.FT PAGE. j / (UNCOVERED 10450F ) {10 / OPEN DECK 306 SQ.FT. G�• / COVERED DECK 11cl SQ.FT. OF: / / r 0 BMP G154: CONCRETE WASHOUT AREA BMP G235: WATTLES O BMP G105: STABILIZED CONSTRUCTION ENTRANCE / EXIT 0 BMP T5.13: POST-CONSTRUCTION 501E QUALITY AND an DEPTH J. SYKORA, GPBD Fr PURPOSE PURPOSE PURPOSE _ Z W PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMATER FROM CONCRETE W W WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAIN,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO _. --'i C PURPOSE AND DEFINITION al WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT ry x ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS U INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT J. STERLING s H ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS O E' CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE 11-4.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.318)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN I-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE 501E AND VEGETATION AND REPLACES IT WITH MINIMAL ' PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND 50D.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4" = 1' U.N.O. 2 -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://W W WW W . SDOT. A.GOV/DESIGN/STANDARDS/PLANS.HTM#SEGTIONI) THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, I- -IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHAIIDTH TO PROVIDE VEHICLE ACCESS/PARKING, - iE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET 7- _ _ w -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON•51TE. NOTE:IF LESS THAN CONDITIONS OF USEWASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS E-- 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASITYW4TER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN •GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF r- a 01-11-11 a FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT MILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP. IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS 0a WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM INHERE NEEDED. POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME 0 GROUND WATER.THE UPLAND DISPOSAL 517E SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH A5 STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. eraet DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. APPLICAT10N5 AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY t oC)) - - - -- - - - - "- --- "--------' -- - EFFECTIVE FOR ONE TO TWO SEASONS. NOT TO SCALE I ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH IS NOT THE SAME A5 PRESERVATION OF NATURALLY OCCURRING __ ------- - SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE PREVENT BILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT MANAGEMENT OF STORMINATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH z - 3m Minimum - WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH A5 COMPOST,COMPOSTED WOO1T'MATERIAL,BIOSOLIDS,AND FOREST PRODUCT f c_ � ( (�. 6 ' Lath amJ flagging RESIDUALS.IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE 501E QUALITY AND DEPTH BMP BE APPROPRIATE on 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT LOVER TO BE ESTABLISHED.LIKEWISE,IT 15 IMPORTANT THAT IMPORTED TOPSOILS ��'�� Sarxlbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. IMPROVE 501E CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP GAN BE CONSIDERED W -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS 0 0 ea INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. germ Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES Roan ��001' SC) DESIGN GUIDELINES II,' W410 mil plastic fining SHOULD BE DUG TO A DEPTH OF 5-TO'1-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. ls`�(� ��rl �.� -501E RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD `G �' I � are PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A 'Janes A • EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. n,S`'�{�i `' DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, • r` � IMO 4t OTHER PORTIONS OF THE SITE INHERE FEASIBLE. E. t m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. �1►„i�,I' -501E QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS ' Berm -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. '��'�^'z� Viral ��; =� SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT g r", _��A& -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. ./�� r -. ""t ,. PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: CIF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE �� �,,' ,, •• 100'tilat 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% ; " i--" ( ( ) a " Section A-A AND INTO THE SOIL. �, • �+7.'�r" ID mi plastic biting : �' x'i ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 8.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. Plan Notes: -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3l8-INCH REBAR CAN / + THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT INHERE TREE ROOTS LIMIT THE DEPTH OF n -- 1. Actual layout ALSO BE USED FOR STAKES. - INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE OES deter mined in the field. -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING R Type "Below Grade" 2. A concrete washout Install driveway t 5GARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, ABOVE THE WATTLE. cloven if there is a f t) ` WHERE FEASIBLE. sign shall beof theeped roadside ditch present _ ra / 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. within t0 rn 4"-B"quarry y- - - y 3m Minimum temporary concrete MAINTENANCE STANDARDS spells 'ti a 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS washout.facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH 501E AND THOROUGHLY ENTRENCHED, Wit . `''� A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. t'Zl 'r - THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,SINALES,AND PLANTER BOXES(P.959),WITH THE • Wood frame 1 4kt 'ia EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN e secure fastened • • GeotexUle - '., B{} (}B securely .. --- - - -- - �. ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGENUll) around entire ' RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND iii �'�� perimeter r with t Atli wo it.2m) �h LOWLANDS REGION. a 'Noires `�{ .- 10 mil , - :?y B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR plastic lining �' i: re:\ J ,Jl ` ' ,/' `' OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT E a A r ..'Ysi7. „>,., ,,II EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-8,TESTING PARAMETERS,IN WAG 113-350-220. V 1. V� - Notes: \ t5'rnin. ` / THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO B£ESTABLISHED.(typ.) 0 I. Driveway-shad meet �,\/ Straw roes must be ! - ''� (, 12`minimum thickness R L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE / the requirements of the ` •- m Section B-B placed along slope 0 -:'r 1d` Adjacent rolls permitting agency. METHODS LISTED BELOW: tV L contours shall tightly abut , 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. N CI 80 and plastic lining ,t Provide full width tf C Two-stacked rough _ -"'r 2. It is recommended that 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM 2x12 roughcrownedo entrance soe be of ingress/egress 3 Plan �' -' area CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. wood frame ""-""" - : so that runoff r . `' drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST _ p`t \ ' J ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- Z K Cr W e- Type "Above Grade" with Wood Planks /// f1 \ , _ Q m d .T.TO cr ab F N �t� APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. p I- CO \ W -"""'-'-�""'" `-`�- - --`"'--- - ��-' - '�� - 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. (�j 'C O o (1) cs :penis 10'-25'(3-Bm) �/ MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THEC) Z CI) VIllNu) ell Figure 1I-4.1 .7a Figure II-4.1 .1DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND I$NOT COMPACTED,DOES NOT NEED TO BE AMENDED. Q z ZOConcrete Washout Area Stabilized Construction Entrance MAINTENANCE mzRevised June 20t5 parr 3 ,i DEPARTMENT OF Revised June 2015 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF-CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM DEPARTMENT OF on soil l.'pe and slope steepness ECOLOGY COMPACTION,SUCH AS FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLOGY Please see Art lAtwsw.ec .wa. Sediment,organic mailer. Please see httpihvivw.ecy.wa.govicopyrigh€.himf for copyright notice including permissions, -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. ln p y gov/copyhght.htmf Far copyrghl rteiice inoktding par missia;s. ' and native seeds are State of Washington 'imitation of liability.and disclaimer. ? State of Washington limitation of liability.and disclaimer. -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. w ILL --- • , captured behind the rolls. y _ , _ ` I -REDUCE AND ADJUST,INHERE POSSIBLE,THE„ ,E OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, _ ` I- e _w- m RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. V O BHP C1230: SURFACE ROUGHENING � Q STORM DRAIN INLET PROTECTION 1-40.20-00 - 0 O Purpose: rj� ' I 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE O BMP G233: SILT FENCE Z w C) Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment L PURPOSE trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment 3'-5"(75-125nm) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A CI ' . on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs such USE OF A SILT FENCE1- } as seeding,mulching,or sodding. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE 8"-f lY'Qia. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. CONDITIONS OF USE: •--.y,_ j &., ,..�� (200-250MM) 11-4.2.12 SILT FENCE(P.369)FOR DETAILS ON SILT FENCE CONSTRUCTION. W • O t -All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. "l �" f` 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.5(15). CA -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. :3 ! � CONDITIONS OF USE -Slopes with a stable rock face do not require roughening. Live Stake �`"*i_Stake SILT FENCE MAY BE USED DOINNSLOPE OF ALL DISTURBED AREAS. 0 III iY 0- -Slopes where mowing is planned should not be excessively roughened. _ iJ SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF a_ - s--°y� �/ 1'x 1" d __ etex„ THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. .1- ILI ` r ft (25 x 25Mm) o"" a'"� TRY SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS V [� gam �:7EX X X IN OF OVERLAND FLOW.CONVEY ANY GONGENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W ® Q ------�---- --- -----"- - -- ---- -- - - """ -_-- -"---- --"- I i` NOTE: ,�r „ DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN O 1. Straw IOU installation requires the placement and secure sinking OMB �� ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. a. . rt `"�-a r�' of the rdt in a trench.3"-5"(75-125mm)deep.dug on carioca. sEo r+,AND ores Q/ c. a a Runoff must not he aAowed la run unrier a around roll. NOT TO SCALE •' sra ci 'aia'a cs -OVERFLOW BYPASS n V aaa _ _ _ lL s N‘rr '-���G1'' o ;rLAI Joints in filter fabric shall be spliced w IY NNNN1/4,..„-N.:NNc� ss �^a .� i t mow .. GRATE � i-i era,- `'�� Figure I I"t.2. f ��' - at posts.Use staples,wire nags or (V • - -- equivalent to attach fabric to posts (N �_ Wattles 7 is c t. trNOR . ,_„ z ry u, a� , Revisal November 2015 - ♦♦♦ 2.x f s andard strere th or fabricaused m • . . f /a a.caAa DEPARTMENT OF ■ ff i' �� ECOLOGY r ®`` • ,� \ 'ay�Wa-a Please see htlplMeww.eey.rra.go.v'capynghtedml for capyrghl noticee including permissions, b a a +a a - . State of Washington limitation of liability. and disclaimer. • 1 /`�' rt E ��' a has Q y a a c3 c3 � n' ' e o683 Tracking with machinery up and down - a a-�-�' _a c_ O BMP C123: PLASTIC COVERING the slope provides grooves that will \\\\ c ._- `^' s e D D •...te $ t:t '. 5 . catch sand,raintall. and reduce runoff. a. ca° , .� PURPOSE: " = .�,± p�,, ,< =woow e� PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. �o mRi �/,�/ /�� /\�``i// /,� f� � �/` Q El a , I 1/ \tip\/&:.1 .,\�Y�S7� "1��', ,N r NW Tracking CONDITIONS OF USE: f ll I I OXZza a PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, Minimum I I 6'max 'r I WO il EXCEPT A5 STATED BELOW. i _ 4"x4'trendt I g5 22 'I PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING GUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY r ILI i5 a �gf�E �C�wS 'Ito, RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post spacing may be increased posts. E i k i f i 11 -11�it. to 8'desire backing is used 2"x2'wood steel - 11-11=1L• MONTHS)APPLICATIONS. aw ice ow,E fence posts.or equivalent g :o ( ]1=ir=ir. -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT U5E THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE _.ecrRwouun GRATE ORATE RETRIEVAL�.fl t %g e F2 ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. w g 11.11.11 p__ -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE -,tit z z 8 o¢b I i i{r" t,t ,'N'* L MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY 2"k2"by 14 Ga.vnre or equivalem. z t �J- -f I aart�r=�-'-- if standard strength fabric used w j r II 1I - Ir 1. GLEAN WATER AWAY FROM THESE AREAS. `- O (jl �J r tlo 00 r II Ii-lf II 11 i -TO PREVENT UNDERCUTTING,TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. `i, J W -.7 50' 8"rum II II4I - • WHILE PLASTIC IS INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE,REMOVAL,AND II `t1dLtr-11- (t5m) (130mrn) 11]o1G �, '„., Fitter fabric mIo 7fl?11. it _ DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. • , +ii`���1 $ f 11=11 11:- . -le -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE ^ >� i� 2'non o $ w II: 11r-f1 3 p, E SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY CLEAN 1%° ic Y �I U. :. II=1111111t t 1 RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS-DO NOT Mb(GLEAN RUNOFF FROM A PLASTIC COVERED ��` w o el r ,i'-jY I 11 11'- 1 Contour Furrows Si LOPE WITH DIRTY RUNOFF FROM A PROJECT. ��+ T / ovesnawsry ssfnnJ ii If 11 fl 1 R Bacicfi8 trench with tn II?Ii Ildlt Maximum \ 1 "=•11 i% OWNERAPPROYAL ^II 1I fl `r. native soft or "- ., II R= fl . \', - // � 1.5'washed gravel 12"run. Grooves will catch seed,fertilizer, 11 F-R=111111 r1 . ° ,,, `Jd bL3 LPROBRAPEParitc7 Minimum - 0,,/ /' 'S,�- INITIAL: mulch.rainfall,and decrease runoff- =1t J1 11 IL dn, [ r I `iv 1L Il.^II- - r II-.11=11-11 a"xa"trench 11^11=1 =LLB=, rl 11 11=II^11=1 MARK W.MduRER PAGE: 1(q lryl I I ril fiat 1= ! MARKrvMTEra.aooew 2 x2"wood posts. steel IIa� P l ° .II NOT TO SCALE I tsorterm.VIEW !��a.���� fence posts.or equivalent I I ' ,,,,�„' „s"„�„-„e1,,,,��- po NOT TO SCALE allFigure 11-4.1 .5 'TORN DRAIN `_ _. Surface Roughening by TrackingS INLET ON Figure 11-4.2.12 OF: and Contour Furrows 0.20430 arrtrta.ta INERT Silt Fence DEPARTMENT OF Arrnoveororrroxxwnon DEPARTMENT OF Revised June 2015 patio Bakotleh UI OA-YO-07 ei Revised October 2014 ECOLOGY Please see hapAlww id disclaimer. opynght.htmf for copyright notice including permissions, i mime. e.......ru._.r... ECOLOGY Please see httpJlAvww.ecywa.gov/copyrighf html for copyright notice inducting permissions, State of Washington limitation of liability.and disclaimer. -- State of Washington. limitation of liability,and disclaimer. PROJECT DESCRIPTION PROJECT INFORMATION J. SYKORA, CPBD r NEW SINGLE FAMILY PROJECT ADDRESS: RESIDENCE J. STERLING se a tn _ ZONING TYPE: R-2 3922 ROCK RIDGE PARK 1AY, 1/4" = 1' U.N.O. S ANACORTES, INA 98221 F W Ce CODE COMPLIANCE PARCEL* P LfOSEPOS2OI1 ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND CITY OF ANACORT 0) ORDINANCES AND THE FOLLOWING: PLAN AREAS ES Z - 2015 INTERNATIONAL RESIDENTIAL CODE 0 Q 2015 WASHINGTON STATE ENERGY CODE '` "° MAIN FLOOR 3 044 SQ.FT. - 2015 UNIFORM PLUMBING CODE ..o : , , , = �* t _ '" TOTAL LIVING AREA 1110 ,��,. �� � � -:� �:4 . g ����"",�`� �� fi��. �� \ . �__ .. UTILITY �3 SQ FT. DEFERRED SUBMITTALS r s s f :,' `^ � m i - - Y T M RAWINGS ;.. I 9 1. MECHANICAL HVAG 5 5 E D I �. _ �� • � ,, s.w n =�- _ GARAGE (GOVERE� teasa 1,013 SQ FT as , 2. ELECTRICAL POWER DISTRIBUTION DRAWINGS ) �' : I I (UNCOVERED noFr) (15 R ENTRY PORG 234 5Q FT 3. NATURAL GAS DISTRIBUTION DRAWINGS 14 . =- OPEN DECK 306 SQ.FT. m "' p '+`�' t yard a : - 7 I -�� ,�' 4. PLUMBING DRAWINGS r � DECK 9 .n ° � � -- COVERED 179 5Q.FT. N 5. ROOF TRU55 DRAWINGS / CALCULATIONS *"� — 40y 6. FLOOR JOIST DRAWINGS / CALCULATIONS q+t. A 1. LANDSCAPE PLANS - x ~ S. LIGHTING PLANS 0 9. CABINET SHOP DRAWINGS I ta t LL - FIRE AREA: 4,360 10. CUSTOM HARDWARE / BRACKET SHOP DRAWINGS . DESIGN INFORMATION li , FIRE FLOW REQ. = 1 ,150 GPM eo BUILDER: STRANDBERG CONSTRUCTION, INC. PROJECT TO HAVE FIRE O m P.O. BOX 319 R:; _ t�; u � � in ANACORTES WA 98221 1 SUPPRESSION SYSTEM INSTALLED. w Q X c 360-213-1431mr E i o .. '`( ��� CC � SS A d0-- o ow DESIGNER: JIM SYKORA GPBD STRANDBERG CONSTRUCTION INC. it '° T1H[ jE N- jEiLsoN- ][tiEsi[ DiEN- ciE 4, JIM@STRANDBERGGONSTRUGTION.GOM " \�y c" 1-1-.1 N DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC. -. 3q22 ROCK RIDGE PARKWAY, ANAGO RTES, !ALAg8221 %Ai v JASONS@STRANDBERGCONSTRUCTION.COM Vft , , I 0� Z o LAYOUT PAGE TABLE REVISION TABLE W to k- PG* TITLE COMMENTS CONTRACT DATE PG* DATE DESCRIPTION Al COVER Cr, I s.�acc. i s k.�- 4 � used -F s t o - + L c 0 CC ;e d . v Z w � A2 SITE & LANDSCAPE PLAN oDi ix AS FOUNDATION PLAN o A4 FOUNDATION DETAILS - z w tr A5 FLOOR FRAMING PLAN cc, A6 MAIN FLOOR PLAN W VOU �z ZOa¢ 4:14 KO� Al ROOF FRAMING PLAN ,; f o AS BUILDING SECTIONS I €W r 1 CITY OF NACa TES q6 V / PM Ag BUILDING SECTIONS PLAIVNIIVGUiLDlN i� r� ° Al 0 EXTERIOR ELEVATIONS PERMIT: ,1 / - 04-7i __ i QNQ e 174, JL ZZR2� C �I\ , }AlOQ l EXTERIOR ELEVATIONS aia� APPROVED�Y: ��[ O 0E--z Qot8e, SUBJECT TO FIELD INSPECTION. APPROVED PLANS m�"` A 12 ENGINEERING INFO G RAINL S PACE SHALL NOT FIELD ALTERED CTION.Id7AltOVED PLANS =<wo IPr: a�z A13 ENGINEERING INFO MAIN FLOOR PLAN F Al4 STRUCTURAL NOTES OWNER APPROVAL _—.-...--._ ___ - . . _ INITIAL: A15 STORMINATER BMP'S A PAGE: Alb CURB , SIDEWALK, AND DRIVEWAY t OF: f , LANDSCAPE LEGENDJ. SYKORA, GPBD r \ o \ N n J. STERLING LAhtN AREA Nov 1 7 2011 1" = 10 U.N.O. g CITY OF ANACORTES T 0 ` zfr / CONCRETE DRIVE 09-11 -11eiCD i Sell Z c� / ?o:a ,i MULCH - PLANTING BED W A- i0 GEOHAZARP SETBACK �F TE j (I) C) MO : \ i LOT 1 ,' `, EXISTING BEDROCK .0 , 13,551SF , C 9) 3122 \„,\\ co'V ' J a 8 DECIDUOUS TREE L 90 \ y ' C La / (111) i 74e - - ,t• -UMP TANK DISCHARGE OVERFLOW OUTLET // ( ��, f R ": y CONIFER TREE ry ri R A <9 V . / / , . o CLEARING � MIT v� //� DECK a S<oA �" :63:c 14 F � 7/7 y ; o r 's �/ SHRUBS / PLANTINGS/ Q,0„,„ ni z s � ai m il 2: ° 10 9 I Ay ` ' a �t J Q Z p m / I .) $S< $ X *Se < O 7 x> w . „., K . ,�� _ MINIMUM TREE DENSITY w M 0 5FR �N \ ANAGORTES MUNIGODE 16.SQOlO NO‘ ricr \ i 431 5' �QA�w� ,t Calculation of the Total Tree Units Required. The total number of tree units W d- I, O �oI y 4 I SQL STOCKPILE I required to be provided by a regulated project or tree conservation permit \e ,�o approval listed in Section 16.50.100 shall be calculated by dividing gross site V if % y���y kr area, minus any public or private street rights-of-way, by one thousand Table 0 Z OU �` �`�o� a --Ai: 16.50.120(D). The result of the calculation will be the total number of tree units �y r r o� �� A -CATCH EAS N LINE TO PUMP TANK required for the project approval within the building site. Z al Z ' "'�"- ��p�k}'' DRIVEWAY CATCH BASIN\ �\ if at , � \ LOT SIZE :13,551 5F TREES REQUIRED: 14 _W ' S (71 \ . a I o n n ��h,�-- \ J end 111 lY � n)O �\ �,g r ouvoeJ�e \ LOT I N F MATI O N v DC if LOT SIZE : 13,551 SQ.FT. (.31 ac) W n - �14, � 36"O.D.GIRGULARCUTOUT \ ."� .^.' - _------ _--_- / O f \ �,-�,�.T FOR DRIVEWAY MEDALLIO� \\ +`x'" 0 / O " {�• v P �o� CLEARING LIMIT AREA . 10,791 50 FT ci In li /// J� a DRIVEWAY �0� 442.0' / so / ' ce INSERTS o Q 8 �� 14 s'� o / A / MAX BUILDING COVERAGE (35%) = 4,143 SQ.FT. ILI r = -d s• , 1 ,610 SQ.FT. & s / v Jar ,g / / N �CO ��� r n �� / \ / ACTUAL BUILDING COVERAGE (34.71 %) = 4,104 SQ.FT. m \ 4c r / / \ c`�ss 54, ea ,r" A / / V / ' yh \ I IMPERVIOUS AREA W/ ROOF OVERHANGS : 5,086 SQ.FT. -� _ � � ' / .0� 't ),, SEE PAGE Alb FOR A \ / Q F° , r �� s° - CONCRETE DRIVEWAY / 3* k,,, \ 3 GAR \/ 2? � ;,__/APPROACH DETAILS. / IMPERVIOIUS DRIVEWAY & SIDEWALK AREAS : 1 ,114 SQ.FT. � 3 �LL 6F° ., - .„ GARAGE R W ' yy \ USE TYPE 1. / EL uF�o A As _, D.„ 7/ TOTAL IMPERVIOUS AREA : 6,860 SQ.FT =w�a= �� v o3a2° LOT 2 ' - \ . �� :� MAX 20'DRIVEWAY N. ,8«® .+ a ., t]� WIDTH PER STR-28 OF til b HI R ,,. PARCEL# P � a ,,.�. '� Qj �ED55TANDARDS / iw"wN 11 ,842 SF qa°2 Q � ,r . 4 // a ADDRESS.. 3122 ROCK RIDGE PARKWAY, ANACORTES, WAgb221 Z < i'< o 3124 awai w / J Oa=so . ., o` ,_40 / / OIALN E R: NELSON -I IL I :\ =,max o,a III W �eG/' TOPO COMPLETED BY: DALE HERRIGSTAD PE, PLS 8acp °pn, IX N PLAN AREAS —/ / / k 0 \NNko. / t / Ei'm P H / In/ .1 � v 7 1 TOTAL LIVING AREA: 3 044 SQ,FT. OINNERAPPROVAL 1 Ao � st D BLI' 1 to . �_.v UTILITY 63 SQ.FT. INITIAL .-i7 . 11 1.�A-t. PAGE: / GARAGE 1 ,013 SQ.FT. {rya — ENTRY PORCH (UNCOVERED 10 SOFT) 234SQ.FT. \ / OPEN DECK 306 SQ.FT. OF: \ / COVERED DECK 111 SQ.FT. // /`vv / 7/ / ii 3 `4(.- 1t �` AR`.& J. SYKORA, GPBD N . 100.4„ J. STERLING B•-0" _ _. _ - 20'-0".-- -- .._ 16.-0.� ._ 12•-0" - - 3,_Q— `^- Ya a II _ __..- __ F— It b I 1/4" = 1' U.N.O. di:ii � iN vj �2 ��2 A4 \ / A4 N fa $ w A4 °4 P El �t}\ I l r \/� I I I „ 24 X24 X8 � /\ 614460.14tEi6'S $644. I CD 1 ® L _ J - L_ _J Zi CONCRETE 91'1'PI SH2 yA4y ► �4 ( I I FOOTING TYP. ® I H �® I '���f - 11 Fat `..fT ue..•res, 6 L _ J L _J LJ sin-ctr+us ob4 LA( . (1) [(U5 12.-11" I 2'-0" I 3'-4" 2-0" 3-1" 2-0" 2-i„ I 2'_' I 13.-0" .... - I 2'-0"- I 3'_1„ v " 1 4 GARAGE SLAB /\ 36"X36"X10" "CD 1 1 ,016 SQ FT SLOPE GARAGE FLOOR v 5H2 — — GONGRT3 FOOT NG — — CONCRETE FOO2"TING 2GONGRETE SLOPE GARAGE FLOOR 24"X 24"X a" 1 TYP. V V I— —� NU 4,u4 E.W. FOOTING TYP. ��— 1 14•-9" _CONCRETE �� FOOTING TYP m I ® 1 ^ 9 I ® I I- - —1 I z T r 9 I �� I r Cr 12-4' a 2 0"'1 I ® I I I ® In I I r 9A3 1Tj "+ �— J _ _ t �® C .in L — J — '— - -� L — J _ _ L - - J I f 2 I � ) 1 a'-31/2" 2'-0„ I 3'-0" 2-71„ I 2'-0„ I 6'-11 I 3'-4" 1 12-4" -- 2-0" 2.-T"— I— ai m et z'-, 1 2" L — J �� A4 BUGKOUTFOR - GARAGE MAN DOOR \ _ _L . • 9 6 I <thitin— a \ IO b 3'2 I _ 4 4" ' m 2GONGRETE ri BUGKOUT FOR E4YLBUCKOUT FOR� GARAGE DOOAr}5 I m in ► / 1 o I ®�Ti1�i n I ® 1 I ®�� —1} BUGKOUT FOR A4 T A4 /— '' — — L- —J GARAGE DOOR o .�2.-0„ 0 6',0„ _ a _ / — — — — —1 L — J 13'-0" 2'_ 6'_1„ LL 2'-0" 13'-0" I 2-0" I. 13 L —� I� 5 CRAWLSPACE VENTILATION L ��- � }� GRAWLSPAGE AREA: 3,053 SQ.FT. I— —1 _-.. .._ _- 14'0"-_ -- '-- 24'-0" _y'_0„ - yI p O CRAWL SPACE VENTILATION FAN AND CONTROL m N1 p - ► 5H2 CRAWL SPACE RADON M"1GATION SYSTEM- GryY A.::-24 1 TYP. \t''-^�/ 24"X 24"X 8" �� IF APPROPRIATE UTILIZE A SPACE BETWEEN MASTER 24"X 24"X 8" . CONCRETE 1�a BEDROOM WALL AND GREAT ROOM Y`ALL NEXT TO � ,4�3T�/ FIREPLACE FOR VENTING ABOVE ROOF CONCRETEING q " r — '-'r F• OOTING TYP. I 13 I r— FOOTING TYP. - b I I 4 O N 1 r . o I ® I I L J j L —J � � _l ? aci, � x s Y 1 0" Z'4" 4 B 2 0" 6 1` m W < O I l6 19'-0" --3'-5" 2-0" 3'-31/2" 2-0" 1'-31/2" nI 2-0" - 10'-b" 3'-6" _ 1.-6" 3'-0"y_— 26"X 23"X 10" Q Z m v w F _. �., - r — -1— I� —I-CONCRETE FOOTING o — 3 Q Z = .O W ® < W/3,#4 E.W. :o CA f D- Q 0_ m 6X6P.T. POST r- - - - -) , 1 \— � L — J _ 1- - J � L C asr2�a m I ( _ Y 24"X 24"X 8" ��%\ /J)1► �� CONCRETE 91YP SH2 A4 I ��Tha ABU66 POST BASE iht '--j — . J \A4/ f(A 1 TYP nP. — —'I'� FOOTING TYP. f A311 rrP. n J111 �4 I � T � I ® II ® 1 � ' � � (3) GRADE 40 #4 REBAR hdlMs f �44� " L — _I I_ —J L— 1 al 6 MILL VAPOR EACH WAY - FOR LONGER BARRIER PADS ADD (1) REBAR EVERY 8" A FOOTING CULTURED a-„" I 2-0" I 13-0 2-0" I 13'-0" I 2 a' 9'1" IL Z' O 24%AD LULNREp STONE BUD-TOUT PILLAR � Q 5 - `•' i ---- 2 2CONCRETE _1 , t , ry 23 1 TYP- FOOTING TYP. —I 0 1-1-•I N -MAY VARY-PER PLAN '.- ►5 I 24"x54"x6" n I ® I n I ® I -9 2'0 -I v- PL>�N AREAS CONCRETE L _J L— J ( 0 CL COMPACTED FILL OR UNDISTURBED SOIL I 4 I F• OOTINGTYP. 13'-0" I 2-0" I 3-1" - I r Z iii MAIN FLOOR 3,044 50.FT. i ' . _, I I r I (& W I ® I DETAIL 9 TYP. FOR POST FOOTINGS a4J -� 0 Ca TOTAL LIVING AREA: 3,044 5Q.FT. J L — J USE DETAIL 95 A5 ALT. WHEN - Q MOMENT-RESISTING POST ON ROCK 24"X24"CONCRETE 1 v UTILITY 63 SQ.FT. m I FOOTING TYP. J GARAGE 1 ,013 50.FT. O �TY� S• H2 I /9 TYP' 5H2 ILI IZ ` /\� 1\A3/1 TYP01 TYP. POST FOOTING DETAIL ENTRY PORCH (CovEReo 124:g Fr) 234 SQ.FT. I " I J r;L 2GONGRETE " I ® I \/ 6 (UNCOVERED 110 5Q FT) . 1... _ ` Cr SCALE: 1 " = 1 ' . J FCONCRETEP. i3-0 2-0J y_1« m OPEN DECK 306 SQ.FT. B „" 210' 5'-1 1" 2'-0 5'-1" 1 7-0 m ZU COVERED DECK 111 SQ.FT. _"_6 a, '^ pppg . 1 ///.GRAWLSPACE ACCESS 24"X 30"MIN. m r— A4— ) (LOCKING ACCESS DOOR ,::. FOUNDATION NOTES �- HI I $�1� .firgam" 2 1.ALL FOUNDATION FOOTINGS TO BE 15" BELOW GRADE @ FROST DEPTH. EA4y zr: • 4 A4y I� o SLAB, IF ANY PER PLAN. / POST PER - _ 1_I 2.JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN. L o I- J LOG. MAY VERY CALLOUT • 1a'-0 9'-0" A " A 3. FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE. 13-0 - 5D'-0" 4. FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. - I 5. FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE �a 6.ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. Q oa<off �oQ� 20d GALV. NAILS DRIVEN HALFWAY PER CALLOUT 1WU1a (4) GRADE 40 #4 REBAR gSFP FOOTING, PAD, MOMENT-RESISTING, ON ROCK Z wo=� opp�� — EACH WAY soo pQNU 2FZQp CLEAN ROCK * PREP: CLEAN ROCK MATING SURFACE AND APPLY BONDING AGENT PRIOR TO CONCRETE PLACEMENT. o m< a O F NY j * FOOTING: USE MIN., 30" SQUARE X 12" TALL. - TREATED BUILDING PAPER ,� REBAR: 5 I M P50 N HANGER TYP E5 2'-b" - TOP: USE 4, #4 EACH WAY, 2" FROM TOP OWNER APPROVAL - BOTTOM: USE 4, *4 EACH WAY, 3" FROM BOTTOM INITIAL: • BOND NAILS: USE MIN., 4, 20D, GALV, DRIVEN HALF WAY, ON EACH SIDE OF POST. 16 TOTAL NAILS. MARK TYPE SIMPSON HANGER PAGE: • POST BEARING: BEAR POST ON CLEAN BEDROCK. COVER END OF POST WITH TREATED BUILDING PAPER, WRAP UP SIDES 2-INCHES, MIN. • SLAB: IF SLAB 15 SHOWN ON PLANS, PROVIDE PER ARCH AND OTHER CALLOUTS HEREIN. ABU1 . - FOOTING MAY BE MONO-POURED WITH SLAB OR BELOW SLAB. / \ \ MOMENT-RESISTING POST ON ROCK - SOIL BETWEEN SLAB AND TOP OF FOOTING, IF ANY, USE STRUCTURAL FILL PER STANDARD STRUCTURAL CALLOUTS HEREIN. 5H2 P05T B, 5E5 2« ABA OF: tc15 \ DETAIL FOR gSFP / SCALE: 1 " = 1 ' 3. ABYAI J. SYKDRA, GPBD :t)SIDINGMATERIAL p SIDING MATERIAL I BRACED RETAINING WALL - TOP OF WALL I5 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION --- 1J. STERLING (3) BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION I • 0 ( os6 7/16 OSB 1/2" SHEETROCK 1/2" SHEETROCK NAILS OR SCREWS 2" OG. sTGGD 3/4" SUBFLOOR 3/4" SUBFLOOR oPTIONALa"SLAB 1/4" = 1' U.N.D. A B C D E F G V IN Y Z III A B C D E F G V IN Y Z (GARAGE,PATIO) I --- j - NAILS IN !"N ' BLOCKING LENGTH FLOOR JOISTS LENGTH / FLOOR JOISTS 0106-11 a FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING // i 1 (JOISTS PARRALLEL ONLY) RETAINED WALL " IL RETAINED WALL , z G FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING " SPACING REBAR el REBAR REBAR TRANSV. CONT. , ' REQIF TYP OANL4' 7 OPTIONAL 4"SLAB HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING SPACING REBAR c REBAR REBAR TRANSV. CONT. L F BOT.L BEND I t (GARAGE,PATIO) SOT.L BEND q / Z W; -} 5IMP50N HANGER 1 F0) 0' - 4' CENTERED 1 5" 6" 6u 12" REQNOT UIRED 6„ #4 @ 24" #4 @ 24" N/A (2) # 4 1/1, ill 0' - 4' CENTERED lb" 6" 6" 1211 REQUIRED b" @ 24" #4 @ 24" N/A (2) # 4 -. CJIF JOISTS PARALLEL CJ l`9' IF JOISTS PARALLEL E i z -INSTALL"G"BLOCKING „ , �� „ „ „ �� �� „ -INSTALL"G"BLOCKING 4"TIGHTLINE = g4' 1 "- b' 5" 24" 8" 6" 56" 48" 6" #4 @ 24" #4 @ 24" #4 @ 24" (2) # 4 IN(2)BAYS E R z 4' 1 "- b 5" 24" 8 6 56" 48 6 #4 @ 24 #a @ 24 #4 @ 24 '^' (2) #4 IN(2)BAYS. r EXT.WALLS ONLY p (1) 111 -SCREWS OR NAILS I A 2 -SCREWS OR NAILS IUl 3"O.G.THRU SUBFLOOR ;p 18"MIN. )- < , „ r S o 32" 10" 6" �� �� �� 16" �� 16" �� �� „ 3"O.G.THRU SUBFLOOR Z b' 1 " - 8' 6" 28 28 8 #4 @ #4 @ 24 #4 @ (3) #4 BELOW GRADE z b 1 - 8 6" 32" 10" 6" 28 28 an #4 @ 16 #4 @ 24 #4 @ 16" (3) #4 _. oID X zo X _____ • 18' MIN. I 4' TIGHTLINE Rl �- LLIs S' 1" - 10' 8" 42" 10" 8" 18" 18" 8" #5 @ 14" #4 @ 24" #5 @ 14" (4) # 4 I ® EXT.WALLS ONLY 1- Z 8' 1" - 10' 8" 42" 10" 8" 18" 18" 8" #5 @ 14" #4 @ 24" #5 @ 14" (4) # 4 BELOW GRADE GRAWLSPAGE CRAWLSPACE x __MIN LAP SPLICE=24" MIN LAP SPLICE=24" Z YC t W Z Y GENERAL NOTES: NOTE #1 \ ' B GENERAL NOTES: NOTE #1 SLAB OR FILL-E NOTE*1 Beft 9 SLAB OR FILL-SEE NOTE k 1 ��„ i * X, Y, Z, ARE MINIMUMS. MAY U5E GREATER. FILL OVER FOOTING IN GRAWLSPAGE / ♦ ♦ * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE ♦ ♦ ♦ (15 COLUMNS G, D, E, W, WHEN NO SLAB IS NEEDED. DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LE55. WHEN NO SLAB IS NEEDED. D illa DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. DElieall0 4"PERF. ® 4"PERF. La i *A55UMED SOIL BEARING PRESSURE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED b MILL VB (exT.WALLS ONLY) * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED IF NO SLAB ♦ E%T.NALL50NLY IF NO SLAB _ Y * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. o' -4' NONE f, C f. * MAX LOAD - 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. o' -4 NONE jr C 'I -I * REBAR MINIMUM GRADE 60. 5' -6' 12" TOE HEEL * REBAR MINIMUM GRADE 60. 5' -6 12" TOE HEEL * 1' - 5' 15" * CONCRETE MINIMUM fc 2500 psi 7 -8' *ASSUMED SOIL BEARING PRE55URE: 2,000 PSF CONCRETE MINIMUM fc 2500 psi ASSUMED SOIL BEARING PRESSURE: 2,000 PSF P011) 1 ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. ' ' - 10' 24" ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. q' - 10' 24" tii ---- r _ NOT TO SCALE NOT TO SCALE E SIDING MATERIAL CANT. RETAINING WALL - TOP OF WALL 15 NOT CONNECTED TO FLOOR DIAPHRAGM I. SIDING MATERIAL 4 RETAINING WALL - WALL HAS FILL ON INSIDE (2) NO FLOOR l/16 OSB 12" MIN. I 1/16 OSB a WITHIN 12" II 2 X b WALL 2 X b WALL PONY WALL r v A B C D E F G V W X Y Z —.II A B C D E F G V W X Y Z -II o v hi 't ♦ 1$I� O 2' LENGTH 4"SLAB F �I LENGTH F M111 b" MIN. Z in s mUNBALANCED IMALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING - ♦ „ RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING D mHEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR(c� REBAR REBAR TRANSV. CONT. / HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR @ REBAR REBAR TRANSV. CONT. WQQ 'BOT.L BEND BOT.L BENDpZ ,� 011 ui ryR-10 FOAM o ® t° 0' - 4' CENTERED 18" b" b" SEE NOT 6" #4 @ 24" #4 @ 24" N/A (2) #4 (�BASEMENT PERIMETER ABOVE GRADE AREAS) E 0' - 4' CENTERED 5" 6" SEE NOT u E m f O d d SHESEE REQUIRED 18 b SHEARWALL REQUIRED b @ 24" #4 @ 24" N/A (2) #4 _ ' „ ' a 11 24"MIN. W I, A I- g W Z 4 1 b 3" 24" 8" b" SEE REQUIRED 6" @ 1 PJ" #4 @ 24" #4 @ 18" (3) #4 ' O - n SEE 4"TIGHTLINE .I` 2 a � u r u n NOT u , „ „ = _ 4 1 6 5 24 8 6 6 #4 @ 1 a' #4 @ 24 #4 @ 1 a (3) #4 ® Z 5HEARWALL REQUIRED lL O u i 6" u 10" u SHEAERWALL NOT „ �� �� W F b 1 - 8 36 6 et #5 @ 11 #4 @ 24 #5 @ 11 (4) #4 X Ills -I Z b' 1 " - 8' 1 36" 10" 6" SEE NOT 5" #5 @ 11" #4 @ 24" #5 @ 11" (4) # 4 A Z tu SHEARWALL REQUIRED J p SHEARWALL REQUIRED X < p O rt r- /� 18"MIN. a u i n „ u p�� SEE NOT u „ „ „ w i n i n „ u " SEE NOT u „ „ „ BELOW GRADE m Ii- Z O 8 1 - 10 8 48 10 8 SHESEE REQUIRED 8 #5 @ q #4 @ 24 #5 @ 9 (4) #5 r'cLR. �I 8 1 - 1 D 8 48 10 8 8 #5 @ q #4 @ z4 #5 @ q (4) # 5 2"GLR. v SCREENED 2"PVC I- SHEARWALL REQUIRED CRAWLSPACE Z W -MIN LAP SPLICE Q WEEP HOLES 6'O.G. _ MIN LAP SPLICE=24" I- D z Y 4"TIGHTLINE Z Y Z 18 MIN. }- \ B w tn Z 24"MIN.FOR GENERAL NOTES: NOTE #1 .- GENERAL NOTES: B 10'WALL SLAB OR FILL-SEE NOTE#1 „ -j * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. ♦ ' I _ ,� ♦ * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE i - ♦ - ♦ ♦ V lL * COLUMNS F, G, ARE MAXIMUMS. MAY LE55. Dria., DRAIN ROCK WHEN NO SLAT IS NEEDED. DRAIN ROCK COLUMNS F, G, ARE MAXIMUMS. MAY LE55. D PERF. F- re ct133- 4"PERF. *ASSUMED SOIL BEARING PRE55URE: 2,000 P5F ♦ ® * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED 6 MILL VB - ♦_ • \ .Z W V LU * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. C f, * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. o' -4' NONE fr_ C IF NO SLAB V Ef, Ui O Q * REBAR MINIMUM GRADE 60. TOE HEEL * REBAR MINIMUM GRADE 60. 5'-6' 12" TOE HEEL 0 . (\ * CONCRETE MINIMUM fc 2500psi l' - 5' 18 * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF V n �L * CONCRETE MINIMUM fc 2500 psi * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF IL _( ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. *• q' - 10' 24" v NOT TO SCALE ANCHOR BOLT SPACING - USE LESSER OF TH15 OR SHEAR WALL CALLOUT. NOT TO SCALE ILI o re 1 1/2" GYPCRETE FOR RADIANT FLOOR HEATING co � /�3/4" 05B 1111111MIIIIIIIIIIMIIIMIIIIIIIIIIIIIIMIIIIIIIIIILIl In h11 l/8" BGI JOISTS12" 50N0 TUBE 6 X b P.T. P05T J oNw�ABUbb POST BASE 2 XLL1 R�11 INSULATION GARAGE DO2:: pp R-30 INSULATION ci (WHERE NEEDED) BUCK OURGARAGEDOOR^ ^ 4" GONG. BOVER bMIL r3�� 1:1111CONTINUOUS BLOCKING _ ----- 1 t> Q(4) GRADE 40 #4 REBAR1/2" X 10" A.B. 48" 1/2" SHEETROCKVAPORBER ON VVA�� s��g 2 X 6 STUDS 16" O.G. WITH PERT. HOOKS O.G. W/ 3" X 3" � � Z DOUBLE TOP PLATE. 4 - 11o BEARING PLATE ` #� '"a �` `�. ,� 43O ��LLo1/2" X b" A.B. 48" O.G. WlIIIm (4) GRADE 40 #4 REBAR —___ $ 2 X TREATED PLATE 3" X 3" BEARING PLATE 1'-0" EACH WA� �� o � ,� t3 zd TREATED SOLE PLATE ► -1 - L) Ma o _._ Avkj a��oo b" X 16" GONG. FOOTING IN/ (2) j Inill 1 (2) #4 REBAR CONT. oo ° GRADE 40 # 4 HORZ. REBAR \_ (2) GRADE 40 1 0 MAY VARY-PER PLAN-y -4- "1 6 -' \ #4 REBAR LL ? o 6 MILL VAPOR BARRIOR UNDISTURBED SOIL NN 6 &MEET`S �`" t.; Cott Si 4.4. 2� OWNER APPROVAL �(`€Mk./ ;' 4f..;4 , N. INITIAL: N PAGE: / & STRIP FOOTING & PONY WALL Q POST FOOTING U THICKENED FOOTING �� TYPICAL FOUNDATION WALL @ GARAGE DOOR OF: SCALE: 1 " = 1 ' SCALE: 1 " = 1 ' SCALE: 1 " = 1 ' SCALE: 1 " = 1 ' J. SYKORA, CPBD r 0 ,Y ni - 36•-0 8'-O 48'-0" 18'-0" - --- J. STERLING Is s. ni 5'2' _-_'_.-- 5-g 7 •-• -___ -15'0" -_..__.. 3'-10" a IL o fi 1, in 1 114 = 1 U.N.O. n ll 2r1t7 - t .. TO FOOTING ® J Orc iv- D -- I,it--_ u r I I _ 6x6 PO5T5 TO FOOTING- 6xb P05T5 O LLm� a I - Q I 1; m " Zm II' 1 OBI 11 ��EZ! W e I f - Xi _ E.fl lJla ��� Z 1,1 - i 4 R,'6 r---- ,i, R _ -IIINOV 0 3 � 11 LIU � RIM JOISTS . i -_ 1 rI I _5'-11/2 __- s 3' _`-r v a'-r •�Lk P CITY OF ANACORTE CIM S Z mol 1- o i •y_ 7,17§31 J z_I a m m s sIJJ 126_ _____ 12 FD FLOOR DIAPHRAGM �� II- I r x° i p - _ = �1-- 'SHEATHING: WITH JOISTS AT 24" OR 19.2"OG, USE MIN.,24 OG RATED, APA STURD-I-FLOOR; EITHER 3/4"SPECIES GROUP 1, m g o f2 I m b o 1111 m 4 I o mn , OR 7/8" SPECIES GROUP 4. MAY BE 055 OR PLYWOOD. a O u - a w m w w m_3.3 a a --o 0) -- * SHEATHING: WITH JOISTS AT 16" OC, USE MIN., 16 OG RATED, APA STURD-I-FLOOR, MIN., 19/32" THICK. MAY BE O5B OR _ t a ° a d 94 zu PLYWOOD. A �rc m I'• 2 __ . g II o - l " * SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) I L_X 112 far 3-0° 15•-0" -ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS SUPPORTS. $ p LP' 4 e rr ' x * NAILING: GLUE,AND CONNECT WITH 10D RING SHANK NAILS OR#9 SCREWS,AT 6" EDGES, 12" FIELD. 6,� m N - r 1 1 f - r` `t ry m1 - 14•-0 ------- r-o * BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. I. -1 I --- s", r - -1 31/2'X 11 T1B"LVL FLOOR BEAM I '4 5N, 1 31/2"X11,/b"LVL FLOOR BEAM 1I ® t- - , DECK FASLIA S/4"COMP.EXT.MAT-INST W SPACERS - - ---- - -- _- -- _._ _ _. L - -- - I - - I- - ( S 1/4"X 11 T/8"LVL FLOOR BEAM I --- } 6 X 6 P05T5 TO FOOTING �- o 1 - (BEARING WALL ABOVE) 1 (BEARING WALL ABOVE) _ -- i _ -TO POST v I L. I 6x6 P05T5ING FOOTING NG GRANITE WALL ABOVE)'• L-�-J I + - W/24 X24 EXT BUILTOUTPLL R" ®: f z ABOVE BEARINGfIc II TO -'-_ 8-10 _ J 6-1 1/2 - • - __6 10 _. I-.. - __ L_ 0. (15 fi SIDING MATERIAL=- m. --. RRRR.R. - ___.-z- -. I a z 0 i o 6 �� o �� sactt .<.r Q ymz w o Z B / B LTER41LMGGM1 0011 r o m �1 I o I u m i a o (1) m �i t- -, r- +-177 /,' T x XCIA in 43 _I Ifs } _v L - g `- 6x b POSTS TO FOOTING �,,r � iI f - -E Ins f = x it: ll 4. L�_ 14'0" _.. ` q_O, 4 '{ �" O L O ' it - �f o II �� O �I I f SXBPO5T5TOFOOTING FilIK _ E IAL m -_N O o- -- N O m a N WI24X24 EXT.BUILT-OUT PILSIDING RLAR p01 / IIIm N m _ L. _.._- toI-g ip O O ` V 2 " g Oa Oa m .° I T X mBI XX mR' u ' w p A o o r 11'-I --- S o t '1 r-1 - CI J o edihhLL AN V------------------ J SIMPSONHANGERTYPES J J v Irlt _ 43 L _ ti _ �n ~ r I I I . O A O tY O o ' 112 I 101-5 12" -9•-3" S- I 3'-T12"- - - _. 9 -1 <- h NI b._o„ 3_0I II 11 - L 3 o r o t - _ m r I Q- - p31/2"X 117!8"LVLFLOORBEAM4 1 /,re�lg, =-, - - --1 `f W Z WMARK TYPE 51MP50N HANGER MODELS Am BEARING WALLABOYE) I ® � I I °' r aR ' � ( ° I F Ada mSEARINGTOJBEARING ABOVE } 1 EARING1•BOVEL_ IN t ! 'S j/'4 Po5T(2-2x)��_ POST(3-2x)TO& J - _���_PPP -8L _ _ J -, �T(32x TO1 AC / AGE J� _ _ 24"X24"XB•POOTINGIj 2B"X2YX6"FOOTING - . ,�(�fq n bX 6POSTS TO FOOTING ,-- I , 4 �.a I I r ® m \ - W12q X 24 EM.SIDING MATERIAL -^ _ __-_.__ \ ~ 0 in BUILT OUT PILLAR 0 P05T GAP 2. LGE a `� - I ® '! � ® -n w cc =m r o - Ill 3. RTG r _ 1 ' v L_ J I I� �_ O V _ III " Ira ��<� s ' 6 Iz z O / 1 . IT5 4. MIU cdsrD� ° " �fI I I � Zo3� � Illa i $ of i lJ_ x r lal. ����6'? � N I �' o • 61 LI-CC ct § sIII m �El � o o z 5H5 I-JOIST HANGERS 2. MIT / HIT �^J X .w: 'Q - m.:1Td -- --' m Fri. 4¢t:::- m a --__ . �, rl f __._- m - �- OB / a 3. IU5 / MIU $ o thin 4, o �O a es 4 X I n Z Ilan f 1 . LU5 4- LU �� t�>ceR's SE4 Q r i v U.l " CI 5H6 FACE-MOUNT/ \ 2- HU5 �e I i ,�; J ® 1 I W 24 9'-cr -5DNG MATERIA \ / JOIST HANGERS ' T>✓f s ooNRccLc+'a'tr uLL 1( 924 9 BUILT-ODTPILLAR �'�Itx/r i� 2'.b" 3. MU5 - w 6N, 1 3/4"X 11 T V LVL FLOOR BEAMoL_ J _-- _- ---- - --_ OF --. = - I, __,_ ___\' y, O o - DECK FASCIA 5/4 COMP.EXT MAT-INST.Wl SPACERS O - CI 30 LB FELT OR SUITABLE BARRIER (- - J ,q O -- - DLO _ __ m 11-0 1 A, ■ ") Q/ TO BE USED BETWEEN HANGER AND Floor Joist Blocking per IRG 502.'1 w m -- - - V AGQ-D&CA-B TREATED SILLI - - -__ _ 15'-0" I 9'-10" 12'-0" (Seismic Design Categories D1 &D2) 10'-2' T'-10 v2' T-1 72" -- --- - - - V ..1 ♦ g - 1 3/4"X 11 VW OIL FLOOR BEAM' 1---jr---- 24" - _- -_--I,'I j1� - - 1 3/4 X it 7/B"LVL FLOOR BEAM _ �� SILL SEAL Blocking t `rcn1 __. hi_ Lam- J 'r_ , ---- - _ q BEARING ABOVE / / '.91 m POST(3-2x)TO ® x ' O ` . \ =Z I�r X24"XB•FOOTING I .v I 1 _ • TIC _J 11 m a aw O wY ,11 _'11-K-sr.,...,,,,,\\\\\\ n_Q. pm v S,`l Om " a u�l I ni us (I _mz >tr al ySimpson Strong-Tie Intermediate - m m m I .� o m 'e1ii zIT511.88 tHrL ,F w�FASTENBEND BAND LL Onn _ p x_ _ � _ W5 STIFFENERS FASTEN WITH tOdx1 (WALL OR BEAM) Nailing per local I I I I I zw �w 1/2"WE NAILS WHEN Lode prOVision5 -- L � 3 k s z.- ARE NOT USED � F o SN1 b �0i g`d iw 1 L � ) _ n� � Z ow= i � TOP PLATE HANGER Q� CONTINUOUS BLOCKING ,p'-2 _ T-,D _ _ =w� / NOT TO SCALE holey NOT TO SCALE z �~ �/ 18.-0„ 73'p iq-p - 12 0" w3a'z o"" LL 1 za000 - Ohl Face Mount FRAMING NOTES U- == a Joist hanger q=�d 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. V o 0 0 l i \ HARDI-PLANK SIDING oir 2.COORDINATE W/MEGH.8 ELEC.FOR LOCATIONS 8 SIZES OF FOUNDATION/SLAB/ \ -11' III% � L ADDED 2 X BLOCKING FOR DEPTH PLASHING 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC z 24 X E ONCRETE o likill G�s� ,� _ �,� PAVER DECKING (� DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO II- ' �� % '/ aIllmA.,.. 1 �- - PLAN AREAS THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATIONAND _S(�/• SIMPSON ZMAX LU5210 QV(_/`- ®���I1�11 ... _,. GENERAL N O T INSTALLATION. °INNER APPROVAL kill' DTT2Z MAIN FLOOR 3,044 SQ.FT. 4.ALL TRUSS TO TRUSS 8 TRU55 TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. - Nook til2 X 12 PT.JOIST 16"0.C. 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. �� �� TOTAL LIVING AREA: 3 044 50. SOLID 2X BLOCKING AT5.FLOOR SHEATHING TO BE 3/4"COX OR 050 STURDI-FLOOR T&G,GLUE AND NAIL W/RING INITIAL: LATERAL LOAD CONNECTION �• FASTEN 2X PT LEWER WITH / (3)ROWS OF 1/4"X41/7 SOS SHANK&Ps 06"EDGES&17'IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF PAGE: Versa-Lam�or Boise GLULAM Beam: Nail Boise Rimboard SCRENS 016"o.C. 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. SHEATHING TO BE T116"OSB OR EQUAL. Beam width shall exceed toBC-I®joist with 8d Ill2 X 10 TREATED DECK LEDGER UTILITY 63 SQ.FT. 2x specified hanger nail length nail into each flange. 3.VERIFY HEADER HEIGHTS WITH SUPER. 6.PROVIDE SOLID BLOCKING IN THE JOSST AT CAVITY TRBO FLOOR LENEATH ALL POST LO AT O S°NAAND Q.FT. 4.ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G.STUDS, UNLESS NOTED OTHERWISE. ENTRY PORCH (COVERED 124 50 FT) . T. T.PROVIDE BLOCKING BETWEEN i-JOISTS AT INTERIOR BEARING LOCATIONS WHERE (9) JOIST TO BEAM �� RIMBOARD DECK/HOUSE CONNECTION (UNCOVERED 1105QFT) 234 5QF THEREISA LOAD BEARING WALLABOYE OF: 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. NOT TO SCALE \ NOT TO SCALE SCALE: 3/4" = 1' OPEN DECK 306 5Q-FT S.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER COVERED DECK 179 5Q.FT. DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR 9.INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS LOCATIONS. WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. TYPICAL HEADER FRAMING HEADER LESS THAN 5' J. SYKORA, GPBD r- I _-- ._-...._. 117-0" _ _ _ __. a IL -.__ __ _....._ _..... _._- _._ _._.. tq•-0,r 5'-4"- 11'-21n" _. . _. - 1l'-51/2" 3'0" - 15'-0" �_ £ 1310 — — 24_2 J. STERLING a - - m NEMGeR LESS THAN 0'-q" _. _. 'n 5,_3, 3r_br __ -{ --_.- 10'4" --2'-11" i 3,-brr 11'-4" I 3_brr 2,_q„ 3''6" 6'-7 ___ I 3'-6 ....�•___ - _.... 11r_Orr -_-_-_ 1 7-0" I O._8rr n Dt KING STUD FROM 1,401 36010 PIC. Y40236010 PIC. WN0336010 PIC. W0436010 PIG. IN0536010 PIC. 1,40636010 r tct I W012040 GA5E. - -- -- ---o TOP PLATE TO III earrom PLATE +III "aka a 4X6 108 m 4X6 @ 108"EN y o o b side 4X6 @ 108" 4X6 Q 108" Li 4X6 @ CABINET' _5`0" - 4X6 @ 108" 4X6 C! 96 ,� ui G A 21 U . O N ____t m '° fGiLcl o N 5 li o = Qa- f a' z MN(2-24 POST 4 WALK IN CLOSET "� � 5SOFTING in " I ?' 12 N m kr<llb 4 A O9-Ob-17 -- - •-• 1935QFT q►� j' a1 ? - A �` 10'CEILING n h r' E19 ' Cin HEADER MORE THAN 5' - ® .I 1 O { o 1 BUILT (. _ �Nffi / `N - J °i 5�°T p IRONING BO 2880 10, LURBLE55 `V`,IA/''1 Z P N V I ,@g,. FAU V L Z m o C. IL ILu o ISLAND DRESSER in I/' 5.SX9 - `r "' 1° • ;�+ Ak 13 $ � Z GLB 1 ?m _,. (r wY w 7� 1} .. GARAGE GARAGE P UTILITY 2 tr MASTER BATH r-- MASTER BDRM // -}./ ; ° • Q 0 HEADER WIRE THAN% - o © 351 5Q FT 654 50 FT -1- 63 50 FT 213 50 FT 257 50 FT - D, m ,mn imi I I 10'CEILING 10'CEILING r la_CIILING -- m n �- m 10'CEILING I 10'CEILING 1 w 'A\. J�, ry�bl�h FRON TOP FUTE TO�• yy Y1 IT "V O (1) LLI �rtON PLATE > 14 14 I O ormniNER 13 11 I in 1 mom <t V-10" 3 I = o . � 16 L _ I 2868 'I- 14'-0"- ii 5'-51/2" { I K - o - �o Miiii(71) A T _ HALL— 6 in �� 1:3 i f t § b '' m !. o m oO �� mm„,- 1 '7 �S a WINDOW WI b"POST - ti I. } e CLOSET 25 5Q FT e N, 5lYl4EDET.Be DRABOV� ®y DR ABOVE in 1- /'1'e, M.S am LA' ° b 11)54.7 FT o ODOKLASE 3 BOOKCASE ,_ ■ JL BEARING TO 10 ill iv , q6^ n 3._5r, gr_brr 3 15'-0" qpp'"' 0° r -I r " 16 - 1 CM �� POST(3-2x) \� BOOKCASE I BOOICGA5E I11 r. i C i s I■ ■I a o HALLCEILING TRANSITION BEARING WALL _ I BOOKLASE F E DIMS.AND(POTENTIAL T.B.D. q Q 2.1 4j N �, 12 5 112'X 12'CEILING BEAM G? GRANITE FIREPLACE DESIGN T.B.D.(POTENTIAL 1.500 LBS.) V J ICI" € - 8. PLACE o MULTIPOINTLOCKIN65YSTEM __ L — m m r -1 I. -BOG 1211/8'-WRAPPED r DUROLK FOAM BAGKER�' I �' m m O / I FIREPLACE z m 4X8 LAUNDRY m mo ®I �I BOARD FORGWINITE 13 ® l� s 112 5Q FT 69 5Q FT - r-s tre' 4 ___ JJJ} ' I 10'CEILING 4X8 14'CEILING 8_ry PROM MP""`MONO SPTyie�° CTyd _/4�@96" ��I 951/2 I• 5'-91n" arJ z 4'-2 1n" 1'-1"- 2o'-s 1 n it 5' off' oab R . _. NTECH FG6300 GPM Q m0 l • _ I w VARIABLE SPEED 4X6 4X6 m Y Milthd 1 % I■ �I °' # fl� -3OB�.. . N - ` I 1 o�19i y 7,5,. INLINE FAN k 6 - 6 C5 I 4.�r, o U w 10 I_.I - 1 $. m t a RING TO POST iy o. O Co TEnP E'=.= z t—n-111÷— MI L(2-2x) X7 96^ Xt q6" de in _ 0- ' iy 1.5,3.5LVL POST-11P P E O ;Y,n bo ow L_ _ P(JWDER MIN.(2) Zo UC T`eWINDOW Wl3"POST d 9080 _ 90801Q 1O ' q ®@,' I�9'CEILING W in 4 - - S 4X6 a N ai ® ® kali@ 96" Aye -t-6' 4-0' 7.0" q-Orr2,-4„ ;- ll 08i. jI 4X6 4X6 v = LL I■ ■I r r .• •.Z.;._ - - 9080 - ;,. �•. o _ -_ I _. I `fin, DINT GROOM N - 304 5Q FT ----- n DINING GREAT OPEN DECK WI44(1320 PIG. ;o ^2^ SQ FT 382 50 FT 15 -I 1 °'`" 12 0 0 I ---2%6" q•_p" 7-6"— W45lblbAW . IIggEARINGTOHDR a :I:" 14'CEILING 14'GEILING (_11 - v 1.SXS.SLVLP05T-11P '� a �m *- CONGEAL FLANse v4461616 PI 2 2"b o ;p MIN.(2) Le, _ V S` NANEER EA SIRE - t4.-0,r _ 24.-0rr 8r_Oi, 2._l.. 1�_4._q„ o r v P b'-3" 4'-21/7' In :o a O RDN ENTRY 234 SQ FT P5 cai c� 4 c�t2OPM STHIE 55'-0' v v 0'`! 3BUIT01.1 PIXIE I.I�I (COVERED 124 5Q FT) - 11 LSTHDB 4X6 4X6 r $ LT E (UNCOVERED 110 5Q FT) b0 12.1 15 i;,ONE 1.5X5.5 LVL POST-11P TENP ie. blJ/ r-� ENT% :Q1 �� MIN.c2) b :c3°21 O wI �W� m 965Q5 0 ir , d Z cr W m �, • 4X6 74' (3j (dj T�o o R GI F- WINDOW SCHEDULE UPPER NI N DOV'1S xI, $' ( ` x 0 tilr (� m b'-0" 1 LSTHDB BEARING TO POST 4X6 4X6 0 3 , 12 lU 0 0 ot V- la.NUMBER On- FLOOR SIZE WIDTH HEIGHT DESCRIPTION (� W01 36010 42" 10" PIG. NOTE:VERIFY ALL HEADER N. m M, / \ MIN.(3-24 3'-51/2" 1 v O I Q Z V W CV W02 36010 42" 10" PIG. HEIGHTS WITH SUPERVISOR J� 24 X40 CULTURED STONE 3'-0° 3'-0" ' , 3'-17" b .> n" 4'-31/2° - 8'-51n" 15'-4" En CKET BEAM = O W03 36010 42" 10" PIG. A B OY E ENTRY BUILT-OUT PILLAR ry 0 BEARING WLLL g-_ __ \_ G !LING TRANSITION WET BAR 1/7'X 10 1/7'GLB-BOT-@ 121 1/8"-WRAPPED CEILING TRANS. ION b _ _ _ __ 5 0 Z 2 w W04 36010 42" 10" PIG. ENERGY CREDIT la _ __ _ _ - - '- .____ _ _. _ _ _- __ _ _ _ - ____ _ _ - ___ __._ d 4- m W05 36010 42" 10" PIG. EFFICIENT BUILDING ENVELOPE o I � ' =r— - - 51/2 X 1 GLB-TOP 21 1/8 • 4' r" BEARING TO Ter, RING �! o, so ��I W06 36010 42" 10" PIG. -WINDOWS: U=0.28 — 2.. o -- �q6' - POST, 'N (y - - -- '� -.5T(a 2x) CLOSE. 2 .o (2- _ al- 2 -EXPOSED@ W07 2040 24" 48" CASE. - o - iv Cl 1-5GFr 2 CLOSET: n --59 7-51/2' 551n -FLOOR:=R-38 INSULATION I� :o y .._ .. 16 Sa FT `�' n WOS 3012 36" ,14" PIG. •- - - _ W09 3012 36" 14" PIG. -SLAB ON GRADE-R-10 ENTIRE SLAB . ° _ m W10 3012 36" 14" PIG. ' .. �"-..-" M - _ g I �$080— _- 3 �+r ' r� _ b 4X6 l di (i W11 3012 36" 14" PIG. ENERGY CREDIT 2a Ir_ 0'-24 3'-8" 1-8" -I l r - - - — - - — - - - -t W 12 3050 36" 60" CASE. AIR LEAKAGE CONTROL&EFFICIENT VENTILATION - ----v; - N I. ^' I x _ l • a I I X .. v n iri W 13 3050 36" 60" CASE. - z - v o° m I in I I - �L F' W 14 3050 36" 60" CASE. -AIR LEAKAGE:3.O AIR GRANGES PER HOUR a- N ® SNDKGL r 1 '� 3 i . a.� I I - • 0 (� -WHOLE HOUSE FAN PER SECTION M1507.3 m W15 5050 36" 60" CASE. Rv Nn •- - qI I ;0 d �� W 1 b 4036 48" 42" PIG. ENERGY CREDIT 3a ;r 2 O R e, 4X6 0'�^ I z o 'v ems - n ' Z V Pill 4036 48" 42" PIG. 4X6 9 m_ ' OFFICE b'-51n° w� KITCHEN D i o DW i 6 I.. • COVERED DECK ® I v _ . W18 4036 48" 42" PIG. HIGH EFFICIENCY HVAG EQUIPMENT - - �=- - W19 4036 48 ' 42" PIG. -GAS FIRED,PROPANE,OR OIL FIRED BOILER ii o a c = 55 SQ FT C,( - Pq PANTRY �.a s 338 5Q FT 4X6 # "' 168 SOFT 12 = Q .1 W20 4080 48" 96•' 80T.AWN TEMP WITH MINIMUM AFUE OR 94%. Kl ,m _ 10'CEILING 1- _. m 3 10'CEILING �I J 10'GEILING O 1 o fs, al - - - - � - - - - 1'-81n' F I - W21 4080 48" 96" BOT.AWN TEMP - I^ N n r, n W 1_I 5'-5 tn" 8'-2" i, ' 1 Z W22 4080 48" 96" BOT.AWN.TEMP ENERGYCREDIT5c Zz 11 - in_i ___ 4W2 - - - TI _ o 9 W } W23 4080 48" 96" BOT.AWN.TEMP EFFICIENT WATER HEATING < co W24 3646 42" 54" PIG. rcn-9 o ® o < I' n VI m p7/N. 100 CPI I ® $ :• X J (V W25 - 3646 42" 54" PIG. _GAS FIRED, PROPANE,WITH MINIMUM EF OF 91%. • W26 3012 36" 14 ' PIG. HEADER SCHEDULE = n 4X6 it S+ I ® 4'-1' 3'-0• I 3'47 3'-0" 3'4" 3'-0°---F 4'-3117 m 1n �+ pi cla W27 3012 36" 14" PIG. _ q ; O J n 4X6 1 - - - - - - -- - - - _ _ ,0 . ` +f- W28 3012 36" 14" PIG. "A� 01 rI -}o MIN(2-2d -- m_ � - -- �4" v MARK SIZE/TYPE FRAMING MARK - 5 1/2"X 12"GLB-TOP 1n 121 1/8" - W29 3050 36" 60" CASE. R, 2r"O"I �' I BEARING TO POST l --" -- _ 9 - _ TRIMMER USE MIN,(1)2%OR CONGEALED FLANGE HANGER.EACH END. I _I I r1 DESK , �q �yI - - -EXPOSED - b w W30 3050 36" 60" CASE. -(?)2x6HFm AS ALT,MAY USE FU FOR 9X OR FGb FOR b%Pi 115. 20H O J ✓ I 'L-I`I' ■ KING L.TO FULL HEIGHT PROM BOTTOM PLATE TO TOP PLATE W W31 3050 36" 60" CASE. 4X6 OR -FL.TO FL HTS LESS THAN IT.OPENINGS 5 VIDE ANO LE55,USE MIN.,(1)2X EACH END. N Z - m - -� - - - - -�-- — '-- W32 2012 24" 14 ' PIG. -4X6 HF 1D -PL.TO PL.FITS LESS THAN IT.OPENINGS WDER THAN 5,USE MM.,(2)2X EACH END. `)ri- 0- ---_ __ __-_. - _..-_ _..-. _ ----.. 1_I -. . ,il, _ _ - - . . _._-. . I� RI ��I _ ® Q R.TO R.HT5 GREATER THAN 1T,USE MIN.,U)2X EACH END. G-2 1 n" 231-10" W33 2050 24" bO" CASE. TRIMMER USE MIN.,(1)1X OR CONGEALED FLANGE L1 NGER EACH END. Q ® O 24'4° NIBS m W34 36010 42" 10" PIG. -(2)2XBHFIC? -AS ALT„MAT USE SC4 FOR 4XORFC6 FOR 6XWLLLS. 21 H ;r0 O f EMI 17-0" ®� O g. (/ KIN65TUp:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. `( ° 1 HALL �- 6m �I 1 _ -' �) �/ •ti35 1020 84" 24" PIG. 4X9 OR -PL.TOPL.HIS LESS THAN 1T.OPENINGS SHOE AND LESS,USE MIN,(1)2X EACH END. _ IiI m p Oki V36 1020 84 ' 24" PIG. -4XBHFN? -PL.TO PL.HTS LESS THAN1T.OPENINGS HIDER THAN S,USE MIN.,(2)2X EACH END. -• AD aI O BnLNE Ei !A 1025Q FTm �^ 5 ° oET.I...- •" '.I —c 'C37 2650 30" 60" CASE. R.TO R.KS GREATER THAN Id,USE MIN.U)2X EACH END. b 10'CEILING BEARING TO POST _ 0 11 T V O v38 6320 75 ' 24" PIG. TRIMMER USE MIN.,(1)2X.OR CONGEALED FLANGE HANGER EACH END. 22 H - _ O 1 W r, _ • , -(?)2X 10 HF 1t2 - ,v ® MIN. 11a ea �2, -I O 439 6320 75" 24" 5L. X1 OR KING STUD:PULL HEIGM FROM BOTTOM PLATE TO TOP PLATE. (p 41 ICl -- O_II 11 y - NO'1 O 111 -4X10HF#2 PL.TOR.NTS LESS THAN 12.OPENINGS S WDE AND LESS,USE MIN..(1)2X EACH END. I m I X1 -• 2880' 1 -_- I 2650 O T 4X6 mw CV '440 2650 30 ' 60" CASE. -Pt.TO PL.HTS LESS THAN1T,OPENINGS HIDER THAN 5',USE MIN.•(2)2X EACH ENO. II ,-- , // I = ( /w ry CZ PL.TOR.HTS GREATER THAN IT,USE MIN_,(2)2X EACH END. - ZZ "in /441 2650 30" 60" PIG- TRIMMER:USE MIN.,(1)2X,OR CONGEALED FLANGE HANGER,EACH ENO. Z mlThi /442 2650 30" 60" CASE. -4X10HF#2 23H _ THEATER ROOM ® BATHA ` GUEST BEDROOM b �e KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE -)1 T L IL N Pi• 9 W43 1070 12" 84" PIG.TEMP. OR -PL TO PL HTS LE55 THAN IT.OPENIN65Y WDE AND LE55.USE MN.,fI)2X EACH ENO. O' 43 2 1 ) "Q FT in 64 50 FT i 280 5Q FT - 5- ry U _ V W44 6320 75" 24" PIG. St -BX10HF1,2 -RTORHT5LE55THANIT,OPENIN65WDERTHANS',U5EMIN.,(2)2XEACHENO. : F42.. 'IF 9 m_ I, 10'CEILING 10'CEILING "" 12 10'CEILING 10'CEILING b el ob In -PL.TO PL.HTS GREATER THAN IT USE MIN.,(2)2X EACH ENO. 4X6 V. I-': 1'- 1/2° 1'-91n -2. i NO)O io W45 1616 18" 18" AWN. HDR® LENGTH:THIS HEADER TO SPAN FROM EXTERIORYWLL TO EXTEPoOR HALL. O O- T-1" -_ $'-91n" N1 rm APPROXIMATELY I6'. 25 H W46 16164020 18" 18" PIG. sHEARWAu 11 �, ri 10 ,L I r � 4X6 m W47 4020 48" 24" PIC. BEARING, f LINEN o "1 I I C b a W48 6320 75" 24 ' PIC. � -AT ONE ENO BEAR ON 05W-SEE THAT C411/11T FOR CONNECTION.EXTEND OVER I., -6X 10 HF 112 115W TO BEAM POCKET IN MALL CORNER V I I O I-I l A)U) W49 6320 75" 24" PIG. HlH7:'- OR -AT OTHER END BEAR ON MIN.,35TUD5 IN rMIN.,BEAM POCKET IN PALL INTERSECTION 4 pl - - - - '( I 11 q 1 E. w00� 111W -Fi.TO PL.HT56REATERTHAN IT,USE MIN.,(2)2%EALH END. 0 - _-- �( L lV V - 2z 0 W50 2 4016 48" 18" AWN. -5.5X9 GLB HEN DON MULLIONS: inn - -o ® o -' oq `z W51 2 4016 48 ' 15" AWN. -USE 2,2X6 MULLION BETWEEN WINDOWi.SPANNING FROM BOTTOM PLATE TO BOTTOMOF R. ' ' II IN IJ p,q, p 1 R10111 DEL3,0 1W52 2 4016 48" 18" AWN. -sNEARODMULLIDDNS VIITH 2,A34 OR WTHHWORSIMEARRINTERMWt&TEI€A0ERS(IF ANY)TO m X1 o om r �,O108" i _...- . 2 -.- 4X6 <a< < t o- W53 2 4016 48" 16" AWN. I1 - - ___.-}, 5 V - mu - W340PI6.G N RAcL HOT S X, @108" X1 108I I 2 I 3 4X6 ICI 1r ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. i; I V432 2012 PIC. W361020 PIG. W357020 PIG. Di IPq-FA o WN312650 CA 2050 CASE. m r 3 2° ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. 0'-T' T-0" h-3" T-o" 3'-T T-6 5 a' tb'-0° w€w FLOOR PLAN NO ES w;8= wg VERIFY HEADER HEIGHTS WITH SUPER. 18'-0° --- ----13'-0" -..._.__. 19•-0^ - lz-o ----- - O "<`82$ ALL EXTERIOR WALLS ARE 2 x b-16"O.G.STUDS, UNLESS NOTED OTHERWISE. PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT&GOLD SHUTOFF o`: o SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED N ( ' IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL o z D s ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED OTHERWISE. 1 GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH OF 1 j 1 0�}3 o S REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR j�, z z o¢z PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE EACH 90-DEGREE BEND. A MINIMUM 4-INGH DIAMETER EXHAUST DUCT OF DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. 7 o S o g, LOCATIONS. MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE -a��z 2 SHELF AND HANGING ROD. PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 5 D ° G.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW G X !mito FRAMING ) I / ` , OT 5 - • AOR ND BATINGINTOTHE BUILDING. VENTDUCTSIZE154INCHES. DRYER,KITCHEN, WINDOW FLASHING INSTALLATION V ie M V 'Nl 10 AND BATH FANS TI BE SEPARATELY EXHAUST INSTALL DUCTWORK 111 a PRIOR TO INSULATION FOR DING. MINIMUM INSPECTION. EXHAUST FANS TO BE o 3 BUILT IN SHELVES. CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLEIN LENGTH MAYB USEDS CONNECTION WITH STEP # 1 j STEP # 2 STEP # 3 I z221 REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE IN CONNECTION WITH DOMESTIC DRYER EXHAUST. A F a m z COORDINATE W/MECH.&ELEC.FOR LOCATIONS&512E5 OF FOUNDATION/SLAB/JOISTS 22"x 30"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. PLAN •�^�� BLOCKOUTS. LF CABINET-OWNER/CONTRACTOR TO VERIFY. 11 FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2"PLYWOOD. '� 1"Mlrnmum I SEALEDESCOVER OTIGHT R IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR ()INNER APPROVAL FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR SCHEMATIC DESIGN . MAIN FLOOR 3,044 5Q.FT. ONLY.MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. j ��' BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24" 12 INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A4"DIAMETER SPHERE TO PASS TOTAL LIVING AREA: 3 044 SQ.FT. HIGH. SILL HEIGHT MAXIMUM 44'OFF FLOOR. THROUGH PER I.R.G.SECTION 312.2. / INITIAL: ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. - / PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR STEP A- PAGE: FLOOR SHEATHING TO BE 3l4"CDX OR OSB STURDI-FLOOR TBG,GW E AND NAIL WJ RING SHANK /n� WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO -4-- FLOOR TYVEK HOUSE WRAP UTILITY 63 SO.FT. 8d'S®6"EDGES&12"IN THE FIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF V AS AGLOGK TIMER WITH AZONE RATING OF 1.5 OR LESS. MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLEi..... SHEATHING TO BE 1/16"O5B OR EQUAL. SURROUND 8 HEARTH MATERIAL. STEPS- ' STEPB- GARAGE 1 ,013 SQ.FT. F.A.U.ON 18"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/8"T&G PLYWOOD. GARAGE FLOOR SURFACES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR P jet INSTALL TYVEK APRON PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8"TYPE"X'GYP.BD. NO FURNACE SHALL 14 cA INSTALL TYVEK TAPE - - - -_"- BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, MIN.1/8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAYORTOWARDS FLOOR DRAIN. '� /BELOW WINDOW SILL (COVERED 124 5Q FT) BATHROOM,OR CLOSET. PROVIDE AT LEAST PA"OF WORKING SPACE IN FRONT OF - - ENTRY PORCH (UNCOVERED 110 5Q FT) 234 5Q•FT. OF: PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE FURNACE. 4,01 ' STEP B- 15 A LOAD BEARING WALL ABOVE. 15 TEMPERED GLASS INSTALL VYCOR ACROSS WINDOW SILL OPEN DECK 306 5Q.FT. ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES STEP C- L RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, INSTALL TYVEK FLEX WRAP 8 END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE / /1 COVERED DECK 1 l9 50.FT. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE CONNECTIONS AS WELL STRAPPED WITHIN UPPER 1l3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN 1 6 20 MIN.FIRE RATED DOOR. �J/ ce,by._ c /0 5_, de IJl(e. AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. IN WINDOW CORNERS STEP A-INSTALL WINDOW&4"VYCOR TAPE EARTHQUAKE. ." J. SYKORA, GPBD li 3V-0•• B'-0" ---... 48•-0 -- - - - - 3•-0" I 15'4' ERLI °' + .�-._._._._- ♦ -------- - H--- NTE __ --------- - -� ---)-- } _. ------- 2 X 12 FASCIA-24 OVERHANG(VENTED) :. b m a 2 X 12 FASGIA-24"OVERHANG(VENTED) T --- -_ n 2 0 2 0 1 SH3 Y1 N +2•-011 A ' " RHA G( E • } _ i, i- _ 2 X 12 FASCIA •:� " i; _ t sHe -- ---- 1/Z}n = 1 i c SHS :; 'I SH3 SH3 - _ U.N.O. 1 2 I I I 'I PLATE @ 121 1/8" Al (VENTED) Al 7Al PLATE @a 121 1/8"- 12"HEEL l ,- „ i' ® PLATE @ 121 1/8"-1 HEEL 1 ��� O ,� - 24"OVERHANG �' Al 03 1 TA7 Al w " ° a �r (V N N CV I' C4 1- Z was �' x 09-Ob-17 Z t MIIN.N T)OP MANUFACTURED TRUSSES 24" O.G. , - �s � + '%f4 Hl�r�� � STANDING SEAM METAL ROOFr 11 RD ROOF DIAPHRAGM TYP. I \ CV a j 'r o a M li PLATE @ 121 1/8" / 2 \ I r fx s' ° S n el CV CV CV N I -- w t V"' V 1 i \A7/ _ 1t C)11) 4 4 IP 4 ♦ I MANUFAGTURED TRUSSES 24" O.G. n tote L.=Y3 Z STANDING SEAM METAL ROOF ,, fy z . 11 RD ROOF DIAPHRAGM TYP. a '�?r u) tu ' j --"I' ,(41/7 CD Lci i_ 1 + + At + At, __ i., _______L____ ,..,� �5IMP5ON HANGERS I fV N cv r CV n n . WSW Z t O 1 1/2:12♦ . F 6 7 - at tly,L�6Q°S 56+4�. 4MC) d a '� n o w 1 3-0" t I, n > -1 2 X 12 FASCIA 24"OVERHANG(VENTED) / Si COM ST*Alp si �_� I fII II Al i b -C w o •. CI r - MANUFACTURED TRUSSES 24"O.G. 1 POST(5-�> 14_ ®11111, -r BEARING'TO r - - - ,� ® I 1�M.S - 1t1 I- K O , -- mo STANDING SEAM METAL ROOF _ I - � 51MP50N HANGERS ")= 1 4C B LL (-3 Q U F ! 11 RD ROOF DV PHRAGM TYP. 5 VT X 17'CEILING EEAM a w '�, Q Zo ° .- '0 -BOT.®121 1/8"-WRAPPED ` 1 BEARING WALL I �2 ai , m° �F X < ql Al Al <`B SIMPSON HANGERS r •• -- `-' f (----4-- : �I CV N N " ---- PLATE @ 121 1/8" Al 8 - (``! cY M 6 '! � ' -� � ;. 2X 12 FASCIA Al I �- .- mimmi : sN �� -24"OVERHANG(VENTED) -- 1 + V' w PLATE o w 1 1/2:12♦ `Y � N� MIN �) @1211/8"-15"HEEL sH �� E o I 5X5ELVLP05 71�P) r ? s SEA NG TO POST, ~ �•• TRUSS &, ,� �2 1CANTILVER - I z w �� \ -- . { - PLATE @ 121 1/8"-13' HEEL Q _ a F N 2 X 12 FASGIA 2 ry -! 24" LL - - L } I K SIMPSON W MANUFACTURED TRUSSESO.C..C. w { o �' STANDING SEAM METAL ROOF 4o n E 4"OVERHANG(VENTED) ,,1/ c�1 11 RD ROOF DIAPHRAGM TYP. o - o r . o 01 __ • -.--_ 1 - 1.SX5 LVL POST TIP i 1 _ 1/2.12 l �.c7) 2 X 12 FASCIA 24"OVERHANG(VENTED) 2'-0" I i I� AT MANUFACTURED T U o -0 ry TRUSSES 24" O.G. " 7 STANDING AM METAL ROOF el I " co -7-0" - - --- - - I - m a 11 RD ROOF DI DIAPHRAGM TYP. Cr CV (V X tr SIMPSON HANGER TYPES ® (5-- <-.4 -we I "MARK TYPE 51MPSON HANGER MODELS w a mL j� z in® N C�1 SxsaLVLPoSN t�-16 / 0 LL w 1.AG/AGE n> _+1/2:12 1 XZ i, r I CI Cr)CT � r' f]t RD ROOF DIAPHRAGM ® X= 0 • SHEAR POST GAP 3.RTC I BEAM TO POST 1 3._0. 12'0" z-0"- m pUi 0 FRAMING:TRU55E5 OR RAFTERS 2X AT 24 OG SEISMIC;EH=322 PLF-WIND.MAX ASPECT RATIO=3:1. 3 0 IN.(3-Dd - -- PACITY:60013-POR EH__ _ -- �V ZQ •m 2 -_--- 1. Kul f-0" OGKET BEAM 2 X 12 FASGIA-B"OVERHANG(VENTED) b J Z n Z CI al -""- TRUSS SEISMIC& ` CONNECTION AT SUPPORT: cD y H1 �j B1HA �' - - BEARING WAu _i ` PLATE @ 168"- 12"HEEL 5 1/2"X 10 1/2"GLB-BOT. @ 121 1/8"-WRAPPEDA7 - II r _ ii r,t�-_ _I _.,.4 a m rill HURRICANE TIESEa x WHERE CONNECTED TO SHEAR WALL,CONNECT PER SHEAR WALL CALLOUT. n I ! -- -- 5 -� --._- _ - - "BEA SW - - -` .. _ - i' �2- r- - . - I - - --- _ O - M WHERE TRUSSES OR RAFTERS CONNECT TO SEAM,USE H2.5,OR A34 WITH SCREWS,OR SIMILAR,TYP. ( MIN. BpostEARIN o f �� 1/2' X 1 EXPOSED 21 1/8 \s _ EXP. BEAM SEISMIC b ! AT LEDGER,CONNECT PER 30L. � 1 HGA10 m - P 24 ® � ' S 2"GL8 TOP @ 1 " &HURRICANE TIES + I' 2 ExP o 1 sa c I _ - • SHEATHING:T/16"MIN.,055 OR GDX PLYWOOD. X 12 FASCIA-24.OVERHANG(VENTED) I 1;12 m w I 1 1 ' ` SHEATHING LAYOUT:CASE 1 PER IBC 2306.2.(1) 1.LUS 4.W 'V ♦1/2.12 ♦1/2:12 ♦1/2:12 Al 13 ♦ o U_i 01 FACE-MOUNT Q SH t_ -0 w a _W=0_ w= W NAILING:USE 8D AT 6"EDGES, FIELD. cp 2.HUB T HANGERS x r = w I"- >• {- BLOCKING: SNTANDT ING SEAM M METAL ROOF SUPPORTSD EXCEPT AT AND AT CONNECTIONS TO SHEAR WALLS BELOW. �155TANDING SEAM METAL3. UROOF _ O A 1 1 I I S et 2 I m_,Y O a0 z O Ce W \A� �� 1 a w o0 �Al�z=s I =_ Z o 1/16"SHEATHING\ / 12 "' , z _ w�� f D- ® Y Z ili 1/16"SHEATHING R �+w I w I f2 ot 12 AIR BAFFLENUE.TRUSS\ HEEL VARIES /MANUE.TRUSS kr 4 w N 4B'-0" < I o w o n Z ------� PITCH VARIES O ta m _ z I us N G-0 `r=.I PITCH VARIES - I Q - 2 CI R-49 INSULATION _ 2 X 10 ---- ef Ai a z ~z ri w m I Q \ Z . n HEEL VARIES 2 X 12 FASCIA OUTLOOKER X N O IL ¢: I a III j<ca cL t_ry 0,_ W V , RWM.DRIP EDGE _ /7 `V ... v0 f ) zN I -'I iLl GUTTER CNI I-2 X 10 TAIL I STRIP VENT �VENTED BLOCK r 2`0" I 5 ♦1/2:12 w < I t III f 1:12♦ i 51 `" 0 V CO X WI 2 X 12 PRIMED FASCIA ' - - ' - ENCLOSED SOFFIT � 1 -b -�- - _ ---__ - -_- - _ 1.0 W i __ _-- �- N < tr szall R49 INSULATION-� STRIP PENT VENTED BLOCK 1+ OVER-FRAME BEARING TO POST ♦1/2:12 f = ♦1/2:12 5 v2"X 12"GLB-TOP @ 121 1/8" sH . 1 ENCLOSED SOFFIT 5/8"SHEETROCK PLATE -- MIN. I -EXPOSED 1 q V } Q W } .. I Sim Q w n _ 2'� 1/2"5HEETROGK --1/2"SHEETROCK 5/8"SHEETROCK LATE @ 121 1/8' 16"HEEL F�TRUSS SIMPSON HANGERS CI< N u_ ocvEr BEAN 2 X 12 FASGIA-8"OVERHANG(VENTED) m Q R-21 INSULATION 2 X 6 WALL IMP50N HANGERS D 0 O - 2X6WALL --_. Q -_.- 12'-0" 7-0"-- o n (n 97 W _BEARING TO P05T Z `- MIN.(2-Dc) Q W V DETAIL /�� 2 X 10 TRU55 TAIL DETAIL -Q WEI2!TIGALEAVE SCALE:-1 2"= 1' \ ` / I r f 2 --- \ / SCALE: 1/2=1' Z I 4 I N � � CV us, i ^1 0. AIR BAFFLE W/1"GAP VENTILATION NOTCH STANDING SEAM METAL ROOF b Ill 0 't:4-2 I @,? ♦1/2:12 ♦1/2:12 w cn 7/16"SHEATHING\ MANUFACTURED TRUSSES 24" O.G. -" w`;'O �/ p V- Al-al MANU.TRUSS STANDING SEAM METAL ROOF dJ-e_ AMCuess I 1 -v 12 AIR BAFFLE W/1"GAP STANDING SEAM METAL ROOF m N r R-09 INSULATION /7/16"SHEATHING %� Q 11 RD ROOF DIAPHRAGM VIP 0,I IIt d ' m I I gig 1 MANUE TRUSS N iwm Y I I J kU _ VENTEDBLOCK 1QL ' -X0 N 17,1 VENTED " � 2X0 ' ei N � 1 BLOCK L OUTLOOKER,II 5/4 X 12 FASCIA - -Ili X II z it I 'ra _ I ALUM.DRIP EDGE - - �i n i r••- ._. �/ - X - =w.`�ill C 2 X NAILER GUTTER I 2 X 10 TAIL II /111:91 2 nN , ® �9 11 1B21STRIPVENT2 X 12 PRIMED FASGIA I_._-��-mR-491N5ULATION _ r Al • -I --N '.,_. zgp W 0 5/8"SHEETROCK BUILTENCLOSED SOFFIT STRIP V NT 2-0 3-0 -' I 1 - -----._--_ $ 8 i RAKE WALL EI - 2 X 12 FASCIA 3€'oo 1/2"SHEETROCK ENCLOSED5O IT " I� , �" 4 --2'-Cr- 9 24"OVERHANG - z'-0"- -2'-0"-- ry ",� w- - `'' 2 X 12 FASCIA-24"OVERHANG(VENTED) O1 (VENTED) 2 X 12 FASGIA 24"OVERHANG(VENTED) i'�� 2 X 6 WALL T#,G CEILING 2 X 6 WALL { -1_-__ --___..__ -. _.... ., _.- ------ --- �- _1 --__. -.- _. _.-. __ --�-- ---. _. _ + I EL SE " - R-211NSULATION I I 2'-r7„ EXT.SIDING� I H 18•-0" 13'-0" -.- _-... 62-0 - -- --- -- -- - 7-0°' oo cing ax rcoU FRAMING NOTES ~= wl �5 \ ROOF EAVE DETAIL @ TRUSS RAKE CANTILEVER TRUSS IIETAIL ., ==e�= SCALE: 1/2=1' SCALE:1/2=1' U 2 W <4 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. 0 8 0 ZZ 2n 4p.UU ENGINEERS ENGINEERS 2.COORDINATE W/MECH.&ELEC.FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS t."0,r o MANUF.TRUSS ® $oo� MANUATROOF / MARK 5HEARNALL MARK BLOCKOUTS. 6'61 STANDING SEAM METAL ROOF 12 12 STANDING SEAM METAL ROOF PER PLAN g)-mQ l/16"SHEATHING 3.FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC Wit o s 7/16"SHEATHING it �C M 2X4 BLOCKING CONTINUOUS BETWEEN TRUSSES. w '�o AIR BAFFLE IN/1"GAP I AIR BAFFLE IN/1"GAP b� SCREW OR RING SHANK 65 L DESIGN ONLY.MANUFACTURER SHALLPROYIDE AND SUBMIT ENGINEERED DESIGN TO A, q 1 I2 + 1 ROOF DIAPHRAGM EDGE NAILED TO BLOCK. PER CALLOUT 'i Y� ALUM.DRIP EDGE 12"HEEL NAIL BLOCK TO BLOCKING BEHIND SHEATHING THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND NO HEEL W/16d @ 6"O.G.STAGGERED LOWER ROOF INSTALLATION. _ - ALUM. DRIP EDGE 12 )p, GENERAL NOTES OIANER APPROVAL GUTTER li 2 X 10 TAIL II HURRICANE TIE �'-- _ fi PITCH 2 X 4 BLOCKING CONTINUOUS III 4.ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. I;' 2 X 10 TAIL GUTTER VARIES Tii6"SHEATHING\ BEHIND TOP CHORD OF TRUSS I 2 X 12 FASCIA Ik 9.2 TOP CHORD OF TRUSS OR MIN.HEIGHT 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. • ---III ROOFING PER PLAN NAIL TO STUDS IN/(2)tbd TO MATCH RAFTERS. LEDGER LOK OR 5.FLOOR SHEATHING TO BE SW GDX OR 050 STURDI-FLOOR T&G,GLUE AND NAIL W/RING SHANK INITIAL: I T&G CEILING T&G CEILING ' 2 X 12 FASCIA SDS LAGS PER CALLOUT 65L. Bd's @ 6"EDGES&12'IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF PAGE: STRIP PENT 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.q 2 U.N.O. SHEATHING TO BE 1/16"05B OR EQUAL. VENTED BLOCK .� STRIP VENT MANUE TRUSS 2 X 6 BLOCKING CONTINUOUS ENCLOSED SOFFIT ENCLOSED SOFFIT EXPOSED GLB EXPOSED GLB FOR SLOPED TRUSS FOR HANGER. LEDGER PER CALLOUT 3.VERIFY HEADER HEIGHTS WITH SUPER. b.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND „ „ NAIL 70 STUDS iW(3)16d. �- 2-O t- 2,-Q USED SLOPED HANGER W26 OR LU526- NAIL WALL SHEATHING TO BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. SHEARWALL PER PLAN- BLOCKING W/8d @ 4"O.G. SHEATHING 4.ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G.STUDS,UNLESS NOTED OTHERWISE. 1.PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. OF: 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G.STUDS,UNLESS NOTED OTHERWISE. , 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. / 5\ 2 X 10 TRUSS TAIL 0 BEAM DETAIL 6 2 X 10 TRUSS TAIL Q BEAM DETAIL �� \\ MONO TRUSS CONNECTION TO BEARING WALL // LOWER ROOF CONNECTION ^ 70 SHEAR WALL SCALE: ill=1' SCALE: 1/2=1' // SCALE: 1/2=1' \ V b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER n� SCALE: 1/2=1' DISPENSERS, MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR 9.INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS WELL LOCATIONS. AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. BUILDING SECTION DETAILS J. SYKORA, CPBD En ti 12 1 STANDING SEAM METAL ROOFING. HEIGHT RESTRICTION 458.0 1 J. STERLING ' �- j1 1/2 _. COLOR TO BE DETERMINED. -OVERALL BUILDING HT. 12 2X 10 TAIL 1 ------ - --- , NOTE:VERIFY ALL HEADER a _---- - —--"" w HEIGHTS WITH SUPERVISOR 2 X 12 FIBER-CEMENT FASCIAED 4 3 4 2 ENCLOSED SOFFIT(VENTED) 1/4° = 1' U.N.O. X 10 TAI GREAT/ENTRY ROOM •� 12 _ i _-� 2 1Ii !X 1 6 5 5 b o I 1 _ J — _ _ 17J L I j _ I s I I I I_ I_ I I I 3 MANUFACTURED TRUSSES 24" O.G. 01-06-11 a UPPER WINDOW HEADERS 1 I 1 II I '� ► 14 I ' I ' 1 3 ► - - � 4 2X 1IL 2 0 GREAT ROOM N.WALL ' j 1- J• - � / 4 \— 51/2"X15"OLD-BOL®1211II 2 li XiOTAI f T WRAPPED 4 R-49 INSULATION VI PLATE HT. 4, -- 6 >, tar a 11 1 Z 5 5 rj 5/8" SHEETROGK Zj TYP.WINDOW HEADERS I I "- I ' CO u W Q :O LOWERWIN OW HDRS n ® II I 6 R-21 INSULATION = MASTER BDRM _ GREAT ROOM 1 KITCHEN GUEST BEDROOM I IIin . HALF-WALL " - g o b 99 1/2" SHEETROGK n _ _ _ _ _ _ _ _ _ _ _ _ Ill _ 8 T&GMATERIALWITHNATURALFINISH C .§. MAIN FLOOR 439.5' 4i --�- �_----- � ---- -_-t � � ���a������, � -T 13/ �' 2 SILL PLATE A. 12 5/8"FLOOR SYSTEM � n—A -..—._a��� n � � �. ., ® � � _ � - a 14 r � 14 151 151 151 15 5► 15► 15 I CABLE RAILING 36" HIGH TO GODS al i v FINAL DESIGN T.B.D. l �1N S z AVG. riIeG. 434.1T .� 10 la GRADE ;, GRAWLSPAGE x ir 9 9 T a �1,� �, 11 j ABw° �, �A3J e-_1- AB� _ �ABJ (.1-At - ° I KASA �ASJ _ - DECK BEAM/POST WRAPPED IN E LOW POINT OF A COMPACTED FILL OR UNDISTURBED SOIL COMPACTED FILL OR UNDISTURBED SOIL 12 5/4" COMPOSITE EXT. MATERIAL 0 BUILDING GRADE 428.78' O (74 13 11 1/8" BC! 6000 1.8 "I" JOISTS 16" O.G. (NI co SECTION 1 �' L. / SCALE:1/4"=1' \ O R-30 INSULATION (OPTIONAL OVER FINISHED) v 14 R-38 INSULATION OVER O N a' 1u CRAWL OR CANTILEVER. z Ill Cr 01 m nmI- v C 15 6 X 12 DROPPED BEARING BEAM w "( O 6 X b POST TO FOOTING _, z 0 o o m CCI i a mf 16 4" CONC. SLAB BUILDING SECTION 1 v d .4411111%) ASZSPEA Z W v HEIGHT RESTRICTION 458.0' 4- 12 " Q Q OVERALL . -- - 1 1/2: _ r BUILDING HT. til t- n 1 ----- I _-- - 2xiOTAaI 2 Z — I . Y NOTE:VERIFY ALL HEADER r- _ __ _ - - W HEIGHTS WITH SUPERVISOR --- I ` -j 412 torr 4 \ 12111 2 T 12 1 +i g GREAT/ENTRY ROOM 1 1/2 ..1, ,---- _ PLATE HT. I UPPER WINDOW HDRS. 1 6 5 5 6 1®ENTRY WALL 2 2X 10 TA/L 4 �i 3 —•....._ 1.11 Q 11 C��1 3 4 _ 4 �► �' t --- T 51/2"X 17 CEILING BEAM / , '� -_��.1�aa• a, -- - PLATE HT. 'IF i 3 , SOT.®121 1!B"-WRAPPED -et• J _ �__. I� 2 n/ CY 5 1-SIMPSON HANGER SIMPSON HANGER 5 1 L 6 11- l�L v TYP.WINDOW HEADERS r 0 FRONT OF HOUSE Dal Q WINDOW HDRS. IP IL OP OFFICE&ENTRY m I TOP OF LOWER CA in - in WNDQN® THEATER E.Y4ALL U- Cn THEATER ROOM OFFICE ENTRY HALL MASTER MASTER IUI BATH SHOWER . ^ F� U / ir o FOOD 111U1 r URSLIi55 SHONE a 1-o 8 w MAIN FLOOR 439.5' `. �� -- - -- J �� t -�- --_- /i—u� - � �a .� 12�e•F<ooRsrSTEM {frHnIMW1 � 1333� 13• 10 SILL PLATE F 14 - ,-_ 14 2X10JOISTS16"0.C. _ €��x� Ox o 115 15 15 115 115 115 15' �15 ► 15► w v A-T .. CRAWLSPACE w 3wg wKOu go Z D O� AVG. OR4. 434.11' rY 9 rY 9 /9TY� i cm �o�=� GRADE to �. _/ e `� — / / A3. - oao 1 tr II 1 I II I - Z = " zKgn COMPACTED FILL OR UNDISTURBED SOIL COMPACTED FILL OR UNDISTURBED SOIL Ilia Q w� o86w in Orr i�S:pz LOW POINT OF \ PLAN AREAS 6s61 428 is' BUILDING SECTION =U BUILDING GRADE 2 \` D $ SCALE:1/4°=1' \ _-- _ ."_"_ ____- - _.-__"__ a nu MAIN FLOOR 3,044 SQ.FT. Cu : 0 tTOTAL LIVING AREA: 3,044 50.FT. OWNER APPROVAL UTILITY 63 SQ.FT. INITIAL: GARAGE 1 ,013 SQ.FT. PAGE: ENTRY PORCH (UNNCOVERED ;050P�T) 234 SQ.FT. OPEN DECK 306 SQ.FT. 4 OF: COVERED DECK 111 SQ.FT. BUILDING SECTION 2 BUILDING SECTION DETAILS J. SYKORA, CPBD t- O N HEIGHT RESTRICTION 455.0' ' 1 STANDING SEAM METAL ROOFING. to OVERALL- 'r� --- COLOR TO BE DETERMINED. J. STERLING . BUILDING HT `:"a�� {,O __ i NOTE:VERIFY ALL HEADER r _ 1/4" = 1 HEIGHTS WITH SUPERVISOR 2 in 2 X 12 FIBER-CEMENT FASCIA 1 U.N.O.UNO 12 c . ENCLOSED SOFFIT (VENTED) LL N a p OM GREAT/ENTRY ROHT Ar - _ 1 1/2maw I " 3 MANUFACTURED TRUSSES 24" o.G. 09-22-17 12 2 n II 12XiDTAIL .2.740 ' r - =.��1���l��i�_ � I �I��u I 1 1/2 12 _ _ �`�_ i�Ire .��'— Pr. 2X 10 TALL I" I �1 "' "'° I 2X10 TAIL © — �� —�1�'�— - 1 4 R-49 INSULATIONC3111) PLATE HT. r 2 HURRICANE TIE SIMPSON HANGER-a 4 6 5 Jai 1, I' hiI11I I1�E 5 6 a. � Z �51/B"X 12"GLB-TOP�1211/B" EN En I11A P. 5 5!6" 5HEETROGK -EXPOSED �A� Q HEA.WINDOW 1,' HEADERS 6X6 IDIN WRAPPED IN \,,. W EXT.SIDING MATERIAL � 0 WO rv -INSTALLI'WSPACE /q /�� - (� R-21 INSULATION v \ /. COVERED DECK V KITCHEN— PANTRY HALL OFFICEz 4 .._ ,..:, 9 9 7 1/2" SHEETROGK m a 10 I �- ,4 8 T&G MATERIAL V4ITH NATURAL FINISH 9 �13► $ MAIN FLOOR 439.5' 'r -- - - 12 5/5"FLOOR SYSTEM 12 411 ► 413 ► X I 14I 51MP50N HANGERalBS `4 SILL PLATE 'r --- --- '�- 14 ,=` ft SIMPSON HANGER- :2" z x 12"P.T.GO DROPPED DECK BEAR 15 15 _1 15 GI CABLE RAILING 36" HIGH TO CODE FINAL DESIGN T.B.D. o xr 0 J AVG.ORG.GRADE , —NI 6 X b POSTS TO FOOTING 24 X 24 GONG. PAYER DECKING �� 24 X 24 EXT SIDING MATERIAL /9 Tl'P �� 1 0 4 OF FOOTPRINT 434.11' I _ BUILT-OUT PILLAR GRAWLSPAGE �,eg. A3� s I TYPE AND COLOR T.B.D. tr COMPACTED FILL OR UNDISTURBED SOIL 1 1 4 X 12 PT. JOIST 24" O.G. �rYr� �Tr� Ili -1 DECK FASCIA 5/4" COMP. EXT. MAT. E LOW POINT OF COMPACTED FILL OR UNDISTURBED SOIL 12 - INST. IN/ SPACERS v BUILDING GRADE 425.18' L-- o J V 13 ii 1/S" BCI 6000 1.5 "I" JOISTS 16" O.G. N BUILDING SECTION 5 SCALE:,/4" 1' .__ C R-30 INSULATION (OPTIONAL OVER FINISHED.) 14 R-38 INSULATION OVER O m tu CRAWL OR CANTILEVER. z A m w v v 6 X 12 DROPPED BEARING BEAM w o XO p 15 b X 6 POST TO FOOTING 9 j En m • m E 4 Ala m K BUILDING SECTION 5 1b 4° GONG. SLAB In ID W �v 0 o z9 HEIGHT RESTRICTION 458.0'-- 'r - - {- OVERALL r--' --- - Z 13-1 in g nit-- BUILDING HT. m 1 NOTE:VERIFY ALL HEADER !; _ - HEIGHTS WITH SUPERVISOR 12 2 I 1L 3 I` [.4] , �3} 4 2Xi0TAILill 2 12 ' GREAT/ENTRY ROOM �r - 1 1 -- - i l a I i i - �� ) 'L A �1 __ 1 + PLATE HT. 12 6 5 5 b 12 T 1 - - __ 2 f- 1 _. - I-- - 0-5 2X 10 TAIL UPPER WINDOW HEADERS 1 ' 1 O�5 0 GREAT ROOM N.WALL _ 2 2XiDTAIL 4I 3 I. 4 O C/ I� htl 2X 10 TAIL V� 2 3/4"SUB-FLOORTh : - PLATE HT.-- PLATE HT, r ■ r 0 _ ^'II II oURRICANETIE 41 6 5 51MP50NHANGER _ 5 6 v I I71' a 1, tn Ni 2 X 10 PLATFORM 8 -7/B XF12�"GLB-TOP®121 1/%' TIT WINDOW HEADERS 12} `51/B"X IT EXPOSED©121 1/B" i !Hoist 5 6 it SIMPSON HANGER I -EXPISED ®FRONT OF HOUSE 24 1 �,} ILI re -EXPOSED ri m HEADERS bXb POST WRAPPED IN ' / \ i //�\ /, `� --_ ini�_ � .� _ _._._ _-.- EXT.SIDING MATERIAL k/-\\ �� ���_� __... - tr/ \ T 4TYP -�_ 24X18 GULTUREDS e M m en �-INSTALL W/SPADE \ h / BUILT-0UT PILLAR ti / DECK V KITCHENS NET BAR HALL POWDER —ENTRY PATIO - o zn 9 . n 9 _tee -.- L j . .,,_. . A V look a L__ -u_ own° 7) M N MAIN FLOOR 439.5' 4 12 5/8"FLOOR SYSTEM 12 I ' 11 O , -- - '' � FLOOR �. _ o'b.:::: _ _- - ::::: -��.- / IF �v — i. 439.5' , 5T ► 13/ 13► COMPACTED FILL OR UNDISTURBED 501E = 5 n SILL PLATEAgo. I 14 14 J ` 1 �ww= �j \J ° SIMPSON HANGER --- _ w o V 15 15 ► 15i 15` 15r SIMPSON HANGER ILI or> z d °fro NFaW° 3 BUILDING SECTION V / WfM AVG.ORG.GRADE b X 6 POSTS TO FOOTING I _ _ Q �o rc W/24X24 EXT.SIDING MATERIAL �9 TYP' 9TY 9TY SCALE:1/4"-1 °�w+i- OFFOOTPRINT \AS4 '� _ '�wui`< 434.11' A. BUILT-OUT °°gad ' -f GRAWLSPAGE p� ° 1 °_�� it- f"`: —I s COMPACTED FILL OR UNDISTURBED SOIL Z ��zi Z '' 9 TY (4--- ‘ / A w°=wa A3J � — � rg in J<° / —__-.--I I- - - - snF$ LOW POINT OF 42515' 1 COMPACTED FILL OR UNDISTURBED SOIL PLAN AREAS nPea u pin BUILDING&RADE pinpin. deli MAIN FLOOR 3,044 SQ.FT" : z ,i/ 4 `�, BUILDING SECTION TOTAL LIVING AREA: scALe:v,„ _ 3,044 SQ.FT. OWNER APPROVAL UTILITY 63 SQ.FT. INITIAL: GARAGE 1 ,013 SQ.FT. PAGE: ENTRY PORCH (UNCOVERED 101 SOFT) 234 SQ.FT" OPEN DECK 306 SQ.FT. - OF: COVERED DECK 171 SQ.FT. BUILDING SECTION 4 BUILDING SECTION 3 EXTERIOR DETAILS J. SYKORA, GPBD r _ p .-..1 _. . STANDING SEAM METAL ROOFING. J. STERLING a 1 COLOR TO BE DETERMINED. m CHIMNEY CAP I--3'-2"— -{ m 4 12 458.0' HEIGHT RESTRICTION 1/4" = 1' U.N.O, -is 1/2 q I11�� 2ku a, OVEN 2 2 X 12 FIBER-CEMENT FASCIA - 1 BUILDING HT. - -- o ir ill IT NOTE:VERIFY ALL HEADER KI 4 b HEIGHTS WITH SUPERVISOR 09-060-11 z 3 12 3J CONTINUOUS ALUMINUM GUTTERS. a_ J 1 1 2 I 8 8 1 q 1 12 1 PLATETHT.TRY ROOM `- 1 1 4 01) ENCLOSED SOFFIT - INSTALL T&G FINE 2 UPPER GREAT ROOM WITH NATURAL FINISH. 4 3 ► I 1 I I -_ 10 1 S 1 41 ®GREAT ROOM N.VWLL z co PLATE HT. EXPOSED GLU-LAM BEAM (n 10 — - q 10 4 2 5 WITH NATURAL FINISH. 0 LU W273012 FIG. W263012 FIG. 5 6 W194036 PIG. W184036 PIG. W174036 PIG. W164036PIG. W113012 PIG W103012 PIG. IN093012 PIG. W083012 PIG. i l l l l i l I I 1 1 I I i l l l '.. TIM WINDOW HEADERS / p I T8G MATERIAL WITH NATURAL FINISH W28 3012 PIG - ®BACK OF HOUSE 'L — 6 ON EXTERIOR CEILINGS ID ,s.__ ,) _ _._ LOWER WINDOW HORS - F—II ®BEDROOMS `� nfIl x - 101- 115 II 15 S Iq qIxii d . 1 _ o I ., CULTURED STONE. TYPE AND COLOR E m L TO BE DETERMINED. { = •W05 3646 PIG.- W24 3646 PIG. .•.. I— - { C - I III 9 - _ ' ' 111 I _ N{I f� METAL SIDING - STYLE AND COLOR TO BE II �i 12 W153050GA5E.'W143050 CASE.W133050 LA5E. W123050 GA5E. v I11 W313050 GA5E.W303050 CASE. W293050 GASE. 12 r I� . �iml!' . ' .'m'. :' . DETERMINED W. A W234080 BOT.AWN. W224080 DOT.AWN. W21 4080 BOT.AWN. 11204080 DOT.AWN./ I I I L =r 439.5' MAIN FLOOR ilig- alli i _ 12 5/8"FLOOR SYSTEM 13 13 13 �r 51LL PLATE q "X" METAL CORNER TRIM 14 15 145 14 r15 5� 14 I — 10 LP SMARTSIDE LAP SIDING INSTALLED IN/ T' OF EXPOSURE. PAINTED FINISH. W P q ► tiol 10 i q 8 8 10 14 q 'r 454.11'AVGGRADE iu o- LP SMARTSIDE LAP SIDING INSTALLED IN/ IL PLAN k i AREAS 1 1 7" OF EXPOSURE. OLD CHERRY v WOODTONE FINISH. v MAIN FLOOR 3,044 SQ.FT. CABLE RAILING 36" HIGH TO CODE 12 FINAL DESIGN T.B.D. � 3,044 SQ.FT. .1 —I 428.18' LOW POINTOF ry TOTAL LIVING AREA: Bu1LDwG GRADE co UTILITY 63 50.FT __— 13 5/4" COMPOSITE DECK FASCIA. 6 1 GARAGE 1 ,013 50.FT. u__ rc tr di m (COVERED 124 5Q FT) NORTH E L EV�cT I O N Q m ~ r - ENTRY PORCH (uNCOVERED 1105f1P 234 SQ.FT. w a O tr 14 BUILT OUT b X b POST. Q � m O w co SCALE: 1/4" = 1' Z v cv . OPEN DECK 306 SQ.FT. 5 O � � . Q z � � DECK BEAM/POST WRAPPED IN m COVERED DECK 11q SQ.FT. 1 5 5/4" COMPOSITE EXT. MATERIAL f - NORTH ELEVATION al w m o v 'K z MI .< z HEIGHT m CHIMNEY'Y,.AP- 1 6'-2" z et RESTRICTION r- --- 455.0' S 1 1 1 — (n T T T J 2 2 ► 2 ► .. `` N OVERALL VERIFY ALL HEADER .. -.. V - - - 1 0 n NOTE: Ce BUILDING HT HEIGHTS WITH SUPERVISOR — a '�fl 2Fg4m 8 q _F a , q s S M4 21 1 v 0- 12 10 Ll1 ( D GREAT/ENTRYATE HT 1 1 I I L- — 2 ► 2 L _L 2 , el O V , p UPPER WINDOW HEADERS Q� ®GREAT ROOM N.WALL o f 1 1 1 4 8 8 4 8 4 0- —I Y 3 i 13 � 3 T 3r • q PLATE PLATE HT. ILIO TTT = 2 — 2 2 2 Hr. re 4 cm 5 -- l - _ I I Z L WOb 36010 PIG. IN05 36010 FIG. W04 36010 PIG. W03 36010 PIG. W02 36010 PIG. W01 36010 PIG. ;? CV p TYP.WINDOW HERS ®BACK OF HOUSE Csz m i.5 d LL A - V O is q ►-10-I 1 ► 8 10 10 104 q 10 q 8 8 8 ® r ztri woU P p=, O U 6p a "' 12 1NL72040 CASE. O ,y Pao apE MAIN FLOOR H zo�w o � Np MAIN FL. zibroi "na 439.5' A. 12 5/8"FLOOR SYSTEM t 1 I � � Sr 439.5' =LaW(= SILL PLATE w .r LI [13J -I 11,1 Wan S p� PapU6 I - 14 115 q r101]Lq ► a 19� 10 W� ZgZ (�/ p�Up AVG. �J 12(>r. EY nib GRADE 454.11' 'r O w ;< CY Poo.Y dMLL OZON¢rp F , w4 LOW POINT OF X rr2 BUILDING GRADE1 w 425.18' - N OWNER APPROVAL INITIAL: VMEST ELEVATION PAGE: SCALE: 1/4" = 1' rat i Li OF: V4EST ELEVATION EXTERIOR DETAILS J. SYKORA, CPBD ry 43 L11STANDING SEAM METAL ROOFING. J. STERLING a COLOR TO BE DETERMINED. E N 2 2 X 12 FIBER-CEMENT FASCIA 1/4" = 1' U.N.O. 0 W CHIMNEY GAP-\\ 3'-2"--I 1- 3 09-06-17fx 12 Sr 458.0' HEIGHT RESTRICTION r CONTINUOUS ALUMINUM GUTTERS. U. r OVERALL 1.$ zia BUILDING HT El 1 NOTE:VERIFY ALL HEADER I b HEIGHTS WITH SUPERVISOR 4ENCLOSED SOFFIT - INSTALL T&G PINE CD 2L;i GI q ws38o16AwN. 4 3 WITH NATURAL FINISH. z W524016 AWN. W514016 AWN. w504016AWN. , GREAT/ENTRY ROOM 12 _ 4 hi ',' 12 UPPER WINDOW HEADERS r PLATE HT. EXPOSED GLU-LAM BEAM U) �_ 0.5 X 12 2 ► 1.5 © @E"'R "AL` 5 WITH NATURAL FINISH. I 1 (II) IEL:I - 3 1 1 3 L 1 4 .. /GG 3 1 1f- -tr c 1 1 ' 2 1 8a. 4 = 4 b T&G MATERIAL WITH NATURAL FINISH 2 In: PLATE HT ON EXTERIOR CEILINGSENO 4 5 b 2 __ r . -- `a' L .. - -- - — 5 MP.WINDOW HEADERS1) 2 1 �� L _ ®FRONT OF HOUSE p V - w LOWER WINDOW HDRS CULTURED STONE. TYPE AND COLOR " r89r2o5L. ®FRONT OF HOUSE T TO BE DETERMINED. CI I W44 6320 PIG. W49 6320 PIC. —_ w43 6320 PIC. --- _ - - L j W38 6320 PIG- o - - i I w451616 AWN. _ / 1 1 L 11 9 8 11 — 11 "I 8 q 4 METAL SIDING - STYLE AND COLOR TO BE s — 8 DETERMINEDCO , 4 y 1N461616 PIC. C { IL_-_-- $ 2 2650 CA5E.Y141 2650 PIG.JN40 2650 CASE.- o "X" METAL CORNER TRIM 1 — I I 11 -W43 1070 PIG. i —� I 439.5' MAIN FLOOR ,25/8"FLOOR SYSTEM LP SMARTSIDE LAP SID Cin ING INSTALLED IN/ s SILL PLATE 1 J 1" OF EXPOSURE. PAINTED FINISH. EAST ELEVATION @ ENTRY iii SCALE: SOUTH ELEVATION 11 "P OF EXPOSURE. OLDG ERRYALLEDvv/ .4 PLAN AREAS I` LL SCALE: 1/4" = 1' WOODTONE FINISH. E8 'AYG. ORG. 434.11 MAIN FLOOR 3,044 SQ.FT. i GRADE CABLE RAILING Sb" HIGH TO CODE 12 FINAL DESIGN T.B.D. 3 TOTAL LIVING AREA: 3,044 SQ.FT. el U) UTILITY 63 SQ.FT. 13 5/4" COMPOSITE DECK FASCIA. O m a, GARAGE 1 ,013 SQ.FT. 9 z rc � w m v (COVERED 124 5a FT) a x o r ENTRY PORCH (UNCOVERED ,10 Sa Fr) 234 SQ.FT. 14 BUILT OUT b X& POST. Q 'C Om O z 6 to OPEN DECK 306 SQ.FT. 15 DECK BEAM/POST WRAPPED IN al < O z z w COVERED DECK 119 SQ.FT. 5/4" COMPOSITE EXT. MATERIAL EAST ELEVATION AT ENTRY SOUTH ELEVATION v le �Z o CHIMNEY GAP- --6-2 - -I = HEIGHT I Q`PRESTRICTION 458.0' W� }8 OVERALL - " - 1 [ 11 11 2 NOTE:VERIFYALL HEADER BUILDING HT. N (L� dJ 2 HEIGHTS WITH SUPERVISOR ifs „� is3 ► 3 � lo3 Z Iu12 :1-1_08170.5 12 Iv��� 12 2' 1 1.5 1 .` ��■ 2 1 GREAT/ENTRYROOM 0 0_ _ - __--_-__ + PLATE HT . ■A` tsi = _ °' - 2 --- 2 ► 1 UPPER WINDOW HEADERS V ,42 2 4 ®GREATROOMN.WALL'7 103 J Y ILIPLATE -> 3 - - 1��—� ©, PLATE HT Q 2et HT — ----- 5 -_ ------ -- 4 Z N 04 R �E 1.---r-------: , kN322012 PIG. b -__----- — - - f _ -_� W34 36010 PIG. TYP.WINDOW HORS p -42 2o la I @BACK OF HOUSE Cn pry .. 8 8 11 11 11 11 � •° 5 9 11 9 10 9 15► 4�>g x f O ■ W361020 PIG. w351020 PIC. C m (N ' N ry V m!" k, Z §,3 • - , �r �1_2� ¢ zs O aWUg e —A I'— _... Oo� 3 goy:, ---_ - 0.=� W37 2650 CA5E. w33 2050 CASE. R m > ICI MAIN FL. -- - an " " � o 'r 439.5MAIN LooR wv.D 439.5' 1 . Iii o= 12 5/8"FLOOR SYSTEM 3 w �_ ,§ 13 'r SILL PLATE o g F grog w3a � t1 ' PHI 10 9 15 0 14 AVG.ORCr: PZK� _—.. 'r 434.11' 0 �1 a it EK o 5pduop 4�JU{J z LOW POINTRA X o5 -- - BUILDING GRADE al N. OWNER APPROVAL INITIAL: EAST ELEVATION PAGE: SCALE: 1/4" = 1' OF: EAST ELEVATION GAR,�g?p �y J. SYKORA, GPBD 1: 9 r4C •' O""o " ' J. STERLING It in � 9' N :1d' " 1/4" = 1' U.N.O. 4 Fa f h W 976 it 01-06-17 a e C 's $6•Ai. rI) 5 cast. 5T vi -'te Z � '?,Teems aN L'Y . w ([) o 1Pw DI c alli § N 0 a 11101111/ N ti. W 1PW N IN to u. E O V C O 4-a V N 2 (N cO I 1L T N to n — A rt_iy -o vo al In laxo: Qam : 1 d v PLAN AREAS ' w O Z o� -- w MAIN FLOOR 3,044 SQ.FT. f Q d TOTAL LIVING AREA: 3,044 SQ.FT. W I UTILITY 63 SQ.FT. III GARAGE 1,013 SQ.FT. Vri .< tr ENTRY PORCH (` RED UNCOEVERED 110SOFFT) 234 SQ.FT. v LI- in al OPEN DECK 306 SQ.FT. —1 o [a COVERED DECK 111 SQ.FT. O re a- - , LL1O HDU2 HOLD DOY'1N STHD HOLD DOWN MSTG STRAP SHEARV4ALLTOP CONNECTIONS MOT T0SCALE Z 0 Model:XDU2-SDS2.5 SHEARWALL TOP CONNECTION SH= TOP CONNECTION STRONG WLLA SB ON UPPER N j I.-3•--" PARALLEL FRAMING ' "-�- NDICULAR TRUSS LEVEL FRAMED FLOOR m { Anchor Diameter: % -.we.- Maximum Allowable 1 00 NO SHEATHING SPLICE TRUSS OR RAFTER 4 ,-VGOSE SNEATHMG TR/Me N o, I Tension(lbs.) SIMPSON STRONNGJ Lobiz OSUEE . PER EHLOUT i TYVEK HOUSE WRAP a -. - c 2%EW/1L� .7 SIpHG MATER4Y. z� MAP I SPEW Txa55 RAFIER Tm1 VS SH(ETPOCK—� 1� 11/111>,r,1 HGA10 ofo �, o o h ORJOIST 1KZ 6TPGRETE FOR I ANCHOR BOLTS n 8D((14.✓i:in_ O $,bU0 j 3N5 21 0 o RADANT FLOOR HEATING HGA10� —PER GAa.OUr 16:0 ° 3l4'0505UBFlOOR �,{Z U } o o E NO SHEATHING IE GOUGE RIM AS �i0 m SPLICE �NEGE55ARY -� 1PW dwc4� HD115 installation } in on �I1 NECESSARY BOLT EXTRA RIM BLOCK 1PW . o m Z iini ..o-� _ (XDU251milar -- �, ; rFe lNv � el[ STUD III{ I� 5Tu0 I � © W IP2zl= 3 =i o o wc1wW omex ANCHOR BOLTS ill" ¢ lu d BB.Pam56,i18a95 a' it l/e•BGI FLOOR JOIST PER GALLOUT 3O EXTRA RIM BLOCK_ _ 1510E VIBY IFRONTYIEW 1PW Teresw 0 co IN . ow =a SiiMwau INSTALLATION a„ 16 = e SHEATHING SPLICE TRUSS HEEL r - SHEAR vLALL TYPE 3wNgy EMIRIMenl 00010 le VnJ 2%k o e ig Nr¢o0 00-Tle An[9e, nF/SPBVe[ie3 srFroi6V.[ive_-_ zxte 0 o .R flfl - / I Prt Z ///���� NoS Abler Model E "Iwe EdrJili n ,IEn9m ' , \ l w 0 w e�1 ACI AT ®Cmwr'Trim IEW 01 MMn_EaI E[ne�Wa01" •- M'n'n� a e [R M.R %OPMINIMUM LENGTH OF SHEAR PANEL. N v ' PO1E 5 5 I = 4 OPTION si:gII IF "Pt , CONSTRUCT ENTIRE Y`tALL PER THIS CALLOUT. 1L lio b nrcn - �'� T SHEATHING LrrT .. ���� ��mm a MSTC 5P LE R IF "NS" MEANS NOT A SHEAR YIALL. BUILD PER CODE MINIMUM oog�� aI S0I Pcalbct k 1S o -III oa AMR, THE caaw PJ.aPOmox �J�� sSIA* a 1a 1a met N caaL mrm TOP OF WALL TOP OF WALL BOTTOM PLATE a Ardor - TOP PLATE ssTms m 1ffi 104 ®® STUD MATERIAL NAIL EDGE I FIELD 51LL PLATE& BLOCKING AT MU051LL ANCHOR SILL ANCHOR g z i 1 See papa*ad:000 aua 0010 elmm"eM CALLOUT CAPACITY SHEATHING NAIL5 OR 5TUD HEIGHT STUD SPADING 5TUD SIZE TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX zD a� SIDES OF WALL (SEE STD STRUG. SPACING @ STUD SPLICE STUDS WI EDGE UNSUPPORTED TO CONCRETE MAX SPACING Z w z; eRRWLL6MATORAKIELRARE1OR""an WIND/SEISMIC MINIMUM SCREW SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN ozaa R.,"ewa..armw<r..rna.neAro..r.r ReEwe SPECS.) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED 000�Lwi mle,u tea [ LOWER ROOF CONNECTION Rexe� rc z z z iUR*" EE TO SHEAR WILL TRUSS HEEL 1 —�I� mroaRe. E O SHEATHING SPLICE " FRAMING FRAMING INCHES WT , 24" V ammro I 1 O' 2:II: CONT.SHEATING GONT.SHEATHN '�oo� 'xx Tea i'•[iw ,,,,„ PER "„ 12X4 SAWN b112@16" W/BLOGKING ORG 5I6"J-BOLT OR <z Author E"'eue in Su OrJ' B ONE SIDE. , AT36"MOR A34 RLTP4 s'a¢orT LAN SCREW OR RING SHANK �•{{ H2.5OR 5DWG5I8"TITEN HD oE�'a1zr ICI• rpaNro mw PER GALLOUT (I� / 55C 12 12X6 SAWN bn2@16" 48" LAP YVI AT 36"MAX SEE „ „ „ Zg0m €- 1 PY`I N APPLY EITHER W/3"WASHER 12 / 4 a o ��u�,�24� J xk �a RIe°oF L =Q 168 / 120 OR 7/16 SIDE DIRECTLY Sd , n (2)2x4 �x NA DETAIL 15600@24"MAX 1 bd @ b Fz L� _ 1 1_ s "E © PLYWOOD TO STUDS 1 6 12 2 X b SAWN 6/12 @ 12" CO tbd NAILS SEE DETAIL OR MASH OR MIm Ia COMPAplIcAnc ` TOP ATOM OF TRUSS OR ERLNBYAR THE - _. t—_ / \ / \ KO 1) CD2> MASAP xNeW and CerRRAMRae," TO MATCH RAFTERS.LEDGER LOKOR xuopno 6I72 12" (�_ 'h'MNI.end distance SOS LAGS PER CAL-OUT b5L ERKA OR 22' 12" 1.15 X 5.5 LVL�/ HERE fOS OR TWC"b � OYVNERAPPROVAL E.H....Wlw: —NN— SIMS ER PER LNIOUT ii'� ' 11 CONT.SHEATING 04 E00 ml=IN._ 10 16 2 X 4 SAWN CONT.SHEATING IN/BLOCKING OR 5/B"J-BOLT OR f-- i i THING 1/16" OSB ONE SIDE. 12, 16„ 2 X 6 SAWN OR A340R LTP4 INITIAL: Ian s 1a_, - „ APPLY EITHER 48" LAP YV/ AT 36"MAX SEE H2.5 OR SDWG Sib"TITEN HD 1 PAGE: f µ`_l _'"" I SHEARWALL TOP CONNECTION ® 410 / 350 OR 1/16 bc1 4/12 @ lb" (2)2x 4 2x zx DETAIL 15600 @ 24"MAX 16d @ 4 W/3"WASHER 36' /4 RR TRe-Reween F"r"w EMS slaw rm sy PERPENDICULAR JOIST SIDE DIRECTLY 1b' 1211 2 X 6 SAWN SEE 16d NAILS F.4114441 Amanita 1.mwa Over allNxda MP TO STUDS SEE DETAIL OR MASH OR ®_ JOIST JOIST W/SHEATHING 22' 12" 1.15 X 5.5 LVL D 1 (D2) MASAP a 1Al/SHEATHING SPLICE OVER RIM JOIST GONT.SHEATING CONT.SHEATING J1 .,. 111 10 24" 2 X 4 SAWN WI BLOCKING OR 5/6"J BOLT OR OF; [ ` 1/2" OR OR A34 OR LTP4 H2.5 OR 5DWG 5/b"TITEN HD / R 1 48" LAP Y'U AT 36"MAX SEE ,,S II no II ® „ BOTH 5d FOR 1/2" , „ 4/4 @ 24" 15600 24"MAX ° " " Min.mbar �ti SHEATHING 1,- SHEATHIN i� 220 / 220 OR 5/8 14 16 2 X 4 SAWN (2)2x 4 2x NA DETAIL @ 1 bd @ 6 IN �2 / 4 I 1010la SPLICE SPLICE © SIDES bd FOR 518" a/4 @ 1b" 8 1 bd NAILS SEE DETAIL OR MASA OR 2xk 1p-50p"�" seam WNw- .. ,.".. SHEAR EL I sa'cmaee°MON 9MEIRIRE DRYWALL SxeRWI FeuRYINn Sudo TNe-SNmnII Fee"tlxe 2a.a �, 1j 16' 16" 2 X 6 SAWN D1 D2 MASAP /SAM AMMR Fw-0FwAnx"uetlan end e �2x km"Lm i GARk J. SYKORA, CPBD n C>IN ` di*Mitt ` °O11QIN I•N i % ' J. STERLING I I. y� zw 2�w11. $ /f f� 1/4" = 1' U.N.O. 013 G "I(, et, .1PW - 5` J • A\IONAL 7 ° 9,/40 09-06-11 egg' tsryO 1 re Vy e r — •ae WW le all 1 12W �x.�t�IIL��Q'S 5E'g4 CY) INT. ►S Fes" Sigt.L.CG�T L. Lim. z . -r£Ms am LAP . (Dcn w iI vINC) -, M 1 2Pw ® wp 4 E �f C 41 I I95WI-�L. A SOB al1 m P. r• U W 2PW 6 Ksr �), 2PW YN 1 fi Ate yOe sl 2PW 2Pw all • NI IN s` .%�O% 4, �TyOe �YOe I2PWiti% EXT. UPPER I W ,• (•). O=O © 2 W id a 2PW I LL Mr INI ,-. ILL5THDI3 .— CV i= Cr C 0 N O 1 0 LSTHDB Z W � w r CO 2Pw C� ('t1 I_ _4 2PW J w l�l el O O !— IN ... I —_ —_ —, 1PIN D a � Z Y W 2W � — — IN WIF � Q � m TYP. e ' 1 LU t 0 I PLAN AREAS !GP2W LZU o ----- __ --- MAIN FLOOR 3,044 SQ.FT. I H Q d TOTAL LIVING AREA: 3,044 SQ — ,.FT. W UTILITY 63 SQ.FT. LU i nth 1/4) N GARAGE 1 ,013 SQ.FT. I %, 6516 ENTRY PORCH (UNCOVERVEREDED 1105Q FT) 234 SQ.FT. I y Z. .Lu^ C516 W OPEN DECK 306 SQ.FT. 0 O el COVERED DECK 171 SQ.FT. _ ,Yl ---- -'-- I I v HDU2 HOLD DOWN STHD HOLD DOV'4N MSTC STRAP SHEARWALL TOP CONNECTIONS it NOT TO SLUE Model:HDU2-SDS2.5SHEARNALL TOP CONNECTION SHEARNALL TOP CONNECTION STRONG WALL 5B ON UPPER a I Z N "'a .; ., ran I.-r-- PARALLEL FRAMING PERPENDICULAR TRUSS LEVEL FRAMED FLOOR © I CA Anchor Diameter. K' jail::: �T -- - - I I CTMaximum Allowable NO SHEATHING SPLICE TRUSS OR RAFTER WIG05D SHEATHING TRON6.WAu se 4 NSIMPSONSTRONG-WALL5BANCHORBOLTSI't!rd111��,.Tension(lbs.) —\ TYVEK HOUSE WRAP PERLALLOt)f \ l PEIRkIjj2X6 WALL SIDINb MATERIAL � � ztHioF/8P SPFfXF E TORJOIS RTRUSSOR RAFTER1112"GYPLRETE FORETROLK2 ' I�'�'n HGAMO Ooo�4 U{{{ 30i5 2215 ^ RADIANT FLOORHEATING HGA10 PER LALLOUTH¢( o3H'OSB SUBFIOORI� O gUO1` g N05HEATHIN6 GOUGE RIM AS iii.•i�F� X zLLMDUS InslallaI0fl o SPLICE t�I¢sen,ox rFOR ANCHOR BOLT EMRA RIM BLOCK � �® ® 1PW ,� y1 =ip1(HDU2 slmflar) "'� m CEILING , "" ? J I w o i oe � � sw+mermamory STUp III STUD I I SND _ © 'Cr Q gk¢2m ` I �`"\ } J.S eaves 6112195 f .- 11T Ur FLOORJOIST ANCHOR BOLTS ¢¢F +e y EXTRA RIM FLOCK PER EX: Ew IL' IsmuYIEIN IFRONT VIEW PIN ru/a0 S EMWALL INSTALLATION a°o e igh 1 W �/ $ u�a a P SHEATHING SPLICE Ja. TRUSSHEEL SHEAR WALL TYPE © ,-".z ke GAMINS Depth Is IN1 2xk e e E F,I43 e p n 0H6PS"elu Waif"In TWJFF.RAFTER —�/ 1 PYV �Z9ii F=E Sven XI L I GeRea tadifiI ' 2xk m o 0 WGWW� to T D.roar IeI1X e e OR JOIST O OLL Rain CFONN iagH w.wraarr 300 de Nr cu. MINIMUM LENGTH OF SHEAR PANEL. wigs=_ wag wkn a nwomoN ar,kx ¢mzLL A SET ew 12 I 10 5 5 5 ° ,I IF"W" , CONSTRUCT ENTIRE WALL PER THIS CALLOUT O $ioa o M hkr e� F SHEATHING L h pT 9% 12 110 5 9w 1I MSTC SPLICE IF"N5" MEANS NOT ASHEAR WALL. BUILD PER CODE MINIMUM o 0111:$ Methameal Amhor TN5 W 10 I 10 10 10 io ! CEILING mOmox mSi WHpAkee 5815x24 18 18 , 18 18 18 18 { ,,,u TOP OF WALL TOP OF WALL BOTTOM PLATE g §- o prcMr sSTBtfi tz% tm im ) ,m 12% 12% CALLOUT STUD MATERIAL NAIL EDGE/FIELD TOP PLATE SILL PLATE 8 BLOCKING AT MUDSILL ANCHOR SILL ANCHOR p� Ji I Ste He aal4mnel NUN loundaion Iwe. - • CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX IB 22Q r SIDES OF WALL (SEE STD 5TRUG. SPACING E STUD SPLICE STUDS W/EDGE UNSUPPORTED TO CONCRETE MAX SPACING Z ��za sRMwu,lalu,nnarox","Iptxsp OWNS '" • WIND I SEISMIC MINIMUM SCREW SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN I�,oz R ° Ka Pctrots LOWER ROOF CONNECTION TRUSS HEEL SPECS.) SPACING IN INCH MINIMUM NAILING EDGES FRAMING FRAMING INCHES MIN.EMBED '1 "3'a1o$ 'a, N,1 „"u TO SHEAR WALL 10 SHEATHING SPLICE D \ „ dwoUo _ — — SHEATHING LD Min ERN IG wIN' t.w �" , R PLAN ry w.ixs 6/12 16" t_z U fr 10' 24" 2X4 SAWN 6/6 Q 24" CONT.SHEATING $o$io Anther • 6" O B ONE SIDE WIB�BLOCKING OR 5/8"J BOLT OR arcs n u vma,RXep SCREW OR RING SHANK FW ' " MAX SEE 25 SDWG 5/8"TITEN HD o�"m' F .N k"«N : PERLAL OUT ® 111 S 12 16 2 X 6 SAWN 6/12®16" OR A34 OR LTP4 0R Z �M"yam H-N. m.�r RRDGF „ APPLY EITHER 48" LAP W/ AT 36"M "" N f s ; ,:; ''' r ,a�,e"14xav°' C I 165 ! 120 OR 1/16 6d (2)2X 4 2X NA DETAIL 1 5600 61 24"MAX 16d @ b" IN/3"HASHER 12" /4" Y< o e. ---N,, length Is 2xk :� SIDE DIRECTLY I n a I i alnMwa ' © 16 12 2 X 6 SAWN (e) tbd NAILS Plan RA SGun&APo eat n `'� ' TOE CHORD OF TRUSS OR MIN.HEIGHT "n— IS PLYWOOD TO STUDS 6/12 12" SEE DETAII OR MASA OR RAW am lomerxppiinlivne TO MATCH RAFTERS.LEDGER LOK OR - MASAP ��h'Ma end A6lance SDS LAGS PER CALLOUT GEL P_, �FR - �°""° 22' 12" 1.15X5.5 LVL 6/12®12" D1 D2 e pK sivxm EAGER PERrmC l'IS. ' r R CANT.SHEATING OWNER APPROVAL s,apwalwr: 10 16 2 X 4 SAWN GONT.SHEATING Min Gin 1A-,N' ;;..F 1. J IN/BLOCKING OR 5/8'J-BOLT OR T— ; k THING 1/16" 05B ONE SIDE. r n OR A34 OR LTP4 INITIAL: 'may;- •,,— y 12 1 b 2 X b SAWN H2.5 OR SDWG 5/8"TITEN HD rr APPLY EITHER 48" LAP W/ AT 36"MAX SEE rl PAGE: 1 ""- SHEARI ALL TOP CONNECTION 4q0 / 350 OR 1/16 SIDE DIRECTLY 861 I ,I 4/12 1b" (2)2X 4 2X 2X DETAIL 15600 @ 24"MAX 16d @ 4" W/3"WASHER 36" / 4 p",we" "p,,,g,"„„a, Typical oelau,ith skip PERPENDICULAR JOIST © 16 12" 2 X 6 SAWN (8) 16d NAILS \ SEE DETAIL OR MASA OR DMDewwl.,pkla• Entailed Over xmNka PLYWOOD TOSruDs CD1> D2 MASAP 1 . VW SHEATHING SPLICE JOOV R RIM JOIST IST VP/ G 22' 12" 1.15 X 5.5 LVL e i, `""""°" tie I 24" CONT.SHEATING CONT.SHEATING 10 2 X 4 SAWN WI BLOCKING OR 5/8'J-BOLT OR OF. _� OR A34 OR LTP4 w� - I ' ) 1/2" O R H2.5 OR SONG 5/8'TITEN HD _ T " 48"LAP W/ AT 36"MAX SEE JI NO is BOTH 5d FOR 1/2 „ 4/4 E 24" 15600E 24"MAX " i 1 nu mbar2xk �* i` SHEATHING__ 5 i�E G SPLICE I� ® 220 /220 OR 5/S 14 16 2 X 4 SAWN (2)2X 4 2X NA DETAIL 1 bd @ 6 W/3"WASHER 12 /4 lamp. sEl tiiii SHEATHING__ _ © (8) 16d NAILS SIDES bd FOR 5/8" 4l4 • lb" SEE DETAIL \ OR MASA OR I °" DRYWALL D1 CD2> MASAP 2k+1 �NW.. I��I ,Npo�D�la oN I Sl�.:l k. &Cm%MI-a.all,aplwr. ` ' 16' 16" 2 X 6 SAWN NNnll kppiukee Fkemwwaao"Da kMM �2xblMn or end esteem , GPBDPREFAB INOOD PRODUCTS FRAMING CONNECTORS FRAMING FOUNDATIONS / CONCRETE GENERAL NOTES J. SYKORA ry PREFABRICATED TRUSSES. WHERE SHOWN ON THE PLANS, MANUFACTURER: SIMPSON BRAND 15 SPECIFIED, HOWEVER MATERIAL.ALL SAWN FRAMING LUMBER, NOT INCLUDING BEAMS, PO5T5,AND COLUMNS, SHALL BE GEOTECHNICAL REPORT: CCI 15 NOT AWARE OF A GEOTECHNICAL REPORT FOR THIS PROJECT. CCI BASIS OF DESIGN-APPLICABLE CODES: J. STERLING a ALL PREFABRICATED STRUCTURAL ROOFING MEMBERS ANY OTHER NATIONALLY RECOGNIZED BRAND MAY BE USED SPRUCE PINE FIR, HEM FIR, OR DOUGLAS FIR-LARCH, NUMBER 2 OR BETTER, UNLE55 OTHERWISE STRONGLY RECOMMENDS THAT A GEOTECHNICAL REPORT BE PERFORMED BY A QUALIFIED CODE. THE DESIGNS HEREIN ARE PREPARED IN ACCORDANCE n SHALL BE DESIGNED BY A CERTIFIED PROFESSIONAL PROVIDED THAT THEY ARE EQUIVALENT IN THEIR ABILITY TO SHOW W W N. ALL SAWN WOOD SHALL HAVE MOISTURE CONTENT LE55 THAN 25%. GEOTECHNICAL ENGINEER FOR ALL CONSTRUCTION PROJECTS. SOILS ANALYSIS AND WITH THE 2015 IBC. CONSTRUCTION SHALL CONFORM WITH ' N ENGINEER. THE PREFABRICATED STRUCTURAL ROOFING CARRY ALL APPLIED LOADS IN ALL ORIENTATIONS. GENERAL CONSTRUCTION: PREDRILL ALL NAIL HOLES WHERE REQUIRED TO AVOID SPLITTING. GEOTECHNICAL ENGINEERING ARE NOT A SPECIALTY OF CCI. CCI DEPENDS ON OTHERS FOR THE THE MOST RECENT BUILDING CODE ADOPTED BY THE 1/4" = 1' U.N.O. a DESIGNER SHALL PROVIDE TO THE CONTRACTOR STAMPED INSTALLATION: THE CONTRACTOR SHALL INSTALL ALL CONNECT ALL WOOD MEMBERS PER THE PLANS AND APPLICABLE BUILDING CODE. WHERE PROVISION OF SOILS DATA, WHICH INCLUDES BUT 15 NOT LIMITED TO: ALLOWABLE BEARING APPROVING JURISDICTION. ku DESIGN DRAWINGS WITH APPROPRIATE NOTES SHOWING PREFABRICATED ITEMS IN STRICT ACCORDANCE WITH THE STRUCTURAL PLANS DO NOT SPECIFICALLY ADDRESS A STRUCTURAL ELEMENT, CONSTRUCT SAID CAPACITY, LIQUEFACTION POTENTIAL, SLOPE STABILITY, ACTIVE AND PASSIVE LATERAL PRESSURES, LIMITED SCOPE OF CONSULTANT'S WORK: W MEMBER 5IZE5, FORCES, INSTALLATION PROCEDURES, MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS. ELEMENT PER MINIMUM BUILDING CODE. INTERNAL FRICTION ANGLE, AND COHESION. IN THE ABSENCE OF A GEOTECHNICAL REPORT CCI WILL CONSULTANT. THE CONSULTANT IN RESPONSIBLE CHARGE 01-06-11 a BLOCKING, BRACING, ETC. THE LOAD CARRYING CAPACITY OF THE PREFABRICATED BEAMS AND POSTS. ALL SAWN STRUCTURAL BEAMS, HEADERS, AND POSTS SHALL BE DOUG FIR MAKE ASSUMPTIONS REGARDING SOIL PARAMETERS, HOWEVER, CCI TAKES NO RESPONSIBILITY OR OF THE WORK INDICATED HEREIN 15 TIM K. GARRISON, P.E., a ENGINEERED WOOD-GENERAL. THESE PRODUCTS MUST BE ITEM CANNOT BE GUARANTEED IF THIS PROVISION 15 NOT LARCH NO 2 OR BETTER, EXCEPT WHERE EXPOSED TO WEATHER AND SPECIFIED A5 PT(PRESSURE LIABILITY FOR FUTURE SETTLEMENT, OR DAMAGE OR INJURY DUE TO EARTH MOVEMENT OR FAILURE DOING BUSINESS A5 CONSTRUCTIONCALC, INC., HEREAFTER PROVIDED, STORED,AND INSTALLED IN ACCORDANCE WITH ADHERED TO. NAILS AND SCREWS WHICH WILL BE EXPOSED TREATED) MAY BE HEM FIR NO. 2 OR BETTER. GLULAMS, P5L5, LVLS, ETC. SHALL BE PER OF ANY KIND. INDICATED A5"CCI." MANUFACTURER'S RECOMMENDATIONS. FAILURE TO DO THIS TO WEATHER SHALL BE GALVANIZED OR STAINLESS STEEL. IF PREFABRICATED WOOD PRODUCTS SECTION BELOW. STRUCTURAL FILL: "STRUCTURAL FILL" SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR SCOPE OF CONSULTANTS WORK. THE SCOPE OF WORK OF 01) MAY VOID THE WARRANTY AND DIMINISH LOAD CARRYING INSTALLATION RISKS CRACKING OF WOOD, CONTACT MULTIPLE PLY MEMBERS. STATE HIGHWAY SPECIFICATIONS FOR IMPORTED ROAD BASE OR SUB BASE; OR U5E SAND OR CCI IS LIMITED TO STRUCTURAL ANALYSIS OF A NEW SINGLE z CAPACITY. ANY NATIONALLY-RECOGNIZED BRAND THAT ENGINEER FOR ALTERNATE NAILING AND/OR ALTERNATE TRIMMERS, KING STUDS, HEADER5.WHERE MORE THAN ONE 2X 15 PLACED AGAINST ANOTHER AND OTHER CLEAN GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL. ALL STRUCTURAL FILL MUST FAMILY RESIDENCE. C MEETS THE BELOW SPECIFICATIONS 15 ACCEPTABLE. CONNECTOR. USED A5 A MULTIPLE PLY KING STUD, TRIMMER, OR HEADER, CONNECT ALL PLIES WITH 16D AT 4"OC, BE COMPACTED PER THE FOLLOWING SECTION. CCI TAKES RESPONSIBILITY ONLY FOR ITEMS SPECIFICALLY U STAGGERED. NON-STRUCTURAL FILL: "NON-STRUCTURAL FILL" 15 SOIL (NATIVE OR IMPORTED)WITHOUT: ORGANIC ADDRESSED IN OUR DRAWINGS AND CALCULATIONS. !1J I-BEAM COMPOSITE WEB/ FLANGE JOf5T PRODUCTS. THE SIMPSON 5D5 WOOD SCREWS. WHERE SPECIFIED, INSTALL 0 OW CONTRACTOR SHALL INSTALL THE I-JOIST PRODUCTS PER MANUFACTURER'S RECOMMENDATIONS. IN GENERAL BEAMS, COLUMNS. WHERE MORE THAN ONE 2X, OR LVL, OR L5L 15 PLACED AGAINST ANOTHER AND MATERIALS; ROCKS AND LUMPS GREATER THAN 3" IN ANY DIMENSION; TRASH; AND THE LIKE. IF USED CONSTRUCTED ITEMS NOT SPECIFICALLY ADDRESSED COMPLETE WITH WEB STIFFENERS AND OTHER BLOCKING / THESE DO NOT NEED PILOT HOLES. HOWEVER, IF WOOD 15 USED A5 A MULTIPLE PLY BEAM OR COLUMN, CONNECT ALL PLIES WITH GLUE AND 2, 16D AT 4" AS COMPACTED FILL, IT MUST BE COMPACTED PER THE FOLLOWING SECTION. HEREIN SHALL BE BUILT PER MINIMUM CODE. BRACING A5 SHOWN ON THE PLANS AND/OR A5 OLD AND OR VERY DRY PILOT HOLES MAY BE REQUIRED TO SPACING. COMPACTION: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING 8-INCHES. COMPACT USING i RECOMMENDED BY THE MANUFACTURER. AVOID SPLITTING. USE LENGTH A5 SPECIFIED IN PLANS BUT GLUE. WHERE SPECIFIED, WOOD GLUE SHALL BE COMMERCIAL GRADE WITH MINIMUM SHEAR MECHANICAL(VIBRATORY OR IMPACT) METHODS. LOADS 13 , P5L (PARALLEL STRAND LUMBER)AND VERSA-LAM. WHERE NEVER LE55 THAN REQUIRED TO ENSURE FULL STRENGTH. STRENGTH OF 450 P5I AT 28 DAYS. USE LIQUID NAILS LN-940 OR EQUIVALENT. PREP AND APPLY PER IN PAVED AREAS AND UNDER STRUCTURES, U5E STRUCTURAL BACKFILL COMPACTED TO 95% FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN CALLED FOR, USE MINIMUM 2.OE,2,900 PSI MINIMUM SIMPSON 5D WOOD SCREWS. WITH MOST SIMPSON MANUFACTURER'S RECOMMENDATIONS. RELATIVE COMPACTION. /ANALYSIS: g ALLOWABLE BENDING 5TRE55. CONNECTORS, CONTRACTOR MAY USE SDI IN LIEU OF 10D WINDOW AND DOOR OPENINGS. IN NON-PAVED OR NON-FOOTING AREAS USE STRUCTURAL BACKFILL OR NATIVE BACKFILL MINUSC t LVL(LAMINATED VENEER LUMBER). WHERE CALLED FOR, U5E NAILS, AND/OR 5D10 IN LIEU OF 16D NAILS. THESE ARE HEADER USE HEADER SIZE SHOWN ON STRUCTURAL PLANS. MAY USE LARGER OF SAME MATERIAL. ROCKS, LUMPS, AND ORGANIC MATTER, COMPACTED TO 92% RELATIVE COMPACTION. 0 ROOF LIVE: 20 PSF. 1 MINIMUM 1.9E, 2,600 P5I MINIMUM ALLOWABLE BENDING PROVIDED IN 1-1/2"AND 2-1/2"LENGTHS. USE THE LENGTH ALL HEADERS SHALL BE INSTALLED WITH THEIR TALL DIMENSION VERTICAL. IF HEADER 15 LE55 THAN 3 WHERE PIPES ENTER AND EXIT STRUCTURES (DISTRIBUTION BOXES, UTILITY BOXES, CATCH BASINS, 0 ROOF + CEILING DEAD: 15 PSF ai § 5TRE55. NECESSARY FOR FULL PENETRATION INTO THE MEMBER(5) INCHES WIDE (I.E. A SINGLE 2X OR SINGLE LVL) USE A FLAT 2X NAILED TO THE BOTTOM OF HEADER IN MANHOLES, ETC.) U5E STRUCTURAL FILL AROUND THE STRUCTURE. CAREFULLY PLACE AND 0 ROOF SNOW: 25 P5F o LSL (LAMINATED STRAND LUMBER). WHERE CALLED FOR, U5E CONNECTED. AN "L" CONFIGURATION WITH 160 AT 4" MAX SPACING. IF NO HEADER 15 SPECIFIED, THE WALL 15 COMPACT TO 95% RELATIVE COMPACTION UNDER AND AROUND ALL PIPES. 0 FLOOR LIVE:40 P5F MINIMUM 1.3E, 1,100 PSI MINIMUM ALLOWABLE BENDING ASSUMED NON-LOAD BEARING AND WALL TOP PLATE MAY SERVE A5 THE HEADER. WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER- 0 FLOOR DEAD: 15 PSF. 9 5TRE55. MULTIPLE ADJACENT OPEN/N65.WHERE ADJACENT DOOR OR WINDOW OPENINGS OCCUR IN A WALL, EXCAVATION AND COMPACT PER THE ABOVE. 0 DECK LIVE: 40 P5F 1 GLUE-LAMINATED TIMBERS. UNLE55 OTHERWISE NOTED, ALL HEADERS FOR EACH OPENING SHALL BE INDIVIDUAL MEMBERS WITH FULL-HEIGHT KING 5TUD5 FOUNDATIONS. FOOTINGS ON SOIL:ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED 0 DECK DEAD: 10 PSF. 1 GLU-LAM BEAMS SHALL BE 24F-V4 DF/DF INDUSTRIAL BETWEEN THEM. EACH HEADER SHALL USE THE NUMBER OF KING STUDS SPECIFIED IN STRUCTURAL EXISTING SOIL OR STRUCTURAL FILL. ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH 0 EXTERIOR WALL DEAD: 10 P5F s` APPEARANCE GRADE, MANUFACTURED BY AN AITC CALLOUTS. FOOTINGS AND FOUNDATIONS TO BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF 0 INTERIOR WALL DEAD: 1 PSFW k APPROVED FABRICATOR. STORE AND INSTALL IN TRIMMERS,AKA JACK STUD5. U5E SIZE(OR LARGER)PER STRUCTURAL CALLOUTS. CONCEALED FOOTINGS TO BE BELOW LOCALLY PRESCRIBED FROST ZONE, NOT LE55 THAN 12". 0 SEISMIC FACTORS: 55= 1.104, 51= 0.438. j ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FLANGE HANGER OF SIMILAR BEARING LENGTH AND CAPACITY MAY BE SUBSTITUTED FOR TRIMMER. FOUNDATIONS. FOOTINGS ON ROCK: WHERE FOOTINGS BEAR ON ROCK, CLEAN THE ROCK FREE OF 0 SEISMIC DE5 CATEGORY: "D" IT IF THESE SPAN CONTINUOUSLY OVER ONE OR MORE KING STUDS. UNLE55 OTHERWISE SHOWN ON PLANS USE THE FOLLOWING. THESE MUST BE FULL- DIRT, MO55, DEBRIS, OR OTHER DELETERIOUS SUBSTANCES. PLACE CONCRETE DIRECTLY ON 0 WIND EXPOSURE 'B', 3-SEC GUST: 120 MPH. E INTERIOR SUPPORTS OR ARE CANTILEVERED, USE 24F-V8 DF/ HEIGHT, BOTTOM PLATE TO TOP PLATE, IE DIAPHRAGM TO DIAPHRAGM. CLEANED ROCK. INHERE ROCK 15 SLOPED LE55 THAN 3:1 (18-DEGREES), NO DOWELS INTO ROCK ARE 0 ASSUMED ALLOWABLE SOIL BEARING PRE55URE: 1,500 v DF. IF VISUALLY EXPOSED TO INTERIOR LIVING SPACE, U5E •* OPENING LE55 THAN 6'WIDE— USE MIN., ONE KING STUD EACH END OF HEADER. NECESSARY. PSF. o ARCHITECTURAL APPEARANCE GRADE. •' OPENING 6.1'WIDE TO 9'WIDE—U5E MIN., TWO KING STUDS EACH END OF HEADER. WHERE ROCK 15 SLOPED 3:1 (18-DEGREES)OR GREATER, U5E#4 X 16"LONG DOWELS r - ry i PLYWOOD OR O5B 5HEAR WALLS. ALL 5HEAR WALLS SHALL •*OPENING 9.1'WIDE TO 16'WIDE, U5E MIN., THREE KING 5TUD5 EACH END OF HEADER. ROTOHAMMERED 6" INTO ROCK. ROTOHAMMERED HOLES TO BE %" DIAMETER, PERPENDICULAR TO SINGLE PROJECT: cN co tii BE POSITIVELY CONNECTED TO HORIZONTAL DIAPHRAGMS DISCONTINUOUS TOP PLATE. WHERE WALL TOP PLATES ARE CUT, OMITTED, OR OTHERWISE FACE OF ROCK. NO EPDXY 15 NECESSARY. DOWELS TO BE LOCATED A5 FOLLOWS: THE CALCULATIONS, DRAWINGS, NOTES, SPECIFICATIONS, yr o OR SLABS AT THEIR TOPS AND BOTTOMS PER THE PLANS AND DISCONTINUOUS AT A HEADER, THE END OF THE HEADER SHALL BE CONNECTED TO THE REMAINING 0 FOR CONTINUOUS FOOTINGS, U5E DOWEL WITHIN b" OF ENDS, CORNERS, AND INTERSECTIONS AND/OR TABLES PREPARED BY CCI ARE VALID ONLY FOR O N 1 rn CALLOUTS. WALL SHEATHING MAY BE EITHER ORIENTED TOP PLATE BEYOND WITH A HORIZONTAL C518 STRAP WITH MINIMUM 12" LENGTH ON THE HEADER AND AT 48" OC MAX SPACING. DOWELS TO BE CENTERED ON STEMWALL. THE PROJECT INDICATED HEREIN. THESE DOCUMENTS ARE u- w ' N 3) STRAND BOARD (056)OR PLYWOOD APPROVED FOR USE A5 AND 12" LENGTH ON THE TOP PLATE BEYOND. STRAP MAY BE ON TOP, INSIDE, OR OUTSIDE OF WALL. 0 FOR PAD FOOTINGS, USE TWO DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOWEL 15 NOT VALID, ARE NOT APPLICABLE TO,AND SHALL NOT BEZ IX Q X I- ram- c LATERAL-RESISTING SHEATHING BY AN APA-APPROVED ANCHOR BOLTS. TOO LONG TO FIT IN FOOTING, USE 90-DEGREE BEND AS NECESSARY TO PROVIDE 2"COVER AT TOP USED FOR ANY OTHER PROJECT AT ANY OTHER LOCATION. W 'C p O s N MANUFACTURER. STORE AND INSTALL IN ACCORDANCE WITH SHEAR HALL ANCHOR BOLTS CONNECTING MUD SILLS, USE 5/8" DIAMETER X 8" MIN EMBEDMENT AT OF FOOTING. Q z m V z cv 3 THE RECOMMENDATIONS OF APA AND IBC FOR SHEAR THE SPACING SHOWN IN THE PLANS BUT NEVER GREATER THAN 60" OC AND WITHIN 12" OF ENDS AND SLABS ON GRADE. SUBGRADE BELOW 5LAB5 SHALL BE SIMILAR TO THE ABOVE. A LAYER OF FREE COMPETENT CONSTRUCTION PERSONNEL/SAFETY: QZ = w33RESISTING VERTICAL WALL SHEATHING. CORNERS, WITH 3"X 3"X .229" STEEL WASHERS, WRENCH TIGHT. WET SET ANCHOR BOLTS SHALL DRAINING MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED ONLY COMPETENT PERSONNEL FAMILIAR WITHIaQ amHAVE A HOOK OR HEAD ON THE EMBEDDED END. ROTOHAMMERED ANCHOR BOLTS AT THE SAME FOR ALL INTERIOR SLABS. CONSTRUCTION AND SAFETY PRACTICES GERMANE TO THE SPACING MAYBE USED IN LIEU OF WET SET- SEE SPECIFICATIONS IN PREVIOUS SECTION. AN FOOTING DRAINS. FOOTING DRAINS,WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT PROJECT SHOWN HEREIN SHOULD BE EMPLOYED TO ALTERNATE TO WET-SET ANCHOR BOLTS AND WASHERS MAY BE SIMPSON MASA OR MASAP AT THE EXTENDING TO FINISHED GRADE, SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND ASSEMBLE AND CONSTRUCT THE WORK. NSAME SPACING SPECIFIED FOR WET SET ANCHOR BOLTS. RETAINING WALLS WHICH WILL HAVE EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALLi \ tUNON-5HEAR{NALL ANCHOR BOLTS SHALL BE SPACED A MAXIMUM OF '12-INCHES AND WITHIN 12- PERFORATED PIPE ROUTED DOINNGRADIENT TO DAYLIGHT, UNLESS OTHERWISE SPECIFIED. 05HA AND STATE LABOR AND INDUSTRIES STANDARDS. :3-1 tJ ~ INCHES OF ENDS AND CORNERS AND SHALL BE FITTED WITH 2"STEEL PLATE WASHERS. USE EITHER CONTRACTOR A55UME5 FULL RESPONSIBILITY A5 TO Z !J 1/2" DIAMETER X 8" MIN EMBEDMENT WET-SET, OR 1/2" TITEN HD WITH 4"MIN EMBEDMENT. STANDARD CONCRETE: CONSTRUCTION METHODS USED, SAFETY PROVISIONS Z 1.11 9- NON-SHEAR YVALL ANCHORS MAY BE 0.145" DIAMETER POWDER-ACTUATED PINS WITH 1-1/2" MIN STANDARD CONCRETE. CONCRETE FOR FOOTINGS, SLABS, AND WALLS SHALL ATTAIN A MINIMUM 28 EMPLOYED, AND THE FINISHED AS-BUILT CONDITION OF THE — (� CONCRETE EMBEDMENT, AT 16" OC, UNLE55 OTHERWISE SHOWN . DAY STRENGTH OF Ft =2,500 P5I UNLESS OTHERWISE NOTED ON PLANS. MINIMUM CEMENT STRUCTURE AND RELATED SYSTEMS. Z +� PRE55URE TREATED LUMBER. USE PRE55URE TREATED LUMBER IN CONTACT WITH CONCRETE AND! CONTENT= 5 SACKS PER CUBIC YARD. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45. ALL W . OR SOIL,AND WHEN DIRECTLY EXPOSED TO WEATHER. PRE55URE TREATING CHEMICALS SHALL BE MATERIALS SHALL BE IN ACCORDANCE WITH ACI 318, LATEST EDITION. MIXING AND PLACING OF ALL MATERIALS AND METHODS: —I 'V' 11 ,,, g ni INERT, OR OTHERWISE NON-REACTIVE WITH METAL CONNECTORS(INCLUDING NAILS, BOLTS, FRAMING CONCRETE TO BE IN ACCORDANCE WITH IBC AND ACI 304, LATEST EDITION. PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH 1-1--1 CONNECTORS, ETC.)OR STRUCTURAL STEEL MEMBERS. ADMIXTURES. INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. et ILA c IN CERTAIN CA5E5 NON-PRE55URE TREATED LUMBER MAY BUTT AGAINST CONCRETE. IN THESE FLOWABILITY,AND/OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL % EL . CA5E5 USE A LAYER OF HEAVY, ASPHALTIC-TREATED CONSTRUCTION PAPER BETWEEN WOOD AND OF THE CONCRETE 15 NOT ADVERSELY AFFECTED. FIELD PERSONNEL UNDERSTAND AND ADHERE TO THIS. v Z w CONCRETE. AIR ENTRAINMENT. PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR W O l7 Di BLOCKING/ BRIDGING. PROVIDE CONTINUOUS BLOCKING AT ALL BEARING LOCATIONS. PROVIDE FULL WEATHER. TEMPORARY SUPPORT AND BRACING: DEPTH BRIDGING OR BLOCKING AT 8' OG MAX. IN JOIST OR RAFTERS WITHOUT CONTINUOUS FLY ASH. HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN ACCORDANCE GENERAL. PROVIDE ADEQUATE TEMPORARY SUPPORT TO ALL rz ln re • PLYWOOD DIAPHRAGM CONNECTION ON THE TOP . WITH ASTM C618 WITH A CORRESPONDING REDUCTION IN CEMENT CONTENT. ANY SUCH CONCRETE WALLS, ROOFS, BEAMS, COLUMNS, AND FLOORS DURING l- v FRAMED FLOORS WHICH SUPPORT POSTS SHALL BE SOLIDLY BLOCKED WITHIN THE FLOOR CAVITY TO SHALL OBTAIN AT LEAST THE STRENGTH AND DURABILITY CHARACTERISTICS A5 STANDARD CONSTRUCTION. DESIGN OF SAME 15 NOT INCLUDED HEREIN. III 0 POSITIVELY TRANSFER POST, COLUMN, OR OTHER CONCENTRATED LOADS THROUGH THE FLOOR TO CONCRETE LISTED ABOVE. CONTRACTOR OR OWNER SHOULD CHECK ALL TEMPORARY- ILA • THE SUPPORTS BENEATH. SUPPORTING DEVICES WITH A QUALIFIED PERSON. Z CA BOLTS. UNLESS OTHERWISE SPECIFIED: U5E WASHERS ON ALL BOLTS;TIGHTEN ALL BOLTS TO A VERY CONCRETE REINFORCING: CONTRACTOR SHALL BE RESPONSIBLE FOR THE ADEQUACY LY SNUG WRENCH TIGHT CONDITION; U5E STANDARD A301 BOLTS; FOR BOLTS IN WOOD, DRILL THE SAME STRENGTH, SPLICING, BENDING. REINFORCING BARS (REBAR) SHALL BE GRADE 60 (FY= 60 K51)OR OF ALL TEMPORARY AND/OR PERMANENT SUPPORT CO DIAMETER HOLE A5 THE BOLT; FOR BOLTS IN STEEL DRILL HOLES 1/16" LARGER THAN THE BOLT BETTER, UNLE55 OTHERWISE SPECIFIED IN THE PLANS. ALL REINFORCING SHALL BE SPLICED, 5YSTEM5. RETAINING WALLS. DO NOT BACKFILL AGAINST DIAMETER. PROVIDE THE FOLLOWING MINIMUM EDGE DISTANCES BETWEEN CENTERLINE OF BOLT DETAILED, BENT, AND SUPPORTED IN ACCORDANCE WITH APPLICABLE ACI CODE. RETAINING WALLS UNTIL CONCRETE HA5 CURED TO AT LEAST tin 4 AND ALL EDGES OF BOLTED WOOD,AND BETWEEN CENTERLINE OF MULTIPLE BOLTS: WELDED WIRE FABRIC. UNLE55 OTHERWISE SPECIFIED, WELDED WIRE FABRIC(WWF)SHALL BE W2.9, 2,500 P5I (OKAY TO U5E HIGH EARLY STRENGTH ADMIXTURES Ili oo. 5/8 INCH DIAMETER BOLTS 3 INCHES 6"X6"(6 GA.), ASTM A-185. SPLICE BY LAPPING ONE MESH +2"ALL 5IDE5. OR ADDITIONAL CEMENT IN THE MIX TO ACHIEVE THIS). FOR 11— z'aA= 3/4 INCH DIAMETER BOLTS 3.15 INCHES COVER. PROVIDE THE FOLLOWING MINIMUM COVER: RETAINING WALLS THAT ARE TO BE CONNECTED AT THEIR T�s. 1 INCH DIAMETER BOLTS 4.15 INCHES FOOTINGS AND OTHER UNFORMED SURFACES, DISTANCE FROM THE BAR TO EARTH FACE...3" TOP TO HORIZONTAL FLOOR DIAPHRAGMS, DO NOT BACKFILL PM gio MINIMUM DISTANCE BETWEEN EDGE OF BOLT AND ANY EDGE OF STEEL PLATE (ANGLES, GUSSETS, FORMED SURFACES IN DIRECT CONTACT WITH EARTH 2" AGAINST THE RETAINING WALL UNTIL SUCH HORIZONTAL Z „-Pm w FLANGES, WEBS, ETC.)SHALL BE ONE INCH. SURFACES EXPOSED TO WEATHER 1-1/2" DIAPHRAGMS ARE IN PLACE AND PROPERLY CONNECTED TO ° ��ot).wz NFQE° ENGINEER SHALL SPECIFICALLY APPROVE ANY BOLTED CONNECTION USING LESS EDGE DISTANCE SURFACES EXPOSED TO SALT WATER 3" THE RETAINING WALL. =_�< ZOF. 'e THAN SHOWN ABOVE. FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLE55 OTHERWISE SPECIFIED. W€ �;o 3nzz LAG BOLTS. ALL LAG BOLTS GREATER IN DIAMETER THAN 1/4" SHALL HAVE PILOT HOLES PRE-DRILLED. CK fwo SIZE OF PILOT HOLE IN THREADED PORTION SHALL BE 10% OF THE UNTHREADED SHANK DIAMETER BOLTS AND DOWELS IN CURED CONCRETE: D !zo�28°g (OR ALTERNATIVELY, 90% OF THE ROOT DIAMETER OF THE THREADED PORTION). PILOT HOLE GENERAL. THIS SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETE "W GAR; °_oo s <°° DIAMETER OF UNTHREADED PORTION SHALL BE THE SAME DIAMETER AS THE UNTHREADED SHANK. USING ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT =4-INCHES UNLESS z-ggn �wd OTHERWISE SPECIFIED. MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE = 3" FROM HOLE C '4,0* ..''�'sr►Iit 0 V og wg CENTERLINE UNLE55 OTHERWISE SPECIFIED. g'r Via EXISTING REINFORCING. IT 15 IMPORTANT THAT NO EXISTING REBARS ARE DRILLED OR CUT DURING y N "-° like / i� o�o ROTOHAMMER OPERATIONS. LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON- r" S.me, DESTRUCTIVE METHODS (PACHOMETER, RADAR, OR SIMILAR). yo � 2 WASHERS. USE 3"X3"X.229"WASHERS ON ALL WOOD MUD SILL ANCHOR BOLTS. SUCH WASHERS MAY / X s BE SLOTTED, W WITH PLATE WASHER UNDER THE NUT A5 ALLOWED BY THE IBC.AT NON-MUD SILL • A LOCATIONS, SMALLER WASHERS MAY BE USED. USE A STEEL PLATE OR MALLEABLE IRON WASHER 1 k*JAL 46/� OWNER APPROVAL UNDER NUTS AND THE HEADS OF ALL BOLTS THAT CONNECT WOOD. NON-EPDXY SYSTEMS. USE 5IMP5ON TITEN HD WHERE SHOWN IN THE PLANS. THESE ANCHORS MAY LIUWI IQi % * /0 f 1N1T1AL i BE USED TO RESIST TENSION LOADS AND 5HEAR LOADS. INSTALL PER MANUFACTURER'S PAGE: I RECOMMENDATIONS. E&c4 u,LE€RCS '$E444 EPDXY SYSTEMS. FOR BOLTS, USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH ET-HP OR SET HIGH v s (-art T ts...ter t. STRENGTH EPDXY, WITH ZING PLATED, A301 'ALL-THREAD' BOLTS A5 SHOWN IN THE SKETCHES. FOR 81.1 LA'DOWELS, USE ET-HP OR SET HIGH STRENGTH EPDXY AND REBAR A5 SPECIFIED ON THE PLANS AND ��T£M5 OF: CALLOUTS. DRILLING OF HOLES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH EPDXY MANUFACTURER'S RECOMMENDATION. BMP C154: CONCRETE kVASHOUT AREA Q BMP C235: YVATTLES ® BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT Q BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND PURPOSE PURPOSE PURPOSE DEPTH J. SYKORA, GPBD r gi PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO a, WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS 15 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPACES AT PURPOSE AND DEFINITION _ _.._ __.___._ ,a ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT ;SEDIMENT ATER FUNCTIONS J. 5TE RL I N G " ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT m CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS - - - , CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE II-4.2.14 ARE LARGELY LOST W W WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL - ----- --- -- - $ CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.378)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION rr , -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://W W W KINSDOT. A.GOVIDESIGN!STANDARDS/PLAN5.HTM#5EGTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4 = 1 UU.N.O.WPia -IT 15 NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING, THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, W W W CONCRETE TRUCKS, PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE ASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS.THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET W p 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHW W W ATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHON WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS i FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP. IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS GREATER TSST AND SEDIMENTSATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF 09-06-11 a- GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. " APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY 0) - _ _ ----_"- -- -"-"--"---- - -----'--"""- -- -" "--" -"-"-- -- EFFECTIVE FOR ONE TO TWO SEASONS. NOT TO SCALE ESTABLISHING A MINIMUM 501E QUALITY AND DEPTH 15 NOT THE SAME A5 PRESERVATION OF NATURALLY OCCURRING I -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE - 3m Minimum - MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH - W z ATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT 6 Lath and flagging RESIDUALS.IT 15 IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE n iii cp iiii 0 on 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT IS IMPORTANT THAT IMPORTED TOPSOILS CO [- 1 I Shia I r� Sandbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. .....------- IMPROVE W -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS .- SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED 0 Q II I Berm Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES OaCy �'� INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. 0� DESIGN GUIDELINES 10 mi plastic lining SHOULD BE DUG TO A DEPTH OF 5-TO 7-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. 1S\rg r/ illiiii t r"' -SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT i -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD s'Janes A �.lre, PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A �' EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. µ A i1'-r 1 s -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,501E TYPE, ~�' �! a DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO i _; e_'4 OTHER PORTIONS OF THE SITE WHERE FEASIBLE. I ® 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. 70 r�« •• ,i -. �,; -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS a Berm -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. ��� .. - SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT �_�_W� -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. � � . ,•_ PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: z " -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE '0. `,�,t 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% C - • •- • • • _ 100'min. 9 " 0 Section A-A AND INTO THE SOIL. .� eri -ei is r . ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 6.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. 10 ma plastic lining r� g` -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR CAN 8 Plan Notes: ;Q '4 THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF (ti '�- 1. Actual layout ALSO BE USED FOR STAKES. t. • •' � INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE is determined in the field -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING Install driveway • SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, Type "Below Grade" 2. A concrete washout ABOVE THE WATTLE / a culvert if there is a /! WHERE FEASIBLE. 5 sign slim be installed Y •. •. !� y roadside ditch present Lit 2.MULCH PLANTING BEDS WITH 2 INGHE5 OF ORGANIC MATERIAL. N within 10 m of the 4"-8"quarry 3m Minimum temporary concrete MAINTENANCE STANDARDS washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, walls 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS s y O. ,, A.THE ORGANIC CONTENT FOR PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. - ' ?i THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.959),WITH THE Woad frame EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN B securely fastened _ -. otextile . ' . ': '. ORGANIC t __.__ _._..__._ ____.�_.__ _ .._ _ _..____ _._ �� "mil t.*�,y�,t .7 MATTER CONTENT OF 40%TO 65%,AND R CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN _ around enure ,, 7�4 `�"'' RATIO MAY BE A5 HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND <W14.1.1 ui petrel with two 3'-4' �I v� ri. .G _ -1 i sta '� (12nt) `l �'i •sty--� • LOWLANDS REGION. a I�'w1 Vanes i Iwo 0 mil �JfJ 4i r B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(AJ ABOVE;OR lactic lining „r"'/fi` o I �f, p g + 4` >,l, y Jll � �� � OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT v p \, 16 15'fron. EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B,TESTING PARAMETERS,IN WAG 113-350-220. ' Y r Notes. THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. o �- Stake(typ.) y t,�l J am`or 1. Driveway shaft erne[ V\ ts Straw ruts must be fYS'r I( - 12'minimum thickness L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE ' I the requirements of the V Section B-B placed along slope � - t�! Adjacent roils permitting agency. METHODS LISTED BELOW: CV L contours {/ shall tightly abut ol as and plastic fining // 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. Two-slacked 2. It is recommended that Provide full width CO o rt 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM 2x12 rough Plan f/ `, 4_ the entrance be of ingress/egress wood frame i V \\S! 1.-_! crowned so that runoff area CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. iti r = drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST 0 N; _ CO 21 Type "Above Grade" with Wood Planks NOT TO SC. \ f ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- Z W (f1 ea "ALE l yr -:-'�' APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. W. Q m H r 'y1/ . _.. _ _._.__..__.�____._ _-----.".- ......--- 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. w < o o th 10._25 i3-8m) 741. '2 ll \ MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.501E THAT ALREADY MEETS THE la Z m 0 ll.l N ti Fig♦tine/t I I-4.1 .7a�t e �l�1//�! Figure 11-4♦.1 . 1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. J O Z 0 p W Concrete Washout cuhl�ut Area • Stabilized Construction Entrance MAINTENANCE in f 1L . tn K Revised June 2015 Spacing depends '�Or Revised June 2015 DEPARTMENT OF on sod type and DEPARTMENT OF -ESTABLISH 501E QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM slope steepness r'll''. ECOLOGY COMPACTION,SUCH AS FROM LARGE MACHINERY U5E,AND FROM EROSION. ECOLOGY Sediment,organic matter. E C Q LC}G Y Please see h@pliWww.acy.wagoWcopyright.hfmi for copyright notice including permissions. 4 Please see http>/wvw,aecy.wa.gov/copyright.hdmt for copyright notice including permissions. -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. State of Washington limilaion of hatiGy.and disclaimer- "- v and native seeds are State of Washington limitation of liability.and disclaimer. < captured behind the rolls. -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. ' -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, MP) RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. V I- O BMP C1230: SURFACE ROUGHENING `'` ® STORM DRAIN INLET PROTECTION 1-40.20-00 0 O Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE ® BMP C233: SILT FENCE U- Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment Z t-1-.t trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment ♦ !!! 3"-5(75-125mrn) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs such USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A I- as seeding,mulching,or sodding. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE Z .� 8`-10"Dia. CONDITIONS OF USE: }„ S / N. 4T/t�� (200.250mmy 114.2.12 SILT FENCE(P.361)FOR DETAILS ON SILT FENCE CONSTRUCTION. MI -All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. ' i 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). li-I-Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. �,d, ..--�� AAjdli CONDITIONS OF USE .-`I rN -Slopes with a stable rock face do not require roughening. Live Slake l �� SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. ) w . V CV -Slopes where mowing is planned should not be excessively roughened. i -- 4' SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF ,ri f K Co Y.ma's- l .� J/ V x 1"Stake °W" THE SILT FENCE,BUT SHALL ALLOW THE WATER TO Pe THROUGH THE FENCE. I- i 1, G (25 x 25mm) °R"R+"EEORME Tit SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS v Z ui - _ �` * OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. l�..l, l li NOTE. ,ORME ERNE ice -� DO NOT CONSTRUCT SILT FENCES IN STREAMS OR U5E IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN -, ` ` 1. Straw roll installation requires the placement and secure slaking 0 V _ rc.�.' )', ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. ca,ca, ca. ca.e� �. �, / of the roll in a bench.3"-5"(75-125mm)deep.dug on centow. ` �/ w^� �`ewz c�� a Runoff must not be allowed to run under or around roll. NO SCALE s `n"M00�"'- ce�^.^ z c.Z a� a� R '• lL Y il },:E - Joints in filter fabric shah be spliced 0 Figure II-4.2.14 �- . BELOW INLET GRATE DEVICE r g5 �`'r_h. e ' e at posts.Use staples,wire rings or NN\NN G Wattles ' J equivalent to attach fabric to posts Zi _ //r a t aR ,- -� a r=s 'Ca. 2"x2"by td Ga.ware or equivalent N ci Z "-' j � �� DEPARTMENT OF Revised Now:tith i2'1 _ if standard strength fabric used sci. �`��� ECOLOGY - ---- I `r' `fey �,�ciozo- _a. Please see NVJAwiw.ecy:wa.g nebboytight.htmi far copyright notice including permissions. .o .e *es?, .,T - - -a- Ca. State of Washington lirltatpn of liability. and disclaimer. :;::;� � 01 1. a. Tracking with machinery up and down � �� O BMP G123: PLASTIC COVERING o ° ° i-., ; (i:,/_ i„a the slope provides grooves that will ctn. ¢ ,� ¢. - a catch seed,rainfall.and reduce runoff. � a-} �a PURPOSE: :•ice r '' ; _I I oa-gg cc. PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. •icftmoel WALE '%c% (i' '/-" /� ,�`�.�`� : j.i h�� M § o _� _ N 1.11 Tracking CONDITIONS OF U5E: I III` mPLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, Minimum t ti'max II ri =EXCEPT AS STATED BELOW. 4"x4'trench I 1 �' 1 ioPLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY LU fi1 € o RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post spacing may be increased _7w 3LL1I h 2"xZ wood posts.steel -" __to 8'if wire backing is usedu 11®It, MONTHS)APPLICATIONS, fence osts.or equivalentoIIF.IIll: !MANA,E GRATE p -� °11=1(=6 DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UP5LOPE OF AREAS THAT MIGHT BE "RECTANGULAR GRATE s,ow srsrrP,RJ op '��l=II.11. .HI i ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. 51c roq�=II I111_ a• PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE - ��{�.- o s i11-13 1Ii 1 11 1 MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL GAN CONVEY =z� 2"x2'by 14 Ga w re or equivalent o o "Ij-11p=II 11111 III lI GLEAN WATER AWAY FROM THESE AREAS. 0 ■ ate- -.�' if standard strength fabric used foll=ll 11=al=jl= p��r�� 1II-1I 11'-lSlltl• TO PREVENT UNDERCUTTING,TRENCH AND BAGKFILL ROLLED PLASTIC COVERING PRODUCTS. I/ a/7-'r L ,°,gi50- b"min - 11=IL - ar � 8 t 11=tc c r �;-11- -WHILE PLASTIC 15 INEXPENSIVE TO PURCHASE,THE ADDED G05T OF INSTALLATION,MAINTENANCE,REMOVAL,AND ,,,rya, \iSI ,� o ri 11 11.. 1 (1�rrn (1 0mm) II 11, Filter fabric - •' �.� 11=1I 11=h �1� DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. ` i o i{� ff 1 =1I .l!IL- _ / '� .I1.11_ -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE l\ of- �I 2,min O a s #'I =I 4 f` SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY CLEAN s. a `y� \�p C{ 6 2 ll IIRC11 3 R ♦ �. RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED S en, 'I I° 1 Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. hh9DWR6ET ORATE OE,nce �,'' f e n ~ y� / y ovenawerrAesmna :1 MO II 11- MaxiMUM �., Backfill trench with . •n 1 \y .5w2soitor�/_' - �.p; v%� �\ OYVNERAPPROVAL 11 I1 1 1.5 washetl gravel Q 12 riven. -y�/ STATE IL1�- �I1I e d -Jf- dC/�bG Ka3reRrD Minimum l• . }\ Grooves will catch seed,fertilizer. mulch.rainfall,and decease runoff. ,iIL-If.11 ,t=11 11 ! Q rEoauEAwrg� INITIAL: u-ll�(!-,tt t cIl=ll 1! St p��' 4"x4"Hutch 1=1^ -11 11=11=1� t1-f MARK W.MaJREH PAGE: =11=fly �i ..11=il= -� I Ir �il'�rl It II NOT TO SCALE isolme'rwc instil cerrwrx fence p051ood pose ale t } w�,.,.IHEEr"r".."..TEal:".."Thassl! . poses.or equivalent ,.,.,..a.�..�....�. NOTTO SCALEl Figure II-4.1 .5P � , „Surface Roughening by Trackingla N"'�T T1ONFigure II 4.2.12 and Contour Furrows �`�" puin�� ' Silt Fence OF: DEPARTMENT OF anRwen FOR rv,tiicAMON DEPARTMENT OF Revised October 2014 Revised June 2015 �o aakofen m a9-� E C d L iD G Y ECOLOGY ....a.® -w •rW+*WN es wnmeliet istaa Please see httpllnutw..ecywa.gowtopyrrght.hbn!for copyright notice including permissions. Please see liablity, an¢ciscaimer. pynght.htmt for copyright notice including permissions. State of Washington limitation cif lability. and disclaimer. I State of Washington limitation of liability. and disclaimer. BMP C154: CONCRETE kVASHOUT AREA Q BMP C235: YVATTLES ® BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT Q BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND PURPOSE PURPOSE PURPOSE DEPTH J. SYKORA, GPBD r gi PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO a, WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS 15 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPACES AT PURPOSE AND DEFINITION _ _.._ __.___._ ,a ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT ;SEDIMENT ATER FUNCTIONS J. 5TE RL I N G " ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT m CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS - - - , CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE II-4.2.14 ARE LARGELY LOST W W WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL - ----- --- -- - $ CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.378)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION rr , -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://W W W KINSDOT. A.GOVIDESIGN!STANDARDS/PLAN5.HTM#5EGTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4 = 1 UU.N.O.WPia -IT 15 NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING, THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, W W W CONCRETE TRUCKS, PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE ASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS.THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET W p 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHW W W ATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHON WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS i FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP. IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS GREATER TSST AND SEDIMENTSATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF 09-06-11 a- GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. " APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY 0) - _ _ ----_"- -- -"-"--"---- - -----'--"""- -- -" "--" -"-"-- -- EFFECTIVE FOR ONE TO TWO SEASONS. NOT TO SCALE ESTABLISHING A MINIMUM 501E QUALITY AND DEPTH 15 NOT THE SAME A5 PRESERVATION OF NATURALLY OCCURRING I -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE - 3m Minimum - MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH - W z ATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT 6 Lath and flagging RESIDUALS.IT 15 IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE n iii cp iiii 0 on 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT IS IMPORTANT THAT IMPORTED TOPSOILS CO [- 1 I Shia I r� Sandbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. .....------- IMPROVE W -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS .- SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED 0 Q II I Berm Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES OaCy �'� INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. 0� DESIGN GUIDELINES 10 mi plastic lining SHOULD BE DUG TO A DEPTH OF 5-TO 7-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. 1S\rg r/ illiiii t r"' -SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT i -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD s'Janes A �.lre, PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A �' EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. µ A i1'-r 1 s -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,501E TYPE, ~�' �! a DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO i _; e_'4 OTHER PORTIONS OF THE SITE WHERE FEASIBLE. I ® 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. 70 r�« •• ,i -. �,; -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS a Berm -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. ��� .. - SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT �_�_W� -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. � � . ,•_ PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: z " -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE '0. `,�,t 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% C - • •- • • • _ 100'min. 9 " 0 Section A-A AND INTO THE SOIL. .� eri -ei is r . ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 6.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. 10 ma plastic lining r� g` -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR CAN 8 Plan Notes: ;Q '4 THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF (ti '�- 1. Actual layout ALSO BE USED FOR STAKES. t. • •' � INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE is determined in the field -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING Install driveway • SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, Type "Below Grade" 2. A concrete washout ABOVE THE WATTLE / a culvert if there is a /! WHERE FEASIBLE. 5 sign slim be installed Y •. •. !� y roadside ditch present Lit 2.MULCH PLANTING BEDS WITH 2 INGHE5 OF ORGANIC MATERIAL. N within 10 m of the 4"-8"quarry 3m Minimum temporary concrete MAINTENANCE STANDARDS washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, walls 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS s y O. ,, A.THE ORGANIC CONTENT FOR PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. - ' ?i THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.959),WITH THE Woad frame EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN B securely fastened _ -. otextile . ' . ': '. ORGANIC t __.__ _._..__._ ____.�_.__ _ .._ _ _..____ _._ �� "mil t.*�,y�,t .7 MATTER CONTENT OF 40%TO 65%,AND R CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN _ around enure ,, 7�4 `�"'' RATIO MAY BE A5 HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND <W14.1.1 ui petrel with two 3'-4' �I v� ri. .G _ -1 i sta '� (12nt) `l �'i •sty--� • LOWLANDS REGION. a I�'w1 Vanes i Iwo 0 mil �JfJ 4i r B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(AJ ABOVE;OR lactic lining „r"'/fi` o I �f, p g + 4` >,l, y Jll � �� � OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT v p \, 16 15'fron. EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B,TESTING PARAMETERS,IN WAG 113-350-220. ' Y r Notes. THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. o �- Stake(typ.) y t,�l J am`or 1. Driveway shaft erne[ V\ ts Straw ruts must be fYS'r I( - 12'minimum thickness L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE ' I the requirements of the V Section B-B placed along slope � - t�! Adjacent roils permitting agency. METHODS LISTED BELOW: CV L contours {/ shall tightly abut ol as and plastic fining // 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. Two-slacked 2. It is recommended that Provide full width CO o rt 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM 2x12 rough Plan f/ `, 4_ the entrance be of ingress/egress wood frame i V \\S! 1.-_! crowned so that runoff area CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. iti r = drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST 0 N; _ CO 21 Type "Above Grade" with Wood Planks NOT TO SC. \ f ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- Z W (f1 ea "ALE l yr -:-'�' APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. W. Q m H r 'y1/ . _.. _ _._.__..__.�____._ _-----.".- ......--- 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. w < o o th 10._25 i3-8m) 741. '2 ll \ MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.501E THAT ALREADY MEETS THE la Z m 0 ll.l N ti Fig♦tine/t I I-4.1 .7a�t e �l�1//�! Figure 11-4♦.1 . 1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. J O Z 0 p W Concrete Washout cuhl�ut Area • Stabilized Construction Entrance MAINTENANCE in f 1L . tn K Revised June 2015 Spacing depends '�Or Revised June 2015 DEPARTMENT OF on sod type and DEPARTMENT OF -ESTABLISH 501E QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM slope steepness r'll''. ECOLOGY COMPACTION,SUCH AS FROM LARGE MACHINERY U5E,AND FROM EROSION. ECOLOGY Sediment,organic matter. E C Q LC}G Y Please see h@pliWww.acy.wagoWcopyright.hfmi for copyright notice including permissions. 4 Please see http>/wvw,aecy.wa.gov/copyright.hdmt for copyright notice including permissions. -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. State of Washington limilaion of hatiGy.and disclaimer- "- v and native seeds are State of Washington limitation of liability.and disclaimer. < captured behind the rolls. -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. ' -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, MP) RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. V I- O BMP C1230: SURFACE ROUGHENING `'` ® STORM DRAIN INLET PROTECTION 1-40.20-00 0 O Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE ® BMP C233: SILT FENCE U- Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment Z t-1-.t trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment ♦ !!! 3"-5(75-125mrn) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs such USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A I- as seeding,mulching,or sodding. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE Z .� 8`-10"Dia. CONDITIONS OF USE: }„ S / N. 4T/t�� (200.250mmy 114.2.12 SILT FENCE(P.361)FOR DETAILS ON SILT FENCE CONSTRUCTION. MI -All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. ' i 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). li-I-Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. �,d, ..--�� AAjdli CONDITIONS OF USE .-`I rN -Slopes with a stable rock face do not require roughening. Live Slake l �� SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. ) w . V CV -Slopes where mowing is planned should not be excessively roughened. i -- 4' SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF ,ri f K Co Y.ma's- l .� J/ V x 1"Stake °W" THE SILT FENCE,BUT SHALL ALLOW THE WATER TO Pe THROUGH THE FENCE. I- i 1, G (25 x 25mm) °R"R+"EEORME Tit SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS v Z ui - _ �` * OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. l�..l, l li NOTE. ,ORME ERNE ice -� DO NOT CONSTRUCT SILT FENCES IN STREAMS OR U5E IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN -, ` ` 1. Straw roll installation requires the placement and secure slaking 0 V _ rc.�.' )', ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. ca,ca, ca. ca.e� �. �, / of the roll in a bench.3"-5"(75-125mm)deep.dug on centow. ` �/ w^� �`ewz c�� a Runoff must not be allowed to run under or around roll. NO SCALE s `n"M00�"'- ce�^.^ z c.Z a� a� R '• lL Y il },:E - Joints in filter fabric shah be spliced 0 Figure II-4.2.14 �- . BELOW INLET GRATE DEVICE r g5 �`'r_h. e ' e at posts.Use staples,wire rings or NN\NN G Wattles ' J equivalent to attach fabric to posts Zi _ //r a t aR ,- -� a r=s 'Ca. 2"x2"by td Ga.ware or equivalent N ci Z "-' j � �� DEPARTMENT OF Revised Now:tith i2'1 _ if standard strength fabric used sci. �`��� ECOLOGY - ---- I `r' `fey �,�ciozo- _a. Please see NVJAwiw.ecy:wa.g nebboytight.htmi far copyright notice including permissions. .o .e *es?, .,T - - -a- Ca. State of Washington lirltatpn of liability. and disclaimer. :;::;� � 01 1. a. Tracking with machinery up and down � �� O BMP G123: PLASTIC COVERING o ° ° i-., ; (i:,/_ i„a the slope provides grooves that will ctn. ¢ ,� ¢. - a catch seed,rainfall.and reduce runoff. � a-} �a PURPOSE: :•ice r '' ; _I I oa-gg cc. PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. •icftmoel WALE '%c% (i' '/-" /� ,�`�.�`� : j.i h�� M § o _� _ N 1.11 Tracking CONDITIONS OF U5E: I III` mPLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, Minimum t ti'max II ri =EXCEPT AS STATED BELOW. 4"x4'trench I 1 �' 1 ioPLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY LU fi1 € o RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post spacing may be increased _7w 3LL1I h 2"xZ wood posts.steel -" __to 8'if wire backing is usedu 11®It, MONTHS)APPLICATIONS, fence osts.or equivalentoIIF.IIll: !MANA,E GRATE p -� °11=1(=6 DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UP5LOPE OF AREAS THAT MIGHT BE "RECTANGULAR GRATE s,ow srsrrP,RJ op '��l=II.11. .HI i ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. 51c roq�=II I111_ a• PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE - ��{�.- o s i11-13 1Ii 1 11 1 MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL GAN CONVEY =z� 2"x2'by 14 Ga w re or equivalent o o "Ij-11p=II 11111 III lI GLEAN WATER AWAY FROM THESE AREAS. 0 ■ ate- -.�' if standard strength fabric used foll=ll 11=al=jl= p��r�� 1II-1I 11'-lSlltl• TO PREVENT UNDERCUTTING,TRENCH AND BAGKFILL ROLLED PLASTIC COVERING PRODUCTS. I/ a/7-'r L ,°,gi50- b"min - 11=IL - ar � 8 t 11=tc c r �;-11- -WHILE PLASTIC 15 INEXPENSIVE TO PURCHASE,THE ADDED G05T OF INSTALLATION,MAINTENANCE,REMOVAL,AND ,,,rya, \iSI ,� o ri 11 11.. 1 (1�rrn (1 0mm) II 11, Filter fabric - •' �.� 11=1I 11=h �1� DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. ` i o i{� ff 1 =1I .l!IL- _ / '� .I1.11_ -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE l\ of- �I 2,min O a s #'I =I 4 f` SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY CLEAN s. a `y� \�p C{ 6 2 ll IIRC11 3 R ♦ �. RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED S en, 'I I° 1 Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. hh9DWR6ET ORATE OE,nce �,'' f e n ~ y� / y ovenawerrAesmna :1 MO II 11- MaxiMUM �., Backfill trench with . •n 1 \y .5w2soitor�/_' - �.p; v%� �\ OYVNERAPPROVAL 11 I1 1 1.5 washetl gravel Q 12 riven. -y�/ STATE IL1�- �I1I e d -Jf- dC/�bG Ka3reRrD Minimum l• . }\ Grooves will catch seed,fertilizer. mulch.rainfall,and decease runoff. ,iIL-If.11 ,t=11 11 ! Q rEoauEAwrg� INITIAL: u-ll�(!-,tt t cIl=ll 1! St p��' 4"x4"Hutch 1=1^ -11 11=11=1� t1-f MARK W.MaJREH PAGE: =11=fly �i ..11=il= -� I Ir �il'�rl It II NOT TO SCALE isolme'rwc instil cerrwrx fence p051ood pose ale t } w�,.,.IHEEr"r".."..TEal:".."Thassl! . poses.or equivalent ,.,.,..a.�..�....�. NOTTO SCALEl Figure II-4.1 .5P � , „Surface Roughening by Trackingla N"'�T T1ONFigure II 4.2.12 and Contour Furrows �`�" puin�� ' Silt Fence OF: DEPARTMENT OF anRwen FOR rv,tiicAMON DEPARTMENT OF Revised October 2014 Revised June 2015 �o aakofen m a9-� E C d L iD G Y ECOLOGY ....a.® -w •rW+*WN es wnmeliet istaa Please see httpllnutw..ecywa.gowtopyrrght.hbn!for copyright notice including permissions. Please see liablity, an¢ciscaimer. pynght.htmt for copyright notice including permissions. State of Washington limitation cif lability. and disclaimer. I State of Washington limitation of liability. and disclaimer. STANDARD PLAN - 10 . 12-03 - CONCRETE CURBS STANDARD PLAN F-80 . 10-04 - CONCRETE DRIVEN AY ENTRANCE J. SYKOR,4, GPBD s _ VARIES(SEE CONTRACT) J. STERLING a) FACE OF CURB VARIES 12"TO 24" FACE OF CURB FACE OF CURB FACE OF CURB v VARIES 6 12" BROOMED (SEE NOTE 1) _--m 1" 10"TO 22" 1" i 6 12" VARIES FROM 6"(IN)TO 0"(IN)- FINISH(TYP.) Th� _ VARIES(SEE CONTRACT) -- __- 0 (SEE CONTRACT) 5 1/2" 1" MAINTAIN 1H:6V SLOPE \ - - - GROOMED u = r u 1"{IN) R. n 1"(IN) R. VARIES 1"(IN) ON SIDE OF CURB ii /' I CEMENT CONC. PEDESTRIAN CURB TYP.) 3/8"(IN) EXPANSION JOINT(TYP.)- DRIVEWAY 1/4 1 U.N.O. MATCH ROADWAY MATCH ROADWAY 1"(IN)R. R. (WHEN SPECIFIED IN CONTRACT)- ( SEE STANDARD PLAN F-30.10 (SEE NOTE 1) FINIS (TYP.) ENTRANCE 1 SLOPE SLOPE 12"(IN)R. MATCH ROADWAY MATCH ROADWAY SEE STANDARD PLAN F-10.12 SIDEWALK " p it ° SLOPE 12"(IN) R SLOPE T "(IN) EXPANSION JOINT \ i (TYP) - 11.1 ° ( ) 1/2"(IN) ROADWAY1/2"(IN) ROADWAY . TYP.) -SEE STANDARD SIDEWALK ` y z ,(7- ROADWAY ' . ' ROADVIJ'LY , R. ! R (TYP.) PLAN F-30.10 CEMENT CONC. SIDEWALK CEMENT CONCRETE 09-06-� 1 -�, 0 ° ° • p ' • ••b :..8H �i r r r 1 - MATCHSIDALKDTH p )• • • �// �7 (SEECONTRACT r `��y / _ FLUSH WITH GI V El orn) 1112" \ 0 1•_g" O LP AT DRIVEWNAV ENTRANCE ERTICAL 14 O -- (SEE CONTRACT) \ �\ Z Les 1 V DUAL-FACED CEMENT CONCRETE CEMENT CONCRETE DEPRESSED CURB SECTION aiMEMINI (1) C TRAFFIC CURB AND GUTTER I TRAFFIC CURB AND GUTTER I AT CURB RAMPS AND CEMENT CONCRETE CURB DRIVEWAY DRIVEWAY ENTRANCES PLAN VIEW CEMENT CONCRETE AND GUTTERS TAPER TYP.) DRIVEWAY ENTRANCE in L - - - - - - J TYPE 1 0 CURB AND GUTTER - (SEE NOTE 3) (SEE NOTE 3) NOTES (TYP.) (TYP.) PLAN VIEW CO SIDE SLOPE (TYP.) 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 6" - 15'MAX. (SEE NOTE 6) _ VARIES _ 15'MAX. (SEE NOTE 6) expansion joint with 3/8" (in) joint filler along the driveway centerline. ER 1"(IN)R. GRADE (TYP.) (SEE CONTRACT) (TYP.) 1/2"(IN) LIP BETWEEN 12"(IN) R 6" CEMENT CONCRETE NOTE BREAK See Standard Plan F-30,10. Construct expansion joints parallel GRADE _,_ with the centerline as required at 15' ft maximum spacing when r AND ROADWAY OR SEE T CEMENT CONCRETE OR 12"(IN)R CURB RAMP, LANDING, - BREAK \ NOT STEEPER THAN GRADE BREAKq ( ) p g1D m ASPHALT CONCRETE 1^(IN) OR DRVEWAY `° -_ _� � ROAD GRADE ` * driveway widths exceed 30' (ft). (SEE CONTRACT) - (SEE CONTRACT) / CONTRACT PLANS a SIDEWALK OR PATH R ENTRANCE 1. See Standard Plan F-30.10 for Curb Expansion and mum o VARIES FROM Contraction Joint spacing and See Standard �� 8" IN TO 0" IN p ' 'r 2. See Standard Plan F-30,10 for sidewalk details. 1/2"(IN)R (TYP.) ng a DEPRESSED CURB AND ( ) ( ) • Specification Sections&04 and 9-04 for - 3. Curb and Gutter shown; see the Contrail Plans for the * m GUTTER(SEE NOTE 3) 9 hale 8,1BEM= eq / ' PEDESTRIAN RAMP - a PEDESTRIAN RAMP , additional requirements. 1 0 curb design specified. See Standard Plan F-10.12 for CtS o 3/8"(IN)PREMOLDED JOINT FILLER CEMENT CONCRETE Curb Details. / ium ,LL " (WHEN ADJACENT TO CEMENT 3!8"(IN)PREMOLDED SIDEWALK(TYP.) SECTION O 3/8"(IN) EXPANSION JOINT(TYP.)- DRIVEWAY J - s CONCRETE SIDEWALK) JOINT FILLER SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK o or other obstructions in front of drivewayentrances. DRIVEWAY RAMP 1/2"(IN) LIP BETWEEN 3/8"(IN) EXPANSION JOINT(TYP.)- 5. Where "GRADE BREAK" is called out, the entire len th of the SEE STANDARD PLAN F-30.10 SECTION C ROADWAY GUTTER g CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB (SEE CONTRACT) _ (SEE CONTRACT) _ AND CURB(OR SEE line between the two adjacent surface planes shall be flush. N CONTRACT) AT CURB RAMPS, LANDINGS, 1/2"(IN) R. 6. The Pedestrian Ramp length is not required to eXceedl5 feet LEGEND AND DR EINAY ENTRANCES TYP. DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying (SEE CONTRACT) a ) - _ SLOPE IN EITHER DIRECTION W AND GUTTER the 15-foot max. length (measured from back of sidewalk) theW i, (SEE NOTE 3) 1.5%OR FLATTER RECOMMENDED FOR ij - rn • ' running slope of the pedestrian ramp is allowed to exceed 8.3%. * DESIGN/FORMWORK(2%MAX.) QATRiC� :' Use a single constant slope from bottom of ramp to top of ' T jr z OT Nib DRIVEWAY RAMP t ramp to match into the sidewalk over a horizontal distance 7.5%OR FLATTER RECOMMENDED FOR L ��� tit w FACE OF CURB FACE OF CURB 4' Q * * DESIGN/FORMWORK 8.3%MAX.) p'1SH/ �C aL VARIES 12"TO 24" FACE OF CURB Q° �� DRIVEWAY - 3/8 (IN)EXPANSION JOINT(TYP.)- of 15 feet. ( r0V _ , LL FACE OF CURB a `' zp" '� (SEE NOTE 7) SEE STANDARD PLAN F-30.10 (SEE NOTE 6) ,� m VARIES A d ,,,1 r w 7. Beyond limits shown. Pay item does not include driveway. 2 1(a" 1" _ 10"TO z2" r' s 12" w $ SECTION �B See Contract Plans. ,� o (SEE CONTRACT) elelA / p 4NCRETE DRIVEWAY ENTRANCEENT OTYPE 2'PAY LIMITS - w 5 12" 1" 1 12"(IN) R. cc: z 'r _ 0 1"(IN)R. 1"(IN)R. Off, .Q 343e3 •O 1L+ "CEMENT CONCRETE DRIVEWAY 1 CONTRACTION JOINT TYP SEE STANDARD PLAN F-30.10 a _ ° I� cQ J'CI Sin ♦� II- ENTRANCE TYPE 1"PAY LIMITSilik ,,,,,,,V O FOR RAMP LENGTHS GREATER THAN 8' 0"PROVIDE / ` o y�f?eeaoR�O ^{C` ra 12"(IN)R. 1"(IN) R. 12"(IN)R. g ROADWAY ' ROADWAY L ROADWAY J'TONAL �' m CONTRACTION JOINT EQUALLY SPACED 4 -0 MIN-OC rss, ' S TE @�'G� ry ` D . . ' m ROADWAY ON.�L CY • - ' DRIIVEWAY° . • Barry,Ed ( Zeller,Scott CT E '• j • • D . , • a . ° May620143:31 PM o DRIVEWAY / Jul lz zma4:ze PM V SE 7 ' p , • ° _ _ Cn9a, , (SEE NOTE 7) j c NT CONCRETE O n CEMENT CONCRETE CURBS / DRIVEWAY ENTRANCE z °LH u`n( m TYPES 1 2 3 $ 4 CI al -sr p 13 • ° . " ° ° CL.4000 CONCRETE /// CL.4000 CONCRETE (- ' ° ' STANDARD PLAN F-1 O.1 Z-O3 PER STANDARD SPEC.8- STANDARD/ PER STANDARD SPEC.8-06.3 y 1 1 -4 X t6 1 3/4" �1 3!4" B 1/4" 8 1!4" SHEET 1 OF 1 SHEET / Q Z (A v uj STANDARD PLAN F-80.70-04 Ili o O O �, APPROVED FOR PUBLICATION y 7--'---------- ---- SHEET 1 OF 2 SHEETS _.! J 0 ,� ZO O m ��� /j,�� eakoncn,Pasco __- APPROVED FOR PUBLICATION Q z 2 �D /CfL Jun 11 2014135 PMitC, r' _ C.prnar,I°ff m (]_. C(} 1011 Jul 15 2016 2:27 PM DUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT �► "'�°� '" "�" ISOMETRIC VIEW /✓ STATE DESIGN ENGINEER i Washington steno Depmtmmi of Tronrporluson / ISOMETRIC VIEW CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB Y TYPE 1 - PAY LIMITS Washington State Deportment of Transportation TYPE 2 - PAY LIMITS ILI to LU STANDARD PLAN F-30 . 10-03 - CONCRETE S I D ENALKS o z o Z al 1'-0" 6" SIDEWALK SEE © 6 12" F-i 1(SEE CONTRACT) FOR SIDE TREATMENT SIDEWALK 6 12" Z 1'-0" 1'-0" SEE OTHER SIDEWALK SECTIONS (SEE CONTRACT) CONTRA JOINT 5 1/2" 1" FACE OF CURB L ROUNDING 0% 1 12"(IN) R. (TYP.) 12"(IN)R.(TYP.) w CURB NOT INCLUDED IN BID ITEM- 'v 0 2 0%M�AX_� `a Ili 8 ci ci `t 2.0%MAX. SEE STANDARD PLAN F-10.12ei 4 \J, E0'IS '. -' \-° . . . . .. p •7"(IN)R. co ROADWAY v Di W CO t it' •(1 SEE RAISED EDGE 3/8"(IN) PREMOLDED � •• ° DETAIL-THIS SHEET JOINT FILLER SEE CURB FACE DETAIL r Q- WITH RAISED EDGE I O FINISHED GRADE 1"(IN) BELOW MONOLITHIC CEMENT CONCRETE 6 12" I O o CI-0" _ SIDEWALK TOP OF CONCRETE SURFACE CURB AND SIDEWALK I1_?" (SEE CONTRACT) NOTE fK r-o" r-o" MIN. CURB FACE DETAIL I J al ty0 _ I 12"(IN) R.(TYP.) 1. Four feet of the sidewalk width shall be the minimum pedestrian accessible V ROUNDING CURB NOT INCLUDED IN BID ITEM- route free of vertical and horizontal obstructions. Gratings, Access Covers, EXTEND SIDEWALK TRANSVERSE EXPANSION 2.0% 1 P.0%MAX is._ SEE STANDARD PLAN F-10.12 Junction Boxes, Cable Vaults, Pull Boxes and other appurtenances within the JOINTS TO INCLUDE CURB(FULL DEPTH) a. sidewalk must have slip resistant surfaces, be flush with surface, and match N ��((yy�R �� o ,�� grade of the sidewalk. el sA Att'` . PREMOLDED ' WALL OR BARRIER13- -044 JOINT FILLER {•n ADJACENT TO CURB (STEEP FILL SLOPES) SIDEWALK t sa 1'-0" SIDEWALK ... 12"(IN) R. as- V BROOMED FINISH(TYP.) a a E ire 0 ALL CUT MIN. (SEE CONTRACT) t��� © PERIMETER SMOOTH-TROWELED , j o4p > SLOPES Y � zo w 1/2"(IN)R. (TYPJ - a''d �� CEMENT CONCRETE CURB �g,n N (CURB AND GUTTER SHOWN) o u w -J 2.0% - CURB NOT INCLUDED IN BID ITEM- NOT INCLUDED IN BID ITEM 3a�€ 0 2.0%MAX. SEE STANDARD PLAN F-10,12 �'�"'° y OR 3/8"(IN) PREMOLDED ► SEE STANDARD PLAN F-10.12 om m AN,� P JOINT FILLER a••0" Fa ,o" �wwa 0 3!8"(IN)PREMOLDED V� ELI �,J„� g s z=o JOINT FILLER an SIDEWALK ADJACENT TO WALL DETAIL © % �' W W W O ADJACENT TO CURB = w3gz� BRIDGE OR PEDESTRIAN i�°+�- RAILING I N izwoo , n Di 000to CONTRACTION JOINT V / ""i,ma w'oz a BARRIER-SEE • SIDEWALK , IN SIDEWALK ONLY A 3 N CONTRACT PLANS t (SEE CONTRACT) \ ® zoo<g i • 1/Z"(IN) R(1YP.) LEVEL1 4� "��I/.- EXPANSION JOINT IN BOTH ,I,TRI Q w'oz �'- f r 12"(IN)R. 4b CURB AND SIDEWALK 4 C� NN °o o'J u FLUSH r - CURB NOT INCLUDED IN BID ITEM- i 01 WJ•S'b� +F'� p g r i ', 2.0%MAX SEE STANDARD PLAN F-10.12 4 v \� .�4 Fq� ' i-. a m E h.. t� o 4 FA a 5 A\� E,Na VERTICAL WALL- 3/8"(IN)PREMOLDED \ � �� � r 1"(IN) R. ISOMETRIC VIEW Adm V g 2 0 SEE DETAIL JOINT FILLER(TYP,) JOINT AND FINISH %/+��'� KQ DETAIL FOR �`'ct STB&�� \��ADJACENT TO CURB AND RAILING OR WALL RAISED EDGE DETAIL sg �� TONAL OWNER APPROVAL EXTEND SIDEWALK TRANSVERSE 3'-0"MIN. JOINTS TO INCLUDE RAISED EDGE /�� �!J May 6 2014 3:41 PM z Barry,lid( � FOR SIDE TREATMENT SIDEWALK _ BUFFER STRIP - INITIAL: SEE OTHER SIDEWALK (SEE CONTRACT) (SEE CONTRACT) SECTIONS 3/8" i 1/8"TO 1/4" 1/2"(IN)R. CURB NOT INCLUDED IN BID ITEM- 2 �' O CEMENT CONCRETE PAGE:; a 2.0%MAX-1...- (TYP.) SEE STANDARD PLAN F-10.12 SIDEWALK t' • D • STANDARD PLAN F-30.10-03 SHEET 1 OF 1 SHEET D FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE " " APPROVED FOR PUBLICATION SURFACE FOR PLANTING-FLUSH IF PAVED eak°°°n.tzsCO OF. PREMOLDED ,-, ffi.. Jun 11 zow 1:25 PM JOINT FILLER STATE DESIGN ENGINEER ADJACENT TO BUFFER STRIP 0EXPANSION JOINT © CONTRACTION JOINT 7 Washington Stabs Deportment of Transpotsarion PROJECT DESCRIPTION PROJECT INFORMATION J. SYIGORA, GPBD s RESIDENCENEIN SINGLE FAMILY r PROJECT ADDRESS: J. STERLING _ ZONING TYPE: R-2 3922 ROCK RIDGE PARKSEPAYo,a eon 1/4" = 1' U.N.O. 1 n ANAGORTES, W 9 A 8 W 221 pW� C� C p dC fa © Nowl01-ob-i-► CODE COMPLIANCE PARCEL# P Op +-_ CITY OF ANACORT ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND - ES Z ORDINANCES AND THE FOLLOWING: - _ a...._ 73; PLAN AREAS (1) er) o 2015 INTERNATIONAL RESIDENTIAL CODE 2015 WASHiNGTON STATE ENERGY CODE erg w ; 2015 UNIFORM PLUMBING CODE MAIN FLOOR 3,044 SQ.FT. r _. . a. TOTALLIVING AREA. i Hr�� _. UTILITY ,.. „..� ?a-�r. � m .- .,a. � -'�- .,t t _ vfl r L mm DEFERRED SUBMITTALS ry. � : m . � . . _ .. i„-.. • 63 SQ FT � �° GARAGEF. � � '� ,� , 1,013 SQ.FT. C v.; 9 1. MECHANICAL HYAG SYSTEM DRAWINGS 1 . ". e ._ g . a ,� �. - . . �r u : a� m . PORCH (UNGOYERED 110 OFT) R it 2. ELECTRICAL POWER DISTRIBUTION DRAWINGS ENTRY (It/ a •NC) 234 5Q FT 3. NATURAL GAS DISTRIBUTION DRAWINGS — = k `" ^ .;.n, - OPEN DECK 306 SQ.FT. 4. PLUMBING DRAWINGS RDECK 5. ROOF TRUSS DRAWINGS ! CALCULATIONS COVERED 111 SO.FT. Z b. FLOOR JOIST DRAWINGS / CALCULATIONS y -' �� � � �� r 4 1. LANDSCAPE PLANS _ ' _ i ' 1nuF.? .. ? 'fix . Thiffillii •>1 � a ax,. a', S S. LIGHTING PLANSdi 9. CABINET SHOP DRAWINGS _ W 10. CUSTOM HARDWARE / BRACKET SHOP DRAWINGS `- ?.• FIRE E � ., r- =- . _ RE AREA. 60 o ra DESIGN INFORMATION FIRE FLOW REQ. = 1 ,150 GPM ry E BUILDER: STRANDBERG CONSTRUCTION, INC. F erg, „z co O u`ni ' Amm r ,- - PROJECT P.O. BOX 319 z rc m to m h v r FIRE ,s� w . _. . Fars �.,. ANAGORTES wA 98221 _ = SUPPRESSION SYSTEM INSTALLED. w < o o .. r Okke_ -To A -c c e S S . a o o m 360-293-1431 Y I m I � < � Mcli K DESIGNER: JIMSYKORAGPBD - STRANDBERGCONSTRUCTION INC. --` � iC')H[ ]E N ]E ]LSON JIM@STRANDBERGGONSTRUCTION.COM DRAFTSMAN: JASON STERLING STRANDBERG CONSTRUCTION INC. " "° 3922 ROCK RIDGE PARKWAY, ANACORTES , WA 98221 tn- v JASONS@STRANDBERGCONSTRUCTION.COM -.„ ® �r O t 0 - - Z -ram - L A YOUT PAGE TABLE REVISION TABLE z u_i ksi t ,_ PG* TITLE COMMENTS CONTRACT DATE PG# DATE DESCRIPTION w reni Dt co Al COVER SHEET Cr 1S act ► 5 hat be- used • s ;ed A2 SITE & LAN DSC E PLAN o AS di w FOUNDATION PLAN wo A4 FOUNDATION DETAILS -_ _ a. , AS FLOOR FRAMING PLAN `� ASMAIN FLOOR PLAN - OzI ai i o°zy o88 dw a Al ROOF FRAMING PLAN I_AS BUILDING SECTIONS m w=a CITY OF AINACORTES I giha co =Lloo FO�qFW� Al BUILDING SECTIONS CANNING & BUILDING bEPT: In APPROVED PLAINS it Al EXTERIOR ELEVATIONS PERMIT it. - O 7� o= ADDRESS: �� Pai All EXTERIOR ELEVATIONS . ' ``� o mu: APPROVEDSY: wows aC SUBJECT TO FIELD INSPECTION. APPROVED PLANS < „,o _..,,J Al 2 ENGINEERING INFO G RAIALS PACE SHALL NOT&E ALTERED WITHOUT AUTHOR/LAT!®N, Wa °oi z.Al ENGINEERING INFO MAIN FLOOR PLAN ix _ 4 ." A14 STRUCTURAL NOTES OWNER APPROVAL -- -- INITIAL: Al S STORMWATER BMP'S ,J` PAGE: Ai CURB , SIDEWALK, AND DRIVEY' Y OF: 'A LANDSCAPE LEGEND p iin, J. SYKORA, GPBD \ Is p I� \ LAWN AREA U trn �'n � J STERLING NOV 1 1 2017 a kZ �' 1" = 10 U.N.O. s • CITY OF ANACORTES \ o \ W 01-11 -17 a CONCRETE DRIVE CD L... z �;a , MULCH - PLANTING BED u 7S �� 10 GEOHAZARP SETBACK _ � :.. ; (a) ow / / \ • \ fles) LOT 1 13,551 SF / EXISTING BEDROCK1.3 -, it, C ( hi y � o � 3922 F e`V z GI ar ' DE DUOUS TREE w L U y\ 94.a <th s 'Tr 11 /�� ' R '\ !i it "UM,'TANK DISCHARGE OVERFLOW OUTLET ry ` , itQ 4,„ y 4k CONIFER TREE E LL It tot It' CLEARING/LIMIT x �'s \ civV / DECK (\�\ s< °,"� 1. 1 O `" ° . ul o s�� A SHRUBS / PL,4NT1NG5 X ,_ E 9 \ ,... )Siksi OO .�� r ' <'s �` .. C� • e J Z � V Z RI iA 1. a gs a Q p al - z b f <o y �p O Q W � AF A MINIMUM TREECO z a_ �� r-- C\ ":" „-- U DENSITY O S F R 4,� ANAGORTES MUNIGODE-lb 50.070 J I� tii (y -- \ Jr 43c1.5' o, r 1 -At` Calculation of the Total Tree Units Required. The total number of tree units w O\ ��oo�..^'' I 50f_STOCKPILE 1 required to be provided by a regulated project or tree conservation permit I- ,^ v \ ,� \ / ,, approval listed in Section 16.50.100 shall be calculated by dividing gross site v FL 1 l % ttt,' / �\ / area, minus any public or private street rights-of-way, by one thousand Table 0 0O „/ ,is-<o a — \ 1b.50.120(0). The result of the calculation will be the total number of tree units u- X b K * ok \ze' A tr.-CATCH BASIN LINE TO PUMP TANK z' Y �o \�. required for the project approval within the building site. _ Z ��0�4,�` / - RIVEWAY GATGH BASIN\ mmi 4 ‘ d it ,- LOT SIZE :13,551 SF TREES REQUIRED: 14 Wtri t cr; trkt- N , Ili v 2 ss r r ������q v ice- ' ' 1 % j �� I. LOT INFORMATION IF „ i fer / % % /� - I /00 LOT SIZE : 13,551 SQ.FT. ( 31 ac)y�p ` yoy`J CLEARING LIMIT AREA : 1 O 19� 5Q FT In v K0 .S $ DRIVEWAY cod 442.0' s° / GeIN5ERT5 / Q. �.� 0 "..8 �s \ 1 ,070 SO FT. sr�G / A MAX BUILDING COVERAGE (35%) = 4,143 SQ.FT IY F S v c ,� �-` , ti" / / \� (NlN �� ;8� //\ v� "�c� / \ / ACTUAL BUILDING COVERAGE (34.11 %) = 4,704 SQ.FT. m/ ,y C / � r ss so / h N IMPERVIOUS AREA IN/ ROOF OVERHANGS : 5,086 SQ.FT. \ 11 , \o SEE PAGE Alb FOR �, / /_ - / 0 '�ht• .. A 3 CAR \ / '- 0�� /CONCRETE DRIVEWAY u. \ \/ / i a? APPROACH DETAILS. / I IMPERVIOIUS DRIVEWAY & SIDEWALK AREAS : 1 ,714 SQ.FT. U °z ,. � \\ GARAGE R a# / 4,3 ;'yy� \ USE TYPE 1. / (� uo r '\ / ' , TOTAL IMPERVIOUS AREA : 6,860 SQ.FT. j� r;b w �. 2.. ' / '� iMAX 20'DRIVEWAY \ i - PARCEL# P LOT2 � ft �, ,"+�,.'. �� / �WIDTHPERSTR25QF , P SF \` '` �� // ED55TANDARDS 11 , 42 ., ��4 ` ` Q z 05 �\ � " ,�� eb� / /y° ADDRESS: 3922 ROCK RIDGE PARKWAY, ANAGORTES, wA1S221 Z < o 3124 ��� / gas°� o ; CANNER: NELSON J a_ 11111 %7\ `' _ \off : ' , 06 .. i- ; ' / TOPO COMPLETED BY: DALE HERRIGSTAD PE PL5 befe) ; No, tl / --- oo�d � Dc ' N PLAN AREAS I<�� �,v to om LL °� / . _� �� MAIN FLOOR 3,044 SQ.FT. -\ ' A k , __ )1f TOTAL LIVING AREA: 3,044 5Q FT. OWNER APPROVAL / C1 r 1 UTILITY.. my __----- _. _ 63.5Q.FT. INITIAL 1 \ ..\-7'' n I,t-t. GARAGE PAGE: / � , 1 ,013 5Q.FT. T {tio ENTRY PORCH (UNCOVERED io sa Fr) 234 5Q.FT Qom` / OPEN DECK _ 306 5Q.FT. OF: �y COVERED DECK 171 SQ.FT. / / 77 / N Alas A itili J. SYKORA, GPBD E t '' J. STERLING t. 38-0 -- ._.___ __._. B a'- 20'-0" - �..- 16'-0' -L 12'-0 3•_p" 3'-0" r . - N L r if �Fto —I s, j L C �` , Y ' 1/4" = 1' U.N.O.UNO K4\ C4)1if HI i 1 --72 r2 I� iv '�' ,r" w\A4y 4 - It A4 �A4� V 9�1,NAL v?' �! blt 01-06-11 Z if L " I — SH2 9 TY I 1 I \ T1 TYP A3 ® -, /4\\1 1 \ I I ® I 24"X24"X8" �A4/ ► 1 I 1/ I L - J L_ -J f oFA? — OONGRETE eTYa 5Hs it awJ,L+�R,'S 56.0l", CD A4 4 FOOTING TYP. 1 — P3 1 �p z I ® I ® I - I N 4 IS cart. STw,c.';; V o L _ J L _J L_ J -rt+k s a 14 . a Th" _.. _ 12._11" I 7-0" I 3'_4" 7-0" 3'_1" 7_a' 7_T'- 2'-0" I ---- -13'_0" ----_-_-_____. I 24" I 5-1" l) W La o P MO 1 4 GARAGE SLAB ei SLOPE GARAGE FLOOR r 1,Olb SQ FT SLOPE GARAGE FLOOR V H5 2 36"X36"X10" 40"X 40"X 12"y y 24"X 24"X 8" 1 TYP. r _ —�GONGR�T3 F#44 NG I- — — CONCRETE FOOTING 2GONGRETE x "C3 CONCRETE �� I A FOOTING TYP. IN/4,#4 E.W FOOTING TYP. — r 14•-4' - I- y� m I ® I r m I ® I /i I Ii 12-9" a 1 2-0" C i - nl ® I I I I ® IA I r 9 L J L r � 8'-31/2" L2'-0" I L- 3'-0" I 2'-11" -I-2'-0"J 6'-11" L _3�_4•� J --_-- 12'�. 2�_0" 2•_T"� iN !)a CIS z 1 T4 2'-„n" L — J �A4� s BUGKOUTFOR N GARAGE MAN DOOR \A4} _ - - . o v o i ( 5 \ �4 \ C, 4 (0`6" - ` 3-2" I a'4" I _ BUCKOUT FOR I F-- -� BUGKOUT FOR / A m //� /� 24"X 24"X 8" 4\ GARAGE DOOR �A4y-�� GARAGE DOOR A4 A4 o /`t.TY� SH2 - CONCRETE - �7y�, H2 t' 9 u, I r A3 1 TYP r - FOOTING TYP. f A3 1 TYP I \ # W L GARAGE DOOR r"` 2-0' 0 8 a , - A4 — — — — — — - L — J L_ —J Liti — ry 7 d L._. -I 3.-5" I 2'-0" I 13'-0" I 2'-a'- I 13•-0" "1" 2'-0" I 6._1.. 1� a I I ` " . I 1 a a ♦ _ , 10-on—. ° GRAWLSPAGE VENTILATION L is-a' r 2a-o A. 9-0" I f GRAWLSPAGE AREA: 3,053 SQ.FT. n 12'-9' h--1 Q O o GROWL SPACE VENTILATION FAN AND CONTROL b _ C .. 55'-0" - . -_-_- ,///ILL�,,��,\\\;\n :u . 1 ! 1 O ► I 4 15TMP CRAWL SPACE RADON MITIGATION SYSTEM- L- / RI L •H 4 A•T. / 24"X 24"X 3" IF APPROPRIATE UTILIZE A SPACE BETWEEN MASTER 24"X 24"X 8" n j CONCRETE BEDROOM NA AND GREAT ROOM WALL NEXT TO CONCRETE Cr o -. „ FIREPLACE FOR VENTING ABOVE ROOF 4 r - FOOTING TYP. ( I r- - FOOTING TYP. JtI o V % I ® I . I �_/ I I ® I s o _ �' ry L -J i L —J _ L— J $ ? W w CO i R 1— r�• I 19'-0° - 3'5" -2'-a' 3'-3112" -7-0° T-B 1l2" 1 9'-8° 7-0" 111 6'-1" - ill Q (n +`. 10'-6" 3'_B" 1'-5" 3•-0" 28"X 28•'X oc , ' . 11•-9" ? J Z ZO C N1 m N it - ;` r_ 4 r- - , r � GONVW 3,# FOOTING o IL - - 1 Q , W ` ° I ® I 'q I ® v NU 3•it4 EW :o I� - m dam zr n ���� $ XbP.T. POST ,,' - - - 1 — L — J L - -I1 L— ' - '14f1 AOST BASE /I f 1�a3J�i FOOTING TYP. 1�� (® w to (3) GRADE 40 #4 REBAR �A4/ L _I rr;rr ®j t— J A4J v b MILL VAPOR EACH WAY- FOR LONGER ��`,, BARRIER PADS ADD (1) REBAR EVERY 8" FOOTING X46WLtSLABF°R s-11 1 Ya' 13-0" 1 7-0" 13'-0° I 2'-o I 9-r' Q O I * TURED STONE BUILT-OUT PILLAR I 1 -y a o 0 o Z .4. - I I - Z ..= I 24"X 24"X 8" W tin } -' I 9 SH2 CONCRETE V LU i N MAY VARY-PER PLAN I r — r \ va ,i 1-.� FOOTING TYP. - PLAN AREAS i I ® I CONCRETE 24"X54"X8" ° 1 ® I ° I M I I 2-0 it Q IL 99" — COMPACTED FILL OR UNDISTURBED SOIL I I r FOOTING TYP. L- —J L— J V IL 2'-0J - -- _-B•-11" -- -I 19'-0" I 24" I- 731-0" I 21-0" I 91_1" o "1 MAIN FLOOR 3,044 SQ.FT. - I c/ I ' % I (J 0 Z w II DETAIL q TYP. FOR POST FOOTINGS n _ L— ® O O r- _ L — o USE DETAIL 95 AS ACT. WHEN o . A Q TOTAL LIVING AREA: 3,044 SQ.FT. MOMENT-RESISTING POST ON ROCK �/ V ' 24"X 24"X 8" -- !L UTILITY 63 SO.FT. m CONCRETE Q- .__- t -1 FOOTING TYP. O LU \ GARAGE 1 ,013 5&FT. r 9A3 2 "I ® � (- -� _ r— 9 s ici- \ I N DETAIL (COVERED 124 SQ FT) - \� n ® 24"X 24"X 8" , ® re TYP_POST FOOT G DE L ENTRY PORCH 234 SQ.FT. I I I L I I / SCALE: 1 " = 1 ' - _.--- NNGOYEED 1105Q FT) _ _-.----- L — ,J L_ —J L_ J ir N q FOOTING TYP. ('() OPEN DECK 306 SO.FT. B-1r 1 Y-o" I s'-11" I Yo I 3 0" 1 Yo I a-, B, m COVERED DECK 1T9 SO.FT. t, t) m m 2 1° CRANILSPACE ACCESS 24"X30"MIN. - Z ozig FOUNDATION NOTES / 1\ I LOCKING ACCESS DOOR © "w oMOO I ad Iry ► A4 2 , © n oWaws 1.ALL FOUNDATION FOOTINGS TO BE 18" BELOW GRADE @ FROST DEPTH. A4 I I I 0^ "•'zow w~g SLAB, IF ANY PER PLAN. POST PER 2. JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN. F2 LOG. MAY VERY ,V CALLOUT I— o b Z ;= w= _ 3. FOUNDATION MALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE. - • 15'-0" —.----- n----- 13'-0" iv ,9•-0° O VIP dos€a _ 6 z.6 4. FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. LL� =6nWVV 5. FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE. ��o= In by m 6.ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. 03300 20d GALV. NAILS DRIVEN Q HALFWAY PER CALLOUT (4) GRADE 40 #4 REBAR 15FP FOOTING, PAD, MOMENT-RESISTING, ON ROCK Z =a°i= NU2<7 ° D = e EACH WAY ------ _- --- -_ - -- ---- - Ill j I N �1 0/ r ci r- I� • CLEAN ROCK * PREP: CLEAN ROCK MATING SURFACE AND APPLY BONDING AGENT PRIORTO CONCRETE PLACEMENT. oI 1L wALL Im 1 -� / _ * FOOTING: U 5 E MIN., 30" SQUARE X 12" TALL. - F "_ TREATED BUILDING PAPER ' REBAR: S I M PSO N HANGER TYPES 2'-6" - TOP: USE 4, #4 EACH WAY, 2" FROM TOP OWNER APPROVAL - BOTTOM: USE 4, #4 EACH WAY, 3" FROM BOTTOM INITIAL: * BOND NAILS: USE MIN., 4, 20D, GALV, DRIVEN HALF WAY, ON EACH SIDE OF POST. 16 TOTAL NAILS. MARK TYPE SIMPSON HANGER PAGE: * POST BEARING: BEAR POST ON CLEAN BEDROCK. COVER END OF POST WITH TREATED BUILDING PAPER, WRAP UP SIDES 2-INCHES, MIN. * SLAB: IF SLAB 15 SHOWN ON PLANS, PROVIDE PER ARCH AND OTHER CALLOUTS HEREIN. ,� ABU - FOOTING MAY BE MONO-POURED WITH SLAB OR BELOW SLAB. MOMENT-RESISTING POST ON ROCK - SOIL BETWEEN SLAB AND TOP OF FOOTING, IF ANY, U5E STRUCTURAL FILL PER STANDARD STRUCTURAL CALLOUTS HEREIN. OF: / DETAIL FOR 95FP 5�2 POST BASES L ABA SCALE: 1 " .1O 1 ' ---- 3. ABW J. SYKORA, CFSP r SIDING MATERIAL I ki J. STERLING3BRACED RETAINING WALL - TOP OF WALL I5 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION SIDING MATERIAL l/16 05BQ BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R 21 INSULATION l/16 OSBm NAILS OR SCREWS 1/2" SHEETROCK 1/2" SHEETROCK 2" OC. STGGD 3/4" SUBFLOOR 3/4" SUBFLOOR 1/4" = 1' U.N.O. 4 A B C D E F G V W X Y Z A B C D E F G V W X Y Z OPTIONAL 4"SLAB o� _ _. -- - - NAILS IN -_ ��MI (GARAGE,PATIO) ---_ _...___ S LENGTHFLOOR JOISTS , ' ' BLOCKING LENGTH FLOOR JOISTS Iflii 09-06-11 a FOOTING FOOTING /� (JOISTS PARRALLEL ONLY) RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING r �I °- RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT- VERTICAL HORIZ. /A35 TYP.ONLY !11 HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING •" SPACING REBAR @ REBAR REBAR TRANSV. CONT. ' REQ IF A>4' / G OPTIONAL 4"SLAB HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING SPACING REBAR® REBAR REBAR TRANSV. CONT. F _ BOT.L BEND ---� _ (GARAGE,PATIO) SOT.LBEND iri --- ---- f •• F is" „ „ „ NOT „ „ SIMPSON HANGER — I 6" „ n NOT u n n 0' - 4' CENTERED CD 0 - 4' CENTERED 1 $ b 12 REQUIRED 6 @ 24 #4 @ 24 N/A (2) # 4 6 b 72 REQUIRED 6 #4 @ 24 #4 @ 24 N/A (2) # 4 z IF JOISTS PARALLEL W IF JOISTS PARALLEL Q E -INSTALL"G"BLOCKING -INSTALL"G"BLOCKING H 4' 1 "- 6' 5" 24" $" b" 56" 4$" b" #4 @ 24" #4 @ 24" #4 @ 24" (2) #4 IN(2)BAYS E i 4' 1"- 6' 5" 24" $" b" 56" 45" b" #4 24" #4 24" #4 24" 4"TIGHTLINE I a (n @@@ (2) # 4 IN(2)BAYS. W11 EXT.WALLS ONLY p (1) W -SCREWS OR NAILS IA i -SCREWS OR NAILS _ < Q 3"O.C.THRU SUBFLOOR Zp 13"MIN. I- g , I. , „ „ „ „ „ 3"O.C.THRU SUBFLOOR Z " 6" 10" " " " " b 1 - $ b 32" 10" 6" 2$ 2$ $ #4 @ 16" #4 @ 24 #4 @ 16 (3) #4 X A b 1 - $ 32" b 2$ 28 $ #4 @ 16 #4 @ 24 #4 @ 16 (3) #4 BELOW GRADE a X --- • 1 ° O 18"MIN. S O 4"TIGHTLINE U1 F- BELOW GRADE wma 8' 1" - 10' $" 42" 10" $" 1 $" 1 $" $" #5 @ 14" #4 @ 24" #5 @ 14" (4) #4 GRAWLSPAGE ® Exr.WALLS ONLY 8' 1" - 10' $" 42" 10" $" 1 $" 1$" $" #5 @ 14" #4 @ 24" #5 @ 14" (4) #4 GRAWLSPAGE p A ��, MIN LAP SPLICE=24" 1 1113 I MIN LAP SPLICE=24" n Z_ Y Z Y C I GENERAL NOTES: NOTE #1 1 B GENERAL NOTES: NOTE #1 SLAB OR FILL-SE NOTE'i B /' SLAB OR FILL-SEE NOTE#1 * X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAIALSPAGE / • • • * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPACE • • --- • al m COLUMNS C, D, E, W, o WHEN NO SLAB 15 NEEDED. DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. WHEN NO SLAB 15 NEEDED. D DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. D ® 4"PERF. -- -- — b MILL VB ® 4"PERF. IMM Liz *ASSUMED 501E BEARING PRESSURE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED b MILL VB (EXT.WALLS oNU� * __\___ ASSUMED 501E BEARING PRESSURE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED IF NO SLAB IF NO SLAB (EXT.NULLS ONLY) 3z * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF IN/25 PSF MAX SNOW. o' -4' NONE , sit V * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. o' -4' NONE Cdir y * REBAR MINIMUM GRADE 60. 5' - b' 12" TOE HEEL * REBAR MINIMUM GRADE 60. 5' -b' 12" TOE HEEL al) g * CONCRETE MINIMUM fc 2500 psi e' 18 * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF * CONCRETE MINIMUM fc 2500 psi 1' -8' 18^ * ASSUMED 501E BEARING PRESSURE: 2,000 PSF g ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. q' - 10' 24" ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR 5HEAR WALL CALLOUT. q'- 10' 24" --- --- NOT TO SCALE NOT TO SCALE Ili !, SIDING MATERIAL C2) \ ----- SIDING MATERIAL V(4) RETAINING WALL - WALL HAS FILL ON INSIDE GANT. RETAINING WALL - TOP OF WALL I5 NOT CONNECTED TO FLOOR DIAPHRAGM QNO FLOOR • l/16 05B 12" MIN. J--- 1/16 05B o WITHIN 12" II 2 X 6 WALL PONY WALL o °--------- 2 X 6 WALL N A B C D E F G V W X Y Z ra (I A B C D E F G V W X Y Z _„ co o F -- r, IL IUtr r u LENGTH 4"SLAB LENGTH F ` 6 MIN. Z a r- w m UNBALANCED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING _ o RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING r v ` ` X r- L HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING"' SPACING REBAR@ REBAR REBAR TRANSV. CONT. / - HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR REBAR REBAR TRANSV. CONT. U-1 c BOT.L BEND BOT.L BEND Q 2 fLl 0 .., N J? R-10 FOAM ' .. J - Z (@ BASEMENT PERIMETER , , „ u " SEE NOT u n " E fa 10_ < d (fll K L 0' - 4' CENTERED 1 $" 6" 6" SEE NOT b" ##4 @ 24" #4 @ 24" N/A (2) #4 ABOVE GRADE AREAS) E 0 - 4 CENTERED 1 $ 6 b b #4 @ 24 #4 @ 24 N/A (2) # 4 SHEARWALL REQUIRED SHEARWALL REQUIRED 2 24"MIN. A 1--. g IN ° ~ -di 4' 1 "_ b' 3" 24" 5" 6" SEE NOT boo #4 @ 1 a" #4 @ 24" #4 @ lb" (3) # 4 ' El 2 4' 1"- b' 5 24" $" b" SEE NOT b" #4 @ 1 a" #4 @ 24" #4 @ WI (3) #4 ® 4"TIGHTLINE o SHEARWALL REQUIRED ,l ElSHEARWALL REQUIRED �_ W LU d b' 1 " - $' 6" 36" 10" 6" SEE NOT 5" #5 @ 11" #4 @ 24" #5 @ 11" (4) # 4 b' 1" - $' 36" 10" 6" SEE Nor 5" #5 @ 11" #4 @ 24" #5 @ 11" (4) #4 A _1 z W SHEARWALL REQUIRED �I —! 5HEARWALL REQUIRED X p 0 X a /� _ ___ _ • 18"MIN. w I BELOW GRADE w Z 0 n 10' p,u u 10" n NOT a " " CrI� w n i n n u n NOT n " " " m u-- 8 1 - S 4$ $ SEE $ #5 @ 9 ` #4 @ 24 #5 @ a (4) # 5 r'GLR. 1f 8 1 - 10 $ 4$ 1 0 $ SHEAERWALL REQUIRED $ #5 @ 9 #4 @ 24 #5 @ 9 (4) # 5 �� z"GL Z in t ' SHEARWALL REQUIRED - ,- MIN LAP SPLICE=24" CRAWLS PAGE Z i+� SCREENED 2"PVC WEEP HOLES 6'O.G. MIN LAP SPLICE=24" 1— Di z Z Y- Z Y ®4"TIGHTLINE 18"MIN. .. nn Z 24"MIN. FOR GENERAL NOTES: NOTE #1 .. \ B LU V n <- GENERAL NOTES: B 10'WALL / SLAB OR FILL-SEE NOTE#1 t J CV * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. •® sl * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE • • v * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. D DRAIN ROCK * WHEN NO SLAB I5 NEEDED. DRAIN ROCK L_- COLUMNS F, G, ARE MAXIMUMS. MAY LE55. D ® 4"PERF. I— < tr I 4"PERF. - -- *ASSUMED SOIL BEARING PRESSURE: 2,000 PSF \ ® * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED IF NO SLAB V5 V U.1 * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. j' Vift * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. o' -4' NONE '� C v L1J Q * REBAR MINIMUM GRADE 60. TOE C HEEL * REBAR MINIMUM GRADE 60. 5 b 12" TOE HEEL 0 O ci * CONCRETE MINIMUM fc 2500psi Y' 8' ta' * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F lL * CONCRETE MINIMUM fri c 2500 psi * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF a_ ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. ** q' - 10' 24" v NOT TO SCALE ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. NOT TO SCALE I.'„I o ri . � Z CCI 1 1/2" GYPCRETE FORtr RADIANT FLOOR HEATING \ / m . / 3/4" 05B Ilk - di woos 11 7/$" BGl JOISTS 12" 50N0 TUBE 6 X 6 P.T. POST 7 2 X L — ' °"(g ABUbb POST BASE N � �g R-30 INSULATION p 1 INSULATION GARAGE DOOR 3w0=i �Li<w° HERE NEEDED) BUCK OUT FOR GARAGE DOOR - M w ='a�w CONTINUOUS BLOCKING ` 4" CONC. SLAB OVER 6 MIL C7A 2�i j el (4) GRADE 40 #4 REBAR 1/2" X 10" A.B. 48" 1/2" SHEETROCK VAPOR BARRIER ON "��id.�.gy cj► M 4:5 2 X 6 STUDS 1 b" O.G. WITH VERT. HOOKS O.G. W/ 3" X 3" / GRANULAR FILL �� ,��,� ; , l.�C O' Z =g= DOUBLE TOP PLATE. sill 0 =13 BEARING PLATE e Mil 7 ra �— �w�m< 1/2" X 6" A.B. 4$ O.G. PS/ NI in [n (4) GRADE 40 #4 REBAR 2 X TREATED PLATE T �°_ EACH WAY __'� ile A' = W 3" X 3" BEARING PLATE Z 1'-0" Lill _ , o i i t3%nip =wag TREATED 5OLE PLATE /� �� - Mil a� � �- � • • / 9!Gl"� iHr b" X 16" GONG. FOOTING YV/ (2) linil 1 j y // �f (2) #4 REBAR CONT. (a) GRADE 40Ls GRADE 40 # 4 HORZ. REBAR \ #4 REBAR II- -..-- MAY VARY-PER PLAN lb" ---------1 ���_ b MILL VAPOR BARRIOR UNDISTURBED 501E 6-6tee{ E6D'S ,44. Cans, � � a" OWNER APPROVAL j �"Fr�s a � L�' . INITIAL: j \ PAGE: S STRIP FOOTING & PONY WALL POST FOOTING /b THICKENED FOOTING (5) TYPICAL FOUNDATION WALL @ GARAGE DOOR 0 J SCALE: 1 " = 1 ' SCALE: 1 " = 1 ' SCALE: 1 " = 1 ' SCALE: 1 " = 1 ' OF: J. SYKORA, GPSD r _ _ __ 117-0.• el _ - __N el - - 38'-0" -_. S 0 - _-. - 4B._0•. - - --- --18'-0" --- J. STERLING to - __ - �14'2"--... 5'-T- 5 3 ._ - 4 "1 .. 15'0' -. - _ -. - 3-10" - - - a r �/ � IiT 6x6 POSTS TO FOOTING�>•/yy 6x6 POSTS ;I ii I'I 1/4" 1' U.N.O. is I 1 r -� 1 I a _" - - .....- TO FOOTING. 51 Q _ if - 0 ®-� -- --" ' jr._;______ .- _•... to LL I a v I n w 62 II w a F Fe“-- .o�- ��f /� 09 11 �� Z 1 px m om '^ a� in G A; a� �i �n G _ F E. 3 J.--� il I -I •-5HCY) F.Z1 ZJ ..__RIM JOIST T �. m y IYO(( O �OI� /Ts ku CITY OF ANACORTEIsm z _- ) �__y_-5'-"I 1/2'- ' F._.. . 5-3 -_____� p•_T, -1 D t p p ( , I r v 1 a - - Ia)m s m I o 12 FD FLOOR DIAPHRAGM " ° o II II ? A) e f*SHEATHING: WITH SHEATHING: WITH JOISTS AT 24" OR 19.2"OC, USE MIN., 24 OC RATED, APA STURD-I-FLOOR EITHER 3/4" SPECIES GROUP 1, m ° w w W m 1 I in i qp m q m Kp OR l/b" SPECIES GROUP 4. MAY BE O5B OR PLYWOOD. a O d o w m w _- m o w °{ *SHEATHING: WITH JOISTS AT 16" OG, USE MIN., 16 OG RATED, APA 5TURD-I-FLOOR, MIN., 19/32"THICK. MAY BE OSB OR o x d ° d x o g A oo e m a o o PLYWOOD. II " *SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) o ' " mil X_ x ,_ I L 3'-0" 15.-0" * NAILING: GLUE, p xl\S - ORIENT AND CONNECT WTS CONTINUOUS OTHER TWO OR OD RING 5HAORE SPANS, WITH THE NK NAILS OR#9 SCREWS, 6G IMENSION EDGES 12GFIELD.ROSS SUPPORTS. m o - x� :5N x m I 1a-0^ r-o^ IIvu 1 ` BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS(BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. ® I m r - -1 k_ ' ® r3 72(ge 1 Pb w FLOOR BEAM I "' I 31IT X U 1I�LVL L Bove M I L - DECK FA5GIA54"COMP EXT MAT INST W SPACERS - -_ �� n ---._-___-. -� .J T bX 6 POSTS TO FOOTING= - C 4 r I 1 -� ABOVE BEARING I 1 1 I 5 114"X 11 7/B LVL FLOOR BEAM L- J I v 24X24 EXT SIDING MA ERIAL. ,1 L- _ TO P05T ®. I (BEARING FOR 1,500 LB GRANITE WALL ABOVE) 1 BUILT-OUT PILLAR ry I w _ V -- -- -.J - - -LI a I -- - , y' '_ 6z6 POSTS TO FOOTING- -- I , (115 m -z I to i o o .. . o w_uv 11 I Q W x 41 < m : io : urexa.nwcrn.• �-i _ Y .. IP. I - - S B _ m l� I ; p _ N O a LL W _______ 0 0 I I J m In r I-IL7 I 01) cDi L J L- ii IN a a A W F W -:- • W -_- - iZni LL L I + e I Eyv4 et E _.__-14'0" -_- -___._- -- _24,_0,� ___. B'-O" I. 0 w _O - - - m f 6 X b POSTS TO FOOTING " K et 10.1 �f b O 11 m I I U1• • W/24 X 24 EXT SIDING MAERIAL __-_..-__- °' O m m O m O - m BUILT- V C m_O o Ul0 - N °� O o ---_-. I I ___._ OUi PILLAR_ u i';, ___ _- ._ --__ __. . 55'0'• _--- __.- ,i-" +.�-a ___ -_- -_.. N OC I I _. _ _ _.. a I a I 1 _ W ` m a w _. Pi x m OaL P. Oa a °� ri -Ct I a Er--= q 2 1 I O z in CV X mO m mO I N w CS r111 -1 0o f -i 0o r- i I Fea L _ J �a f v �o �tv- I v o- w 1 . § ° � � SIMPSON HANGER TYPES m� II _ m� L_ I I 0.0. Iso - cic1Lt -4- ' I I r. ' _. o ._.._---- r -- - I I -:---I I . o A I_- I <y b m Ce Q x lib en 16'-0" 3'-0" _ IT 10 9 VT 9'3" _ :.m 3'-T 1/2"__ I -- _ 3'0" - -_ -11'-0" -- -~a... 1'-0" 1 0 Y a) 0 11.1 N MARK TYPE SIMPSON HANGER MODELS ='� " _I_ -m 9,/2"X,,,IB"LVLFLOORBEAM o oc$ I I ix I n I - Q ' ' al 1 (• p� (BEARING IWILL ABOVE) ,p t _ en t a dayf ', .1 _ - - - BEARING TO BEARING ABOVEIxBEARING ABOVE I ,,, C. �1 �♦ ib1- _ POST(2-2x)_ II POST(3-2JT -J a �I __. 1_-eOST(3-2z)TO _ _ L_1 AC / AGE r� .�,o l� ® r - s� 28"X28'Xe"FOOTING • ' /'� I - - I I 24"X 2A"X B'FOOTING I 1y 24 E POSTS TO FOOTING •' C I in -'NU 24X24 EXT SIDING MATERIAL LGE ii �Pb` QI bfL L - - - - J r V_� ' I I _ - BUILT-OUT PILLAR 0 POST GAP 2. "•� ' - I rt Ire �_ eh v m UA a ° ° o I I � - m ��< I I w 0 Z. O / 1 . ITS 4. MIU ` itecztreg.' *2 ze�t3 m E mI �_ Zo `� I- 1 � = o I v € ?.. J., Z �m O W - -. - - - Z SH5 I-JOIST HANGERS 2. MIT / HIT •` w �'`_ Z w _ a R m o �� A om I I m m LLKa� m � � o 0 z a74 m m m -.O�c a o CEJ a rc - �Q 'O d tu I� a. e..LLoch x I N - vI • / 3IUS / MIU ollrc � rI �J - � � Wp �� I.-o x x loug 4a w � � 5H6 2. Hu5 �s FED �rl¢.t.r�z L I43 I ® r r'� r 5H6 v ILI t nirni ry / \ 1 . LU5 t �7-[;•�- ... zo rLL __ -._ z 0 _-_- �- ' `r-9" '�`-2-▪ O•'-' ` FAGS-MOUNT _ / JOIST HANGERS G �T><<tiF �, , LY • - TING < I I I. I I I 2 EXT STING HAT RIAL 3. M US _J I ( s -4. W 24 X 24 EXT SIDING MATERIA v - `.przy BUILT-OUT PILLAR X . s,LOAUGawwOi - r ' O I I SEW,10APGQIMFLiIOx I® 1 3/4"X 11 7/5 ILVL FLOOR BEAM L - I -'- ' - ---- - - - - -- -- _ . O O Q I al 30 LB FELT OR SUITABLE BARRIER J o o Q DECK FASCIA 5/4 COMP EXT MAT INST.V4 SPACERS TO BE USED BETWEEN HANGER AND Floor Joist Blocking per IRC 502.7 �` r - - 'O - B _--- ----- - e, aO __-- m il - - I -I- --- 11'-0' - 11-0" tan ce. ACQ-D&CA-B TREATED SILL I e I I IY (Seismic Design Categories D7 &D2) 10%2' I T'-101/2' ,-1 1/2" 111 15'-0" 1 9'-10" 12'-0" SILL SEAL BC!Joist � I - Blocking Sic \ III 1 3/4"X 11 1/6 LVL FLOOR BEAM 1 1 I I 1 3/4"X 11 110"LVL FLOOR BEAM y I.r (lQ�h� ��� ��� Iq In I� BEARING ABOVE �A- J� - ?- POST(3-2x)TO- SH1 Z 17 ' POST - - -- -- \ t V tom+ D m _ \ p1 aA N �a udi C5� wI p n ifL pm v LY m LL ad zr I( 11< \ I a � I1o� �a R • I Igo Z x� xw Xa I woro Simpson Strong-Tie , Intermediate sHs d a m - a m_. _r__. _ _._.. m S a dm °k 8 IT517.68 Bearing I x I- II- 7 x I olio XI BEND TAB AND g - a I _ '� FASTEN WITH t00z1 Id - _ ___- -_- I _ - w�"�Fw (WALL OR BEAM) Nailing per local I I -� I I (� z F o 1/2"NAILS WHEN . . I -. - _.. . 1 ___ ow code provisions !L. �� WED STIFFENERS % __ - I __ _ _ - _ ARE NOT USED - - -0- _ 1] o o O - __ - -._-. - wryo ILD iTLI - L . "" I I + L I -q.?- I� !x i z a D _ �wNyy A TOP PLATE HANGER Q CONTINUOUS BLOCKING L 10'-2" - T-10" - T-2" W-ICY• 7' I- cf-10" Z _ ° NOT TO SCALE / NOT TO SCALE 161-0" -- 131-0" - - - - -- 19'-0 12'-0" 3a�= -- 62'-0" Y R W O R 1 KK4 r0 NOz�f Face Mount FRAMING NOTES Ix u- E � Zgs!!. Joist hanger =a� wo�ww HARDI-PLANK5IDING 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. 0 000� Ng000 \ / TTVEK HOUSE WRAP 2.COORDINATE W!MEGH.&ELEG.FOR LOCATIONS 8 SIZES OF FOUNDATION/SLAB/ 0 m Lc2i a o I�j���j�� J015T5 BLOCKOUTS. °z°o � )/ 7/16 058 SHEATHING / e-/ Zw No. ADDED 2X BLOCKING FOR DEPTH FLASHING 3. FLOOR Ely6 OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR SCHEMATIC °z o3 i 24 X24 CONCRETE wago 0L PAVER DECKING DESIGN .MANUFACTURER SHALLPROVIDEANDSUBMIT ENGINEERED DESIGN TO�,n PLAN AREAS >►t_�'% �� THE BU DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATIONAND SIMPSON ZMAX LU5210 Ez T}}�� /�'') . �� ® .-,:�I�I�1!- __ - �.� GENERAL N O 1 j�V INSTALLATION. I • 1111I� DTT2Z MAIN FLOOR 3,044 SQ.FT. Ol^1NERAPPROVAL 141 4.ALL TRUSS TO TRU55&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. klAk 2X 12 PT.JOIST 16.O.c. 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. / INITIAL: 0 StSOLID 2X BLOCKING AT TOTAL LIVING AREA: 3,044 5Q.FT. 5.FLOOR SHEATHING TO BE 3/4"GDX OR OSB STURDI-FLOOR T&G,GLUE AND NAIL W/RING LAERAL LOAD CONNECTION ��• FASTEN PT X 4 U WITH (SCR OF lie o.c4 Ur sys - 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. SHANK 8d's b"EDGES&12"IN THEFIELD.FADE GRAIN PERPENDICULAR TO SUPPORTS.ROOF PAGE: / Versa-Lam�Or BOISe GLULAM Beam: Nail Boise Rimboard ®' Il 2 X 10 TREATED DECK LEDGER UTILITY 63 SQ.FT. SHEATHING TO BE'1/16"05B OR EQUAL. Beam width shall exceed to BGI joist with bd nail into each flange. /� 3.VERIFY HEADER HEIGHTS WITH SUPER. b.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND 2x specified hanger nail length GARAGE 1 ,013 SO.FT. BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. // - 4.ALL EXTERIOR WALLS ARE 2 x b- 16"O.G.STUDS, UNLESS NOTED OTHERWISE. JOIST TO BEAM \ RIMBOARD DECK/HOUSE CONNECTION ENTRY PORCH (COVERED 12450 FT) 234 SQ.FT. T.PROVIDEEIS ABLOADB ARING ALJAI5T5 AT INTERIOR BEARING LOCATIONS WHERE (UNCOVERED 110 50 FT) THERE IS LOAD BEARING WALL ABOVE. OF: 5.ALL INTERIOR WALLS ARE 2 x 4-1b"O.G.STUDS, UNLESS NOTED OTHERWISE. \ NOT TO SCALE \ �� NOT TO SCALE \ SCALE: 3/4" = 1' OPEN DECK 306 SQ.FT. b.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. \ b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR 9.INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS AS COVERED DECK 111 SO.FT. LOCATIONS. WELL AS FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. TYPICAL HEADER FRAMING HEADER LE55 THAN 5' • J. SYKORA, GPBD n 11a'-0 d IL IL ---- 48''O' - 18'd' E -- 13'-10' -- --- 24-2" 14'-0" 5'-4" 11'-2 1/2" 1l'-5 11a" - 3'-0" 15'-0" J. STERLING ;- _.oeRLEss THAN 5, 15'-3,. -_ I 3'-6"_ 10'-6" - -. --2'-11" I 3'-b" -11_4" I 3,_6" 2•-cry 0 9" 3,_b. - 3-6• I 1T-0° 1 2-0. 1-' 0'-8" _ U) muxS STUD MOH W0136010 PIG. W0236010 PIG 1"10336010 PLC. 110436010 PIG.• - ;•5 W0536010 PIG_ _ W0636010 PIG. W072040 CASE. -___ - -_._- _._,. O TOP BOT TD'HM1ATOE — --- O y i- ® r- CABINET -F, ` 1/4" = 1' U.N.O. a (1)TRIMMER �� - Oilak 4Xb 108" n 4X6 @ 108" ,�o O srye 4X6 108" 2 416 108" `e @ 108" 5-0 4X6 @ 108" I -- 4X6 @ 46" c I _ _-_-- I" BEARING TO POST m OILET0; {(:�� ill in 335Q PT o m m 1 1 o Noi _ 1+.. �� � ` O 09-06-17 �I MIN.(2-2x) _ _ WALK IN CLOSET 5 a m o o II I • -- ---� 193 50 FT '^ "70'CEILING in 11 °'ry ii1 ` ? IL ld CEILING 19 ?- :re,,,,:v, d �c �- �•.• I�HEADER MORE THAN 5' - ' HWH STyo r' 10 3'-0" 1 -r-o"-. 3 B, m �{B BUILT IN I•-P-10"- -ENTRY _ 5 m O1""� - I I a IRONING 80 D !L 2880 CORDLESS 1 A/s Z u- I I n.V a)' rn ir_ in ISLAND DRESSER g,gxy v "' lb' / GARAGE GARAGE , UTILITY 2 _ CY) MASTER BATH MASTER BDRM m ' ' , l3 k Z "EA MORE TNNNY - 0 0 351 50 FT 654 50 FT r 63 50 FT 1 213 50 FT 8T 5Q FT GLB i m #f (� cm° I 10'CEILING 10'CEILING 1d FILING m 10'CEILING I ,0'CEILING w o ' t � /b m I 9/ //7 (T)YJH65NW TRaMTaPPwerO v axa in in fii c d Qall) BOTTOM PLATE . 14 14 rm+� I ry a `'~ � Q 011aP4MER I 1 1 I l J 1 .-O • .-:.�,�+-^.'� =-=�- - O m m f - -'I �2868 • --.__ I �.� in s 1 —� A �T (417 V o $ti � �OfL WS1444IIMQ o o 2 O ry c V o I ."'MC) t :- et m rvH $ tn O N I _ 6 L tl WINDOW W/6"POST - 1 ry 2 CLOSET 25 50 FT e 1 "� MwRE3�T.�� DR :r' _© HDR ABOVE -m Q ? T BEARING TO o BOOKCASE 4X8 BOOKCASE ctur t K E• TGM'S �' 1d�� • o 1. r , (- -1 m -ry iv 4X8 @96" POST(3-2d I'+ 3'-5" 9'-6" '-0" 3-p^ 15'-0" zi l i4 r + BOOKCASE BOOICGASE ■I , m16 m30SO •- - - —#- - - - - '- 3; ..mac:.:, r aJO GEILING TRANSITION BEARING WALL BOOKCASE 8 FIREPLACE DIMS.AND BUILDOUT t8.0. IQ .(o I MULTI POINT LOCKING SYSTEM-'� 51/2 X 12'LEILING BEAM t•? GRANITE FIREPLACE DESIGN T.B.D.(POTENTIAL 1,500 LBS.) 5�J2 ( 12 m ry Caldi HALt,2„/8"-WRAPPEDiv -- `g•° m Or LAUNDRYn o C�J DUROCK FOAM BACKER/ Vhi 4X8 / m °JBOARD FOR GRANITE FIREPLACE1395Wzm 112 5Q FT �� 69 5Q FT - 7'-5 to°— (1)11tlMMER �, ° I10'LEILINGaX814'LEILING1Y 0" •RCZ 'LIN �� 11111111 j. @ &.- I 9'-51/2" --i 5 1/2" I 4-21/2" 20'-512" I- it�:. ' C 10 4r'Rii 6 Ma Ili 7 ".,.,. -.. VARIABLE5r-APD� 4X6 4X6 43-7 6 o -rile0 item B RING TO POST ® �Ty o o I e3 -- SV ;O 15 1" - - MI I.(2-2R) Xi @q(j" Xl @c�j" Oe �^ _ o I �� ' ry 1.SXS.S LVLP05T-11P TEMr B¢' v in - - — o o rvo 6 L- m POWDER MIN.(2) O !' U44 `e " 9080 _ 9080 _ - I'") • �+ _ WINDOW Wl3"POST '• --- r 4X6 '" - r m o- - ® �o� X1 ® - - ® 1 �� • 9'CEILING 0 0 ,°g , W �� �@ 96" 1 6' I d 2'a' a-p" F-2'a ®@ 06" I a a J I■ ■I •C (:'. - 1080 • o- I _ _.ry I y 4X6 4X6 r a - - LL r m 12 DINING GREAT ROOM K OPEN DECK o ., .1.-, 1 220 5Q FT 382 50 FT ? ' m 304 50 FT et o O 2-b" {_ 9'-0" 1 2'-b"-- '+t, ! W451616 AW�1 FARING TO HDR -_.. . . ■ 5 N144i, -'� _ 14'CEILING 14'CEILING 1.5X5.5LVL POST-l1F Z o r V Y4c 6 1616 PI 2�2"_ , , Tp MIN.(2) - _ • NSKeA sloe 14147 24'-0" 8'-0'- r-1 I 1 4.9" o I_� - 6•_3,• 4'-21/2' In - O M INNA STUDS 55•-0" ENTRY PATIO _ a � (l p moo v PROM TOP PLATE TO - BOROMPIATE 234 SO FT m _ axb ` CV 3 I���I - (COVERED 124 5Q FT) r' `'' s 21 4X6 4X6 m o $ 0) (UNCOVERED 110 SQ FT) o ®q I I - oi TEmp. r- T OO ENTRY c°�'61 1.5X5.5LVLPOSMIN.(2) 1 - Z O - e :143 18 m • 96 50 FT SNORED 1 o Ion .o v ►L W r- c. ry JIi6 14'LEILING (dj (aj m)- o Z Q CIO li-1ti AA WINDOW SCHEDULE x1° o V Q X V r` to NUMBER an- FLOOR SIZE WIDTH HEIGHT DESCRIPTION UPPER Yell N DOI'4S f' b'-0" - .F a L LSTHPB BEARING TO POST eel it 2 3'-0 12'-0" w 0 O �? 47 WOl 36010 42" 10" PIG. N. , 7 MIN.(3-2x) 1 e ei NOTE:VERIFY ALL HEADER m 3'-5112'• ea W NO2 36010 42 ' 10" PIG. HEIGHTS WITH SUPERVISOR n - 3•-11" 6 /2" 4'-3 1/2^ 8'-51/2" 15'-4" 1 j 77" P OCKET BEAM J Z V Z 24 X 46 CULTURED STONE LTaMpJ -3 - m W03 36010 42" 10" PIG. ABOVE ENTRY BUILT-OUT PILLAR � n BEARING WALL GEILING TRANSITION NET BAR 51/2"X 101/2"GLB-SOT. @1211/5"-WRAPPED CEILING TRANSITION - o Q "`` w W04 360,0 42" 10" PIG. ENERGY CREDIT 1a , ( \ "� =�08e=-= - -. __ _ / ____ __._ __ _ _. _ Ea o_ M K W05 36010 42" 10" PIG. EFFICIENT BUILDING ENVELOPE �_ q'- } - - - ` y� -- -" - L I - - _ 1N06 36010 42" 10" PIG. _ T o -2- 2 --- b `PO5TNMINO -.- - O TO BEARING TO 1 5 1/2 X 1 LB-TOP @ 121 t l8 -WINDOWS:U-0.28 l i _ — � --1osE. ® PIO _ W01 2040 24" 48" CASE. \ 4X8 96 ry 1 - 5T(4-2x) � 2 G W08 3012 36" 14" PIG. -FLOOR:=R-38 INSULATION w. o I :o 1 I �o PI A 2 CLOSET T ry _ (z-2X) _'+ �� , 5'-9" 2'-8112" ! ry - - -EXPOSED W09 3012 36" 14" PIG. -SLAB ON GRADE-R-10 ENTIRE SLAB 1+ _ _ = I d 1 e.,,..T o I 5'-5112" v f f 1 -t - - J V i ' `-5080= r- I.,. ..- ervo 0 Y410 3012 36" 14" PIG. - 1 W11 3012 36" 14" PIG. 1.ENERGY CREDIT 2a 0'-r'� 3'-8" I 1-8"- 3 ( - - o r Oi p � tn 1,112 3050 36" 60" CASE. AIR LEAKAGE CONTROL&EFFICIENT VENTILATION --Z -<di,.. --- - I a I ._ --,1 a - w ^��a. U.1 w13 3050 36" 60" CASE. -AIR LEAKAGE:5.0 AIR CHANGES PER HOUR + v I r1 b I ' V W 14 3050 36" 60" CASE. ,aoF v - O I ^" 1ilg.1° I -Fs, O rx -WHOLE HOUSE FAN PER SECTION M1507.3 - :o m __ _ _ I 1I '#- `oW15 3050 36" 60 ' LASE. o o - Wtb 4036 48 ' 42" PIG. ENERGY CREDIT 3a ° N I m rv3q « 3 p_g 1I z q• < I �t� v cv 1! LL" 0 wn ao36 48" 42" PIG. 4X6 P 4 m_S © OFFICE b'-s1/2mV KITCHEN ; I h. 0 COVERED DECK v Z W78 4038 48" 42" PIG. HIGH EFFICIENCY HYAGEQUIPMENT v _ d. � 6 DW _ W IS - I PANTRY ;a'..4.3. -11/I �Z - min ® "'W19 4036 48" 42" PIG. -GAS FIRED,PROPANE,OR OIL FIRED BOILER o - _ 1555QFT I 1a 5a Fr 338 5Q FT �I 4xb �. 168 5QFT 12 a ^ 2I W20 4080 48" 96" BOT.AWN.TEMP WITH MINIMUM AFUE OR 94%. 101m ® 10'LEILINGfm _ 15 SEEING _ - i'-B 1!r' i-iW21 4080 48" 96" BOT AWN.TEMP -m r �� - - - 8 2• - - - ry `�r 10'GEILING OR I r �k� N122 4080 48" 96" BOT.AWN.TEMP ENERGY CREDIT 5c Z. `'' ix 4X6 foil- I :o Z f ,^■ w23 4080 48" 96" BOT.AWN.TEMP Zz ° ")-i N o T `o 6 m V ' } w24 3646 42" 54" PIG. TCT E EFFICIENT WATER HEATING d v - 0 0 _W W25 3646 42" 54" PIG. -GAS FIRED,PROPANE,WITH MINIMUM EF OF 91%. o I o m °' f II v u - X --I w a° ® ry pyM. ADD GfK a I' ® " X ' ` CA CA W2b 3012 36" 14" PIG. HEADER SCHEDULE / - `N 4X6 'N $ I I O 4'-1" 3'-0• J 3'-0" I 3'-0" 3'-0" I 3'-0"—+4'-31/2"' I 4X6 I m m �+ I V Di i/ co W27 3012 36" 14" PIG. ' - - - — - - -ry 4X6 1r - - W28 3012 36" 14" PIG 'Q °- of I m ' - - - 1n '� Y429 3050 36" 60" CASE. MARK SIZE/T'PE FRAMING HARK IJ ZQ 1 - -- __-- -- - _-_ _ - - -_.-. C� W'A 3050 36" 60" ,CASE. TRIMMER:USE MIN.,(1)2X,OR CONCEALED FLANGE HANGER EACH END. '�.ijL}{ In I. 2,-0"I `� DESK /L 5 1/2"X 12"GLB-TOP @ 121 1/8" - -(2)2Xb HF#2 'A'`'LLT.,MAY USE KI FOR 4X OROM FOR 6XY 5. '20H b _ BEARING TO POST ^.� ( y • O ,R,\1 w31 3050 36" 60" CASE. q DR KING STUD:FULL HEIGHTFROM BOTTOM RATE TO TOP PLATE CI -=r-_ MIN.(2-Dd l ( EXPOS- ED ry `LY1/ w32 2012 24" 14" PIG. O -4 Xb HF 1l2 -PL.TO FL.HTS LESS THAN I2.OPENING59 WIDE AND LE55.USE MIN.,(1)2%EACH EN ZI -- I.. - m •DPL TO FL HTS LESS THAN II.OPENINGS WIDER THAN 9,USE MN.,(2)2X EACH END. TDO— Ilif ryI ® VW33 2050 24" 60" CASE. -PL TO FL HTS GREATER THAN 1Z USE MIN,(2)2X EACH ENO b'-2 1/r' „ 23'-1O• m - Q TRIMMER USE MIN..(1)2X,OR CONCFHPD FLANGE HANGER EACH END. 4 •D ® O 6 24•JF• 'LLKET BEAM_ W34 36010 42" 10" PIG. -(2)2XB HF#2 .AALT.,MAY USE FC4 FOR 4X OR FC6 FOR 6X FWl5. 21 H� O A 12 ft - ^W35 1020 84" 24" PIG. qxg KIN65TUD:FULLHEIGHT FROM BOTTOM RATE TO TOP PLATE. QO - O HALL - llO 1C� t l 12'-0" - OOU ■-PL.TO FL.HT5 LF-55 THAN 17,OPENINGS 9 HIDE AND LESS,USE MIN.,(1)2X EiACH END X6 O° 1 O - -t P' WO O 1 _ in—1020 84" 24" PIG- -4XBHF*2 .PL.TO FL.HTS LESS THAN II.OPENINGS HIDER THAN 9,USE MIN.,(2)2X EACH END. V C -1 5MO FOE. m 25Q FTm ° ore DET p Vm -PL.TO PL.HTS GREATER THAN II,USE MIN.,(2)2X EACH END. m BEARING TO POST (I Q E. Q I� W37 2650 3O" 6O" LASE. TRIMMER USE MIK,(1)2X OR CONCEALED FLANGE HANGER EACH ENO. 0 o pp, 10'GEILING ® J U- CY MIN.(2-Zx) �/ I I P. -• W38 6320 15" 24" PIG. -(2)2x1oHP#2 22H S `" m I-1'-10"- I-r-O"--{ om § KING STUD:FULL HEIGHT FROM BOTTOM RATE TO TOP PLATE. VN39 6320 15" 24" 5L. x1 OR FL.TO FL HTS LESS THAN 17,OPENINGS 9 HIDE AND LESS.USE MIN.,(1)2X EACH END. — I". m 0 x1 a - 2860 ) 2680 - ell l .o '" m o W40 2650 30" 60" CASE. -4X10HF#2 FL TOPLHTS LESS THAN17.OPENINGS WIDER THAN D.USE MR,(2)2X EACH ENO. t5�. i r � -PL.TO PL.HTS GREATER THAN 17.USE MIN Q)2X EACH END. _ I- ' I I C W41 2650 30" 60" PIG. TRIMMER USE MIN,(1)2X,OR CONCFH FO FLANGE HANGER EACH END. Z 0 -T • . Z- ° Wag 2650 30" 60" CASE. 9 -4X10HF#2 23H Tr THEATER ROOM. ((�� 9 BATH �;( - GUEST BEDROO., _ /N�� OR KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE - Q 6 I I GO 0 m _ 4450 FT 'a - Q A W43 1010 12" 54" PIC.TEMP. -FL TO FLHTS LESS THAN 1Z,OPENINGS 5 HIDE AND LESS.USE MIN..(1)2X EACH ENV. ' .° 21ll 5Q FT In 64 5Q FT 280 5Q FT _ t) , cr Wa4 6320 75" 24" PIG. 1 -6X10HF#2 -FL TOPLHTS LESS THAN 17,OPENINGS HIDER THAN 9,USE MIN.,(2)2X EACH END. O O Q m- 10'CEILING 10'GEILING 0 ( 2 10'CEILING Id CEILING `vo0 ,yam -PI-TO AL HTS GREATER THAN 12',USE MIN.,(2)2X EACH END. O 4X6 '$ 1•- 1/2" V-91/2'' 1 ( O m : en W45 1616 18" 18" AWN. HDR LENGTH:THIS HEADER TO FROM EXTERIOR WALL EXTERIOR HALL, O- ❑ L ( 5'-9 1/2" m m O m Y446 1616 18" 18" PIG. SHEARWALL f o ) 4X6 0 W47 4020 48 ' 24" PIG. ® BE-A ONE END SEAR OH ESN-SEETHAT U.LIOUT FOR CONNECTION.EXTEND OVER �� . ... . LINEN O - 10 it I AT"� y-1 t T-1" -L APPROXIMATELY I6'. 25 H+ N I w48 6320 15" 24" PIG. 3. -6X1OHF#2 SSri To BEAMPOCKETIN WALLCOIOLER ) I o _ I I 11 I - V a wag 6320 15" 24" PIG. OR -AT OTHER END BEAR ON MIN.,3 STUDS IN 3'MN.,BEAM POCKET IN WALLINTERSEG 1 tE I -FL. HIS GREATER THAN 17,USE MIN.. EACH END. d L J LL V _ �8U W50 2 4016 48" 18" AWN. -5.5x9GLB _ ,n f ( -.- ® rvoo o° WINDOW MULLIONS: O Z U W51 2 4016 48" 18" AWN. -LASE 2,2X5 MULLION BETWEEN HIND0P45,SPANNING FROM BOTTOM RATE TO BCTTOA '" m - Il e'r CH o I O In - z- i OF HEADER. �O .G X1 o m Hs'O 0'-9" O mom $m o W52 2 4016 48" 18" AWN. -CONNECT TO HEADER WITH 2,A34 OR SIMILAR.INTERMEDIATE HEADERS BF ANT)TOI m I Q nm r ®108" I 2 4�((j wR � BEAR ON MULLIONS WITH HUC OR SIM{AR 1 A� • 7 _ 3" 5 2 < ¢ W53 2 4016 48" 18" AWN. S I ~ w3436010 PIG. }- 4X6 C� or' o ° �Sh Z U� GENERAL NOTES 1 X, 108" X, ,OB" + 2 0 _ m ems- _ _ J_ I A'•. 1 6...._ I ALL DIMENSIONS ARE TO PAGE OF STUD UNLESS NOTED OTHERWISE. IT - W36T020 PIG. -> - w357020 P�D. W32ao72 PIG. N �Sw"� o w372650 GA 2050 GA5E. 7'� g:Ywz°- ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. p-T" - T-0" 0'_3. T-0" 3'-2 T-8" 5'-4" 16'-3• 2-9" O E'o FLOOR PLAN NO E562 _ 36� VERIFY HEADER HEIGHTS WITH SUPER. 18'-0" 73'-0" - 19'-0• -- - - ---12'-0" - - - 5 o ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G.STUDS,UNLESS NOTED OTHERWISE. - 5 a ° SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT&COLD SHUTOFF °o z U IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL • 441 z 3I ii ALL INTERIOR WALLS ARE 2 x 4-16"0.G.STUDS, UNLESS NOTED OTHERWISE. 1 GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH OF $°3 0 0 REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER BUILDING WIRING AND SHALL BE EQUIPPED WITH ABATTERY BACKUP. SMOKE EACH 90-DEGREE BEND. AMINIMUM 4-INCH DIAMETER EXHAUST DUCT OF •40° I DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. m h i?g DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR °�a>L MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE o°o i1 LOCATIONS. ' g-z= 2 SHELF AND HANGING ROD. PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 w o ` G.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW a°U 10 YVINDOYV FLASHING' INSTALLATION 8861LL I N / NOTES - AN OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER,KITCHEN, o$o i o V - --- -�. AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK r z°r • PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE E a o 3 CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX STEP # 1 /. STEP # 2 STEP # 3 1 BUILT IN SHELVES. CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAY BE USED IN CONNECTION WITH G� z 0° • REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. DOMESTIC DRYER EXHAUST. PLAN AREAS COORDINATE w/MECH.&ELEC.FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS 22"x 30"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. tI • BLOCKOUTS. 4 CABINET-OWNER/CONTRACTOR TO VERIFY. 11 FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2"PLYWOOD. "2- 1-ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR _---- SEALED TIGHT FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR SCHEMATIC DESIGN 1 � MAIN FLOOR 3,044 SO.FT. OWNER APPROVAL ONLY.MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 GUARDRAIL36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. / rj --- BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATION AND INSTALLATION. 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24° 1 2 INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A4°DIAMETER SPHERE TO PASS 1 v 3044 5Q.FT. HIGH. SILL HEIGHT MAXIMUM 44°OFF FLOOR. THROUGH PER I.R.G.SECTION 312.2. - i TOTAL LIVING AREA: INITIAL: ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUE �r PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR • STEP A- - - PAGE: FLOOR SHEATHING TO BE 3/4"COX OR OSB STURDI-FLOOR T&G,GLUE AND NAIL W/RING SHANK 6 )"MOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH 13 TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO f-INSTALL TYVEK HOUSE WRAP Il UTILITY 1 63 SO.FT. &d's @ 6"EDGES&12'IN THE FIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF v _- SHEATHING TO BE 7/16'058 OR EQUAL. A5 ACLOCK TIMER WITH AZONE RATING OF 1.5 OR LESS. MANUFACTURERS SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE I I SURROUND&HEARTH MATERIAL. / STEP STEPS- GARAGE 1 ,013 SQ.FT. F.A.U.ON 18"HIGH PLAT-FORM.TOP OF PLATFORM TO BE i 1f8"T&G PLYWOOD. GARAGE FLOOR SURFACES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR µ / ' PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8"TYPE"X"GYP.BD. NO FURNACE SHALL 14 (per` /INSTALL TYYEK APRON - �� • INSTALL TYVEK TAPE - - BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. T BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, MIN.1l8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY 4R TOWARDS FLOOR DRAIN. ,11 BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING SPACE IN FRONT OF I X BELOW WINDOW SILL ENTRY PORCH (COVERED 124 5Q FT) 234 SQ.FT. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE FURNACE. / STEP B- 0 (UNCOVERED 110 5Q FT) OF' 15 A LOAD BEARING WALL ABOVE. 15 TEMPERED GLASS INSTALL VYCOR ACROSS WINDOW SILL I� I • ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE OPEN DECK 306 SQ.FT. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES - STEP C- RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, - END OF PIPE LESS THAN 2 FEET GROUND,POINTING DOWN. TANKS SHALL BE • INSTALL TYVEK FLEX WRAP COVERED DECK 171 SQ.FT. INSTALL HURRICANE TIES ATOLL TRUSS OR RAFTER TOP PLATE CONNECTIONS A5 WELL __ STRAPPED WITHIN UPPER 1/3 AND LOWER I/3 TO PREVENT OVERTURNING IN AN 16 20 MIN.FIRE RATED DOOR. I,JI��.�% •� �` l/�I�,,,L n d P vice-.AS FROM TRUSS OR RAFTER TO BEAM IN WINDOW CORNERS STEP A-INSTALL WINDOW&4"VYGOR TAPE CONNECTIONS. EARTHQUAKE. - - - J. SYKORA, GPBD S IJ 2.-0.�y __ 112-0' F"" 2-0"- T.- ,:,:, p f 8-0 r . °°-0 f -3 0 - ,5 a } J. STERLING _ ---- _-.... ..__ 2X12 FASCIA-24"OVERHANG(VENTED) _ .---- ---_._-_ - --- -- - ---� --24 ,� E -- - _-_...___ n b 2 X 12 FASCIA-24'OVERHANG(VENTED) 2,d,Y b m ei o , . .-. t-j5H3 I, 1 5HH .,�__ _ `-.-0 24 OVERHANG2-0 ' - ,' I SH3 .: t . .•n•r ,.• II `ti�a.�:: a .i �I 5H3 _` _... ` } 1/4" 1� U.N.�. LL I 'I PLATE i211/8" I' A7 Al ku. o - VENTED) Y._ A7 PLATE 1211/8"-12"HEEL .. l/`-H All ���PLATE@121118"-12HEEL /lI ®BEAwNOPOBTI MANUFACTUREDTRUSSES24" OC. NNtcx )- -_ z 5e,/-Of WA3/14, MINQ1-tar + r r r wity•icti 09-06-17 s - STANDING SEAM METAL ROOF 11 RD ROOF DIAPHRAGM TYP. �_ N a I j � ;4 q 1 ° ♦ PLATE @ 121 1/8" 2 r x t N w a � P \� r r n 4.:, CD USSES 24" 73 % 1 MANUFACTURED STANDING SEAMRMETAL ROOF G „ Q k �+ ` itt3 3J } Q Z _ - - 11 RD ROOF DIAPHRAGM VIP « c CV ILI `-51MP50N HANGERS N N N N Cl a) EL9 X ,,,,,,, K l --{ ei 6-2" I 64.6:04.1,Esies .5644. NIC) ry > gin1 1/2:12♦ ♦ L- __ �7 N T u -. - 2 " 3 1 S Fort, 5r&uca t47.3 2 X 12 FASCIA-24"OVERHANG(VENTED) 44 ` 'I W S __ .11. Tt3- .-•-_ n N �� A7 m o �'f>E M Sri Ls( . d o n ♦ - MANUFACTURED TRUSSES 24"O.G. �' ePawrvGTa) ® '' ''r-51MP50NHANGERS �!- _L L ®, �. II _-_J `'' s n >u O ► 11 RD ROOF DIAPHRAGM TYP. III ® - I- - V ERi _ } s a V m a r STANDING SEAM METAL ROOF I ua �z� -gyp _ " �_ �L ' 3� 0 X BEARING WALL I Q � -3 m el X >d� � N N N N 5112"X 12'GEILING HEhM i1 �2 1 LI Z -BOT. 121 1/5"-WRAPPED \A�/ h /_C9 ai -8' 1", r �-- N I \ 111 / i �� Cs1 1, n m SAMPSON HANGERS r .4- r r- r `-''I CV CV tV (V ♦ + + PLATE @ 121 1/8" \A7� + f$ / .-- n n n - _ I Lim i •- ` 2 X 12 FASCIA Al 1 a I 24"OVERHANG(VENTED) 'I __ p A9H - - eEA r•Ir TO Post 1 w (In '° I ° t.5X59 LVL POsr 71P / r w MIN. -2z) Al CANTILEVER = 1 ' T 71P I- `e 1 1/2:12 w @121 i/8"- 15"HEEL �._ �' 1^ PLATE TRU55 ate', All _ O N a. \ - _- ---__�.. _-- - - --o- - _.- - I a ®•® a \ .M A { PLATE @ tlb"SIMPSONL a c MANUFACTURED TRUSSES 24" O.G. W § 1} - - - I re �.... �. o----- 2 X 12FA5GIA-24"OVERHANG(VENTED) - } ` HANGERS �'--- _-- n STANDING1 RD ROOF DIAPHRAGM TYP. '=1 1.5X59 LVL POS o ,�... ._____. 11P / ry 1 1 1 ;�1/2:12 �) 2 X 12 FASCIA-24"OVERHANG(VENTED) T 0 14-0, 8'-0" f~2-a, ' co 4 0 Al / ¢ - N '� MANUFACTURED TRUSSES 24"O.C- 14•-0" m Fir" STANDING SEAM METAL ROOF n N z a x-0 _ ( OF DIAPHRAGM TYP. N N cV X v 11 RD RO SIMPSON HANGER TYPES 4 ® 5 m v I r U o a^= �ae�IQ Al Q N N N t.5X5D LVL P05 71C• / O N aT U W R o m IL W 6- r A9 MARK TYPE SIMPSON HANGER MODELS LE i and a Imo w cY "I''I z CI m W v 1.AG/AGE ci - -- w 1/2:12 I f Z - QIf r. 11 RD ROOF DIAPHRAGM ® POST GAP 2.LCE X v z w m<� + ' + X a • SHEAR CAPACITY:GOOD FOR EH=230 PLF-SEISMIC;EH=322 PLF-WIND.MAX ASPECT RATIO=3:1. 3 RTC a d m I I= b'-0" + _ ♦ BEAw TO POST �_3'-0" ,Z'-0" T-0 io W O n r9 " FRAMING:TRUSSES OR RAFTERS:2X AT 24"OC,MAX. 1.H2.5A W -�2'-0' r '-0 - '-0' 1. I, _ _ QGKET BEAM 2 X 12 FASCIA 8"OVERHANG(VENTED) J / _ Z m * TRUSS SEISMIC& > BEARNG WALL _ PLATE 168"-12"HEEL 5 1/2"X 10 1/2"GLB-BOT @ 121 1l8"-_WRAPPED A7 -- - -11--- --- --- 5 r 0 w CONNECTION NECTED TORT: ® _ -.v-- - .-.:---- _._ ------tom I _ __ _ _l Cn I K HURRICANE TIES 2•Ht 1r�) - I - _ _ WHERE CONNECTED TO SHEAR WALL,CONNECT PER SHEAR WALL GALLOUT. t O V --- _ _ r - rest r -Y �- n MAR N i 1/T 21 / 11 WHERE TRUSSES OR RAFTERS CONNECT TO BEAM,USE H2.5,OR A34 WITH SCREWS,OR SIMILAR,TYP. `v D est MI F` �- f POST ) BEARIN I �j LB-TOP 15H I T,MIN EXP. BEAM SEISMIC o $ `� EXPOSED AT LEDGER,CONNECT PER 30L. 1 HGA70 II A7 - ♦_ I "• q 1 -- & HURRICANE TIES iN SHEATHING:7/16"MIN.,O5B OR GDX PLYWOOD. 1 1:12♦ uwi w } 2X 12 FASCIA OVERHANG(VENTED) isi • SHEATHING LAYOUT CASE 1 PER IBC 2306.2.(1) 1.W5 4.W O ♦1/2:12 ♦1/2:12 ♦1/2:12 Al 6.. Q. _ _ u_I - FACE-MOUNT z -1 -O a --In• NAILING:USE 80 AT b"EDGES, 12"FIELD. 2.NUS a HHH __ _ - O a _ j w -- S-_- - __ - 1 c _ . - ® I ci / �W w v 1- - - JOIST HANGERS • BLOCKING NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR WALLS BELOW. 3.MUS to 1 - 6 O O cz r4 Al STANDING SEAM6METAL ROOF SHEATHING HEEL VARIES �7/16"SHEATHING 12 m Z • _ Al _..- ___ . -.- - _..-_ _-..- - - --.: - - `� f � �� , '1' Z_ O STANDING SEAM METAL ROOF O-- O e 9 48'-0" OL I4 12 AIR BAFFLE W/1"GAP MANUF.TRUSS X . w m I w'J ',I q w o n a Z X PITCH VARIES U? w m =0 %- �- 4 PITCH VARIES MANUF.TRUSS - - LL - - - - - - r.. A j O Oo G o tl 4 z 111 CO' AWM.DRIP EDGE HEEL VARIE55ULATION _ - - -- 2 ,0 R X ! <-1 - -_0 0.- _. = I_ - u Q rc ~ I O W 2X12FASCIA lit OUTL♦' cV O 'ZHe, 13 (V ud- J 111-1 8 C•I GUTTER 2 X 10 TAIL STRIP VENT 2 0" 2 0 W E I m f m` 1:12♦ X X 0 I VENTED BLOCK ill +1/2:12 N �I I ENCLOSED SOFFIT / 1-p q W �y 1U � _ - --- - Di 2 X 12 PRIMED FASCIA '_•,__�---�' H 1,_b„ a __ _ t0 F _- ._--: ,n- t --- R-091NSULATION - \ ~ BEARING TO POST UT W - STRIP VENT VENTED BLOCK D f Z I I 1 5 1/2"XX112"GLB-TOP 121 1/8" 2-O 5/8"SHEETROCK _ IER OVER-FRAME FMIN.R�E) 1/2:12 ._ W W a ♦1/2:12 F EXPOSED -_ - ----- i ry W r� ENCLOSED SOFFIT „ fly'5HEETROGK 1/2"SHEETROCK 5/8"SHEETROCK } I PLATE @ 121 1/6' 16'"HEEL HANGERS/ R rRUSS SIMPSON HANGERS tft o Q 1 IPocKE-r BEAM 2 X 12 FASCIA-8"OVERHANG II ® Q R-21 INSULATION 2XbWALL IMP5O�1 2X6 WALL FZ _.. _.- .. -12'0 __-------- -2'-0"-.J o 0 NG(VE ED) m I up /� W N BEARING TO POST LL .Z 1 a_ _1 ` TYPICAL EAVE DETAIL �� MIN.(2-�) Q a -_ - w � 2 X 10 TRU55 TAIL DETAIL > ‹ w w SCALE: 1/2"= 1'-_-.- \ SCALE:1/2=1' 0 f m F > Z 4 Ito WI Z N < in=ED 1--*r W-Z 1 I = CA CA STANDING SEAM METAL ROOF q wwy �� ileir T +1/2:12 +1/2:12 w m AIR BAFFLE IN/1' GAP VENTILATION NOTCH O V ri. g 7/16"SHEATHING MANUFACTURED TRUSSES 24"O.G. _W( � Zo MANU.TRUSS /STANDING SEAM METAL ROOF lr STANDING SEAM METAL ROOF m TiT I A11W If I 1 12 AIR BAFFLE IN/ 1"GAP 4 4 9®I II B-w x I I w g a 5 R-49 INSULATION V76"SHEATHING X 11 RD ROOF DIAPHRAGM TYP. t m 1 MANUF.TRUSS N __ m �l ram\ I I { 2 1U 2048 VENTED BLOCK LL 3 + + X SH6 .� < O 3 O. :4_ ° �1 - - - I:1 VENTED."' I 2X 0 ' Al► I Aler., a �3H 15"HEEL Al N N 1; t Al "+ OgBLOCK OUTLOOKER II 5/4 X 12 FASCIA / X °- \ _',_, _tl AWM.DRIP EDGE - n �IIv m I 1X o°w a� 2 X NAILER GUTTER to ' 2 X 10 TAIL 1111‘1 ;pCy 4. .. } 'e-_$fir- STRIPVENT 2X12PRIMEDFASGIA �I ` �® " I `'' _ yoraI 00ENCLOSED SOFFIT -�- _�� ' I� RAI INSULATION '�' 1 -- ` - 5/8"SHEETROCK BUILT UP STRIP V NT - I ---- • ___ - -"- T - * - U !I 1 cP p 2 WWd 2 X 12 FASCIA ,I o 2q/4 1/2"SHEETROCK RAKE WALL n , „ f 'i iN N ENCLOSED 50 9 T-0" 24' OVERHANG T-0"-� --r " W 2 X 6 WALL 2-O T&GGEILINOG } ,-__ �_ - .. __ _- _.._._- } �I 2X12FASCIA-24"OVERHANG(VENTED) -A -- + } 6gff=6 2X 12 FASCIA-24"OVERHANG(VENTED) (VENTED) , " 2X6 WALL I ,9'-0" 12'-0" -- I a�H,�} R-21 INSULATION I I 2-O EXT.5IDING� Y. _. -18'-0" 13'-4" 2-" ___-.._.__.-_ 2•-0"-. ino"g FRAMING NOTES ..zok ROOF SAVE DETAIL TRUSS RAKE CANTILEVER TRU55 DETAIL � `� r L ° J SCALE: 1l2=1' c...4� SCALE:1/2=1' „W= 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. 0 8 0 w WIT, MANUF.TRUSS ENGINEERS ENGINEERS 2.COORDINATE IN/MECH.&ELEC.FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS S 6 y-o MANUF.TRUSSMARK BLOCKOUTS. ® °_fl SHEAR WALL MARK STANDING SEAM METAL ROOF wo STANDING SEAM METAL ROOF ,/ PER PLAN T/16"SHEATHING 12 12 7/16"SHEATHING 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC O g o$ X 2 X 4 BLOCKING CONTINUOUS BETWEEN TRU55E5. G5 1 SCREW OR RING SHANK 65 L +{ DESIGN ONLY.MANUFACTURER SHALLPROYIDE AND SUBMIT ENGINEERED DESIGN TO ,-a� AIR BAFFLE W/1"GAP AIR BAFFLE WI 1"GAP 65 L. %LL 1/2 1ROOF DIAPHRAGM EDGE NAILED TO BLOCK. ► (11/ ALUM.DRIP EDGE 12"HEEL 1 NAIL BLOCK TO BLOCKING BEHIND SHEATHING PER GALLOUT THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND i� NO HEEL IN/tbd @ 6"O.G.STAGGERED LOWER ROOF INSTALLATION. - - -_ _ -' a ALUM.DRIP EDGE 12 ;, G E N E R AL NOTE CANNER APPROVAL GUTTER '' 2 X 10 TAIL ' HURRICANE TIE i� a _. '-- �" PITCH 2 X 4 BLOCKING CONTINUOUS I 4.ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. (,I II _ II 2 X 10 TAIL ' GUTTER VARIES 1/16"SHEATHING BEHIND TOP CHORD OF TRUSS III, I . TOP CHORD OF TRUSS OR MIN.HEIGHT i.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. 2 X 12 FASCIA ' '' I _ ' NAIL TO STUDS IN/(2)16d 5.FLOOR SHEATHING TO BE 3/4"CDX OR OSB STURDI-FLOOR T&G,GLUE AND NAIL IN/RING SHANK INITIAL: _ T&G CEILING -- --'I 2 X 12 FASCIA ROOFING PER PLAN-> SDS LAGS ER CALLOUT 65L.R LOK OR I T&G CEILINGBd's 0 b'EDGES&1T'IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF PAGE: STRIP VENT2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. SHEATHING TO BE 7116"050 OR EQUAL. VENTED BLOCK I STRIP VENT MANUE TRU55 2 X 6 BLOCKING CONTINUOUS ENCLOSED SOFFIT ENCLOSED SOFFIT EXPOSED GLB EXPOSED GLB- FOR SLOPED TRUSS FOR HANGER. LEDGER PER CALLOUT 3.VERIFY HEADER HEIGHTS WITH SUPER. b.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND 4 2-0 -4-- 2 „ ,_Q„-- -i USED SLOPED HANGER W26 OR W526 NAIL WALL NAIL TOLL SHEATHING I(NG TO 1 TO BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. SHEARINALLEATHING LS PER PLAN- BLOCKING W/8d @ 4"O.C.O ( 4.ALL EXTERIOR WAL ARE 2 x b- 16"O.G.STUDS,UNLESS NOTED OTHERWISE. 7.PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. THERE IS A LOAD BEARING WALL ABOVE. OF: � / / LOWER ROOF CONNECTION S.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 2 X 10 TRU55 TAIL @ BEAM DETAIL / \ 2 X 10 TRU55 TAIL @ BEAM DETAIL �� MONO TRU55 CONNECTION TO BEARING WALL n� TO SHEAR WALL b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER SCALE:1/2=1' -- SCALE: 1/2=1' \ / SCALE: 1l2=1' \ I SCALE. 1/2=1' DISPENSERS, MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR 9.INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS A5 WELL \ LOCATIONS. A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. BUILDING SECTION DETAILS J. SYKORA, CPBD HEIGHT RESTRICTION 458.0' '. 12 1 STANDING SEAM METAL ROOFING. I STERLING a OVEN '� i-- ---_ _ - 11 1/2 _ COLOR TO BE DETERMINED. -.- ----_-_..--_._-.-- m 2xI BUILDING HT. I' 2 r - ---- 1 _ g NOTE:VERIFY ALL HEADER r v b I 2 X 12 FIBER-CEMENT FASCIA HEIGHTS WITH SUPERVISOR ©�.\ 4 2 ENCLOSED SOFFIT(VENTED) 1/4° = 1' U.N.O. k _ O ' GREAT/ENTRY ROOM A '� 1 2 J1 �- I 1 I I I w PLATE HT. r �( �" 1 12~ II I 3 MANUFACTURED TRUSSES 24" o.c. 09-06-1 a b © � b I i I l i I . I �I 1 5 P 1 _ _ 2X 10 TAIL q © UPPER WINDOW HEAVERS 1 .- 1 ' �_ I I . R 4 I 3 I 41 ®GREAT ROOM N.NW.L � t Ir�ii S1Y'X15"GLB-BOT.®1211/8" �1 ! R-491N5ULATION ' 1'r X10 TA! '�, -�� /��� .WRAPPED 4 © ", 9 & 3 011) PLATE HT. r � ', b 5 I II 1 11 I © 0 -,illt Sm. Z TYP.WINDOW HEADERS 5 5/8" SHEETROCK LOWER WINDOW HORS � � � m m @BEv2ooM5 1 I 6 R-21 INSULATION ry MASTER BDRM GREAT ROOM KITCHEN GUEST BEDROOM - q F HALF-WALL -.. �_ I — 1/2" SHEETROGK - 9 - a _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 8 T&GMATERIALWITHNATURALFINISH � MAIN FLOOR 439.5' 'r - I i 125/8"FLOOR SYSTEM i�----� �------ �� �00-----�--t �01101•�1!-----��--.111 T11- MMIn 2 SILL PLATE Ar — — — ® — — — — — —=14 " ® .. ,.—, u v n—..m. .. a-4 . �o —.—" — ,, 15 15 15/ 5/ 15 51 i GABLE RAILING 36" HIGH TO CODE0. . ® ....„ FINAL DESIGN T.B.D.BD I AVG. ries• 434.11' 'r 10 Ci GRADE CRAWLSPACE i it " B i q N ,in 1i9 TYP /9 TYP 9 TY 9 TY '9 TYPI �TY� 1 1 LL DECK BEAM/POST WRAPPED IN LOW POINT OF 428.'18 COMPACTED FILL OR UNDISTURBED SOIL COMPACTED FILL OR UNDISTURBED SOIL - 1 2 5/4" COMPOSITE EXT. MATERIAL BUILDING GRADE 4 1 / > v BUILDING SECTION 13 11 1/8" BGI 6000 1.8 "I" JOISTS 16" O.G. 1 SCALE:1/4"=1' , \ V R-30 INSULATION (OPTIONAL OVER FINISHED.) 14 R-38 INSULATION OVER O B k CRAI^LL OR CANTILEVER. x o m w •- ia b X 12 DROPPED BEARING BEAM w O O "' 15 b X b POST TO FOOTING (Az i° v to CI • m I0: Q s m K 16 4"CONG. SLAB BUILDING SECTION 1 v to ° w0 HEIGHT RESTRICTION 458.0' A 4. x 12 ,- i— Q z OVERALL r 1 1/2 -1 Z BUILDING HT. 1 -_--- i-- ----------- NOTE: _ zxtoTA1L. II ' '^/VERIFY ALL HEADER IT b __ - -- - 2 w `'' ' HEIGHTS WITH SUPERVISOR 12 --- - I -- - - 4 Milt 4 Ir X iD TAIL W cei GREAT/ENTRY ROOM Ar 1 1 1/2 2 i - _ Ih 12 1 1 tr PLATE HT 1 11: —_ 6 5 C> �. ' I 1 I , ` V I UPPER WINDOW HDRS - --__-_ _ 1 ®ENTRY YMLL 2X 107AIL — 1 � _. r L 2 Ir" a' —k 3 4 1 y ® I Ir��� Il► ��, it X10TAI ,1 .Ih �T 12 �/ PLATE HT. 'r .-1-- t; _ ,_ BOT CO 121 U WRAPPED -- .�- 5 LSIMPSON HANGER SIMPSON HANGER (� T1'P.WINDOW HEADERS --_- 5 1 ► �,"i ►/_ •FRONT OF HOUSE _ , ni o — WINDOW HDR5. otCI4 0 OFFICE&ENTRY 71- I m bTOP OF LOWER CA tmV _ m WINDOW® �: i�,' 1S THEATER E.WALL 11 1 (I) THEATER ROOM OFFICE ENTRY HALL MASTER - MASTER IUI !' o BATH SHOWER , n z j I I v , 71 1 # °,- z OZ V 1 _ ona ® rcog _ n r_Cirti �� a 1-.� .I RBLE555HOWE ; QzMAIN FLOOR 439.5' - . 125/8'FLOOR SYSTEM �13► _ 13► it _ _ I 1 �13 m Imo y wm SILL PLATE '. �' 4 14 1 A 2X10J015T516"O.G. ` iy wy _ _ _ 'T `�/' mxsza r r- -' - ..),Luz 15 415 5 15� ' r 15 1 5 1'15 115 ► 15► I „o),€z CRAWLSPACE E.€aUig 3 z 1 zp Qi_ AVG. QRo - - 9 RAO �TY 9TY 1, Imo°rcGRADE434.11' 'r A3 A3 `A3 A3 A3, v _ I 0 awmm` ioz�'G fr __ I I I II I w ;�� COMPACTED FILL OR UNDISTURBED SOIL COMPACTED FILL OR UNDISTURBED SOIL zz g Zi el soft in WM LOW POINT OF BUILDING SECTION PLAN AREAS HP?° BUILDING GRADE 428.78' SCALE:1/a°=1' \ ti 2 =i_ MAIN FLOOR 3,044 SQ.FT. (�] x ct_ TOTAL LIVING AREA: 3,044 SQ.FT. OWNER APPROVAL UTILITY b3 SG.FT. INITIAL: GARAGE 1 ,013 SQ.FT. PAGE: ENTRY PORCH (UNCOVERED 144 O52FFT) 234 SQ.FT" OPEN DECK 306 SO.FT. OF: COVERED DECK 111 SQ.FT. BUILDING SECTION 2 DESIGNED EY: BUILDING SECTION DETAILS J. SYKORA, CPBO r -ED Si': S et E HEIGHT RESTRICTION 458.0' ' 1 STANDING SEAM METAL ROOFING. J. STERLING v OVERALL '� COLOR TO BE DETERMINED. BUILDING HT. In NOTE:VERIFY ALL HEADER r �- HEIGHTSYVITHSUPERVISOR 2 X 12 FIBER-CEMENT FASCIA1/4" = 1' z 12 o ENCLOSED SOFFIT (VENTED) it U.N.O. FA 1/2 N ^nli 7 GREATIENTRYROOM __- 1 2 I 12 `L 1 PLATE HT. ' 12 L..�.,�.,,�,�, ___ 3 MANUFACTURED TRUSSES 24 O G Oq" " © I 2X10TAIL I. . I I 11� 1lI1�1��1�1i�1 E. ral ir 01) - - iit.tiim, 2X 70 TAIL .I ilmillird .r.""-r i �� I �\©��` ���� ref ' ,�_I�1 �- angleII , R 4q INSULATION PLATE HT. 'r 2 ,�. .� .. ! . �. - FA, HURRICANE TIE SIMPSON HANGER 6 0 IniIN5I Ili/ 151 In nu In 11II L. z 51/8"X 12"GL0-TOP @1211/8" Ie�lh�IlEm�h�l I��I[�GI I��I[��I © �' , ' -EXPOSED i,ei 5 5/8' SHEETROGK HEADERSTYP WINDOW (1.) ,1 I a 6 X b POSTWRAPPED IN , W EXT.SIDING MATERIAL 0 - mo -INSTALL W/SPACE m COVERED DECK KIT \ / b R-21 INSULATION CI a ---- PANTRY HALL OFFICE 1 GHEN q . q "' 1/2" SHEETROGK1:10) 10 III. IC ,, as ..... T&G MATERIAL WITH NATURAL FINISH MAIN FLOOR 439.5' '. maMOMMIN —� I - _—_ ,ME n- I. , - 12 5/8"FLOOR SYSTEM 12 ul m111 13► __ 13 SILL PLATE 'r " i1- ^-- rr ri 51MPSON HANGER 14 SIMPSON HANGER ai i $ 1/Zx 12"P.TGLB DROPPED DECK BEAM i115 ME= 15.� CI CABLE RAILING 36" HIGH TO CODE FINAL DESIGN T.B.D. Sim D zit E. 6X6Posr5roFoonNG q 24 X 24 CONC. PAVER DECKING 0 <thimilill �^ AVG.ORG.GRADE W/24 X 24 EXT.SIDING MATERIAL 9 9 TY 1 OF FOOTPRINT 434.11' '� - BUILT-OUT PILLAR GRAWLSPAGE - TYPE AND COLOR T.B.D. 1 ii Er COMPACTED FILL OR UNDISTURBED SOIL a / 1 4 X 12 PT. JOIST 24" D.G. Iliin I / DECK FASCIA 5/4" COMP. EXT. MAT. E LOW POINT OF COMPACTED FILL OR UNDISTURBED SOIL 12 - INST. W/ SPACERS V BUILDING GRADE 428.?8' O 13 o ,4i11 11 1/8" BC! 6000 1.8 "I" JOISTS 16" O.G. `v el 5 ` BUILDING SECTION 6 R-30 INSULATION (OPTIONAL OVER FINISHED.) 14 R-38 INSULATION OVER O N11/7 CRAWL OR CANTILEVER. Z rc - w m T5 I- IT ffiC 6 X 12 DROPPED BEARING BEAM W 4 0 00lii 15 6 X 6 POST TO FOOTING Q J � .4 Z ccv m • p O 0 BUILDING SECTION 5 16 4" GONG. SLAB al ~LI (Thrt LL O Z 9 Z AHEIGHT RESTRICTION 458.0' '� Z OVERALL 'r BUILDING HT m 1 NOTE:VERIFY ALL HEADER !' - HEIGHTS WITH SUPERVISOR o 2 I ' ; ? 1 ° V ° ° a w I F 2 f 3 2X 10 TAIL 12 1 1 I I I © I I 14 I I I I � I4 ��r� x12v_1 LU etI tY ' �GREAT/ENTRY ROOMii.„ �� a � �.�.. ����a 1��1�' 9 .� v ' PLATE HT. V 12ILI T 2 �� 5 , © 6 12 � 1 I — — 1— ______-_- 2X 10 TAll 2 UPPER WINDOW HEADERS 1 © _ _ IrI `�� I I i ILI Q O 2 2X 10 TAIL ' GREAT ROOM N.WALL 1 1X 10 TAIL ' I► .�� ____.......S II r—ri s..�� _ I PLATE HT ' 3/4"SUB-FLOOR- I _ �(\\) PLATE HT 'r �- `1 I 1 1I'I'I Q`' Wa rX HURRICANE TIE -SIMPSON HANGER O �+ lal 2 NON I lei i!I hi Iel :— U 1�4 2 X 10 PLATFORM II U 6 5 5 ® �5 1/B"X 12"GLB-TOP 0 121 1/b' l y 51MPSON HANGER 5 1/8"X 12"&LB-TOP®121 1/B" TIP WINDOW HEADERS -EXPOSED 7 jonommI Io11 i I_� I II 0 6 '�� -EXPOSED FRONT OF HOUSE 1 1 M __ ` III ■ Ot. 1 v TIT HEADERS 6 X 6 POST WRAPPED IN \l. � I 171 F ��j a �� I tat? EXT.SIDING MATERIAL III � 7` i ,o,,,g ..„ -INSTALL WI SPACE '! 34x UULTUREVSTONE ! in Q , I ' •'� ����� suar.OUr PIUAIe n _UILJ '. -3-.1 �� 'R�/�� a m / DECK KITCHEN --- ( WET Bi4R POWDER ENTRY PATIOr is- 9 , L _�� �> I lial : :aEiEurssII- �ii 1 aim � ,; wow.....,........„ .. Z flU a m�10 ' � oddg 16 O �� __ __ sin �_� IoI MAIN 439 5' A. MAIN FLOOR 439.5' Ar i a� �,_ , 14 FLOOR i .. , , - - .,..... �. . .T, - - -. �_ � aho �. 12 5/8"FLOOR SYSTEM ® !,qi mil I. 1 131.1111111r 13 - COMPACTED FILL OR UNDISTURBED SOIL SILL PLATE r s ' m POrn 51MPSONHANGER li1551MPSONHANGER I. . . � b rt ( 3 ` BUILDING SECTION in � w 6XbP05T5 TO FOOTING w ate? AVG.ORG.GRADE WI24X24EXT.SIDINGMATERIAL i 9TY" SCALE-1/4 aid=o OF FOOTPRINT 434.11' 'r BUILT-OUT PILLAR GRAWLSPAGE =www� ar°o o- _ �■ �to Z : r COMPACTED FILL OR UNDISTURBED SOIL 9 Ch WI it ; �FUZz As ZOO _ IIIIIIIIIIIIIII, -_._ _. IIIIIIIIIIIIIII1 _.. _ AREAS __ - 1 a—L LOW POINT OF � PLAN OH BUILDINGGRADE428.18 / COMPACTEDFILLORUNDISTURBEDSOIL �\TTT �) /�\ ¢ao J IIIIp MAIN FLOOR 3,044 SQ.FT. W : y= 1/ 4 `I' B- UILDING SECTION TOTAL LIVING AREA: 3 044 SG.FT. OWNER APPROVAL — UTILITY 63 SQ.FT. INITIAL: GARAGE 1 ,013 SQ.FT. PAGE: ENTRY PORCH (UNCOVEREERED 10�4 50 Fr 2346 SQ.FT. OPEN DECK 306 SQ.FT. OF: COVERED DECK ill SQ.FT. BUILDING SECTION 4 BUILDING SECTION 3 EXTERIOR DETAILS J. SYKORA, CPBD r 1 STANDING SEAM METAL ROOFING. J. STERLING COLOR TO BE DETERMINED. co CHIMNEY CAP 1--3'-2"----H 11 N 12 4. 458.0' HEIGHT RESTRICTION 1/i " = 1' U.N.O. s x - - -+ 9 © M, OVERALL 1 1/2 . L. 1 .ro BUILDING HT. o NOTE:VERIFY ALL HEADER 11-1 HEIGHTS WITH SUPERVISOR 09-06-1 l a u1 ill 11 12 3 CONTINUOUS ALUMINUM GUTTERS. 1 1 ©t IiiiIIIIIIIU M111 8 ICI CI 8 El 12 1 1 ., GREAT/ENTRY' - II PM" PLATE HT. ROOM " �� 1 — 2 ENCLOSED SOFFIT - INSTALL T&G PINECY) 2 4 L_ 3 1 10 —' S I lit ®GEREA7ROOM" LR li WITH NATURAL FINISH. z 4 I 'I Ar 10 2 w19 s Plc. w1a4o3bPlc. wilao3bPlc. , 9 10 2 PLATE HT EXPOSED GLU-LAM BEAM (A — Ell 4 WITH NATURAL FINISH.II (1) W W28- 1- 3012 PIG ry 5 3012 PIG. — 5 , 40 6 11 g' '! w16 4036 PIG. i- w11 W10 W09 -WOa . 7YP.WINDOW HEADERS o ii ®BACKOF HOUSE ` T&G MATERIAL WITH NATURAL FINISH 1 ' _ VP ON EXTERIOR CEILINGS E 5 LAWER WINDOW HORS - Pi i�._il �_ II- `MN 1 II �� �I ®BEDKOOMS 'nks Pi oi 1110■ _ : 1 I 8 I ( I� o 8 CULTURED STONE. TYPE AND COLOR IMO ..� , b ic. . 436 .Plc. 11 NI I! 1 - TO BE DETERMINED. Ip III �r �' 11 1 IIIIIIIIIII-. '11111 ■ -I.� '. I. Ili I', '- 'I� I ._ C "9 „. ! ��� �I■� ■ ■�n�l '� �l° 11����� I. J I METAL SIDING - STYLE AND COLOR TO BE ■ �I■� ■ I ul I ti O —Irk - .I um 12 I - ___— al �I■� - �� . • III II W31 3050 CASE.tN30 3050 CASE.W29 3050 cAsE. - i W 5 3050 CASE.-W14 3050 CASE.iN13 3050 CASE.W 12 3050 CASE. 8 DETERMINED = . IN No ■�I—I� 19'. I�'. J 1 aJ t ■ - �I■S ■ I III I m W23 4080 BOT.AWN. w22 4080 BOT.AWN. W21 4080 BOT.AWN. W20 4080 SOT.AWN. =. -�439.5' MAIN FLOOR 12 5/8"FLOOR SYSTEM Lill E 13 �D3 SW SILL PLATE q "X" METAL CORNER TRIM y 14 r 14 rV®i 14 15J ® �14 v 1111161111 II LPSMARTSIDELAPSIDING INSTALLED W/ x1 7" OFEXPOSURE. PAINTEDFINISH. sla 10 10 8 10 Qcno� AVG. d R!r ' GRADE iti — LP SMARTSIDE LAP SIDING INSTALLED W/ PLANAREAS1 =Mill Ell II , 11 7" OF EXPOSURE. OLD CHERRY WOODTONE FINISH. o MAIN FLOOR 3,044 SOFT. CABLE RAILING 3b" HIGH TO CODE •2 - ----_ 12 TOTAL LIVING AREA: 3�0 �JO.FT POINT OF FINAL DESIGN T.B.D. ra + 428-78' BUILD NG GRADE c0 O - UTILITY 63 50.FT. __ - - - 13 5/4" COMPOSITE DECK FASCIA. O m 1 0 GARAGE 1 ,013 50.FT. IL Ill Cr z 4 m in (COVERED 1245QFT) NORTH ELEVATION ENTRY PORCH (UNCOVERED nC5aF11 234 50.FT. 14 BUILT OUTbXbP05T — 00p _ z z o •a. z i� uW cv SCALE: 1/4" = 1' m 5 a c a m � OPEN DECK 306 50.FT. ' d W„ DECK BEAM/POST WRAPPED IN COVERED DECK 119 50.FT. 15 5/4" COMPOSITE EXT. MATERIAL NORTH ELEVATION v 0 ..b. ILo zo z lU 9( z HEIGHT m CHIMNEY. API b'-2" Z b CIZ RESTRICTION c l) 458 0' A -- 1 11 1 L11tin y OVERALL NOTE:VERIFY ALL HEADER 1-21, 2 ► 2 r _ p a BUILDING HT HEIGHTS WITH SUPERVISOR I___.— a _ \ r^ Ix Cr 2 4 8 9 8 � 9 8 8 44 2 {— 0- 1 0 Z al 12 10� 1 1 W 0 Q GREAT/ENTRY ROOM 1 T i 2 v I 2 2 r PLATE HT. I I 2 r �_ —�— ,i� O � ('� UPPER WINDOW HEADERS 1 n q p NNNN V / ce GREAT ROOM N.WALL 9 i 1 1 1 4 _ 8 8 8 4 V 4I Lam— v 3 ► 3r 3 19PLATE ILI O PLATE HT 'r -- 3 4 2 --. .. 1 HT. 2 2 2re 5 �T I J 10 oi o TYP.WINDOW MDR! — WO6 36010 PIG. W05 36010 PIC. W04 36010 FIG. w03 36010 PIG. w02 36010 PIC. W01 36010 PIG. 3IL 73— ;t ®BACK OF HOUSE — i z of m mpg n 7 15 CIF-10- 9 o 8 — 10 10 10 {9 10 9 8 8 8 ln 4 wood O T Z gzo 4 ow� i4 12 Yi012040 CASE. O all 220 ¢ 024) �''a wo w�ti � MAIN FL. a !I lh MAIN FLOOR `'� �awa . 1t J. . . A. 439.5'• . 439.5' . o�,w� . 12 5/8"FLOOR SYSTEM I Hr Sa�< SILL PLATE 'p z°n"_ 13 —1 w.3ga= [14 { 51 9 _ 10_ 9j 8 9 oozG} I 1101 Siw6o AVG. O Qc�. ilY NWT'$ GRADE o3iN O ;PB, 434.11' '. WO U 0NY0 al LOW POINT OF X i 98i =mOg BUILDING GRADE i"a 428.78' ILI OWNER APPROVAL INITIAL: NEST ELEVATION PAGE: tSCALE: 1/4" = 1' OF: !NEST ELEVATION EXTERIOR DETAILS J. O _ C. N STANDING -II I n . COLOR TO BE DETERMINED. 0 to c P W H GHIMNEYGAP-\] 3'-2" H 11 S ' I • x Er 458.0' HEIGHT RESTRICTION CONTINUOUS ALUMINUM GUTTERS. d r OVERALL 1.5 k. BUILDING HT. C L 2 1 , r NOTE:VERIFY ALL HEADER ENCLOSED I - HEIGHTS WITH SUPERVISOR ' _ I2rl q ` 8 I 3 INITH AL FINI5H. r 12 , ' r 4016 . 2 I GREAT/ENTRY ROOM y 12 © r J r 1 , 1- --- 12 �_ UPPER WINDOW HEADERS r PLATE HT. � 0.5 1.5 -- ®ENTRY YiALLNATURALI� -T- 3 1 1 3 El 4 —— ������ I— _ 3 � _ t - 4 • l .- (� o_�� 2 lila i3 A. PLATE HT. 4/ I• EXTERIOR- CEILINGS r— 4 til 5 6 —I { 5 d- _..._ _ .- Tl'P.WINDOW HEADERS • i J m �� - - - b ®FRONT OF HOUSE 1J - o - - i -.. --.. LOWER ININDOW HDRS _ ' A ®FRONT OF HOUSE I : DETERMINED. € o , -- W44 6320 PIG. W49 6320 PIG. W4B 6320 PIG. i ' � W39 6320 5L. W38 6320 PIG. - im �' A W451616 AWN. / / COLOR / BE B �11 9 8 � 9 11 — — 11 7 _ 9 � 8 9DETERMINED . W46 1616 PIG. --� - 2 2650 GA5E.1N41 2650 PIG..YWO 2650 GA5E.- z q "X" METAL CORNER TRIM 11 s -W43 1070 PIG.— 439.5' MAIN FLOOR 12 5/8"FLOOR 5YSTEM LP SMARTSIDE LAP SIDING INSTALLED VW F ____ SILL PLATE 1 7" OF EXPOSURE. PAINTED FINISH. e EAST ELEVATION ENTRY <thimmui - @ � 11 i'�oF ExP05URE�OLD GHERRYALLED vv! LL SCALE: 1l4" = 1' G SOUTH ELEVATION WOODTONE EXPOSURE. PLAN AREAS SCALE: 1/4" = 1' o _ AVG OR&.. MAIN FLOOR 3,044 SQ.FT. 4 .11 GR0.DE GABLE RAILING 36" HIGH TO CODE ' 12 J FINAL DESIGN T.B.D. TOTAL LIVING AREA: 3,044 SQ.FT. cv co 1-4 UTILITY 63 SQ.FT. 13 5!4" COMPOSITE DECK FASCIA. GARAGE 1 ,013 SQ.FT. ENTRY PORCH (COVNCOVERED 1ERED 124105Q 5Q FT)FT) 234 5Q•FT 14 BUILT OUT b X b POST • (11 as (U OPEN DECK 306 SQ.FT. _ DECK BEAM/POST)^!RAPPED IN EQ COVERED DECK 171 SQ.FT• 5 5/4" COMPOSITE EXT MATERIAL EAST ELEVATION AT ENTRY SOUTH ELEVATION III kri 1 CHIMNEY CAP` 6'-2" ,�-� HEIGHT IT RESTRICTION -Ar - 458.0' 0: _ NOTE:VERIFY ALL HEADER OVERALL 2 1 � 1 1 2] HEIGHTS WITH SUPERVISOR BUILDING HI". , 1 la_ 3 3 3� 12 © 12 'r LU 1 1.5 1 - 1HIOIII(�� 0.5 I� 12 �_i"' ' Tii"'1't1'1111111111�11�1� 2] 1 LATE HT RY ROOM M • 2 PER ININDON HEADERS GREAT ROOM N.WALL tn 1 4 Al 1 • i�� Ir PLATE HT `- PLATE na I rip -- - : 4� ;11 � ���� r b51113 - _-_ -- --_ _.---- .I S� ,r r _ WINDOW HDRSo �E __. -_ --_ --_—__ -- - - ._- -. pa - ■ BACK OF HOUSEp For T O ■' i_' •��i���' W36 7020 PIG. W95 7020 PIG. oe �I17 ■I 9sP-- a ICI 0 allM 8 LJI ■e m�I 12 °it ��•0��� ■• • Nrisainiril Em - IIMMIllall mi. ��o = W97 2b50 CASE. xM 13 ,., . .� W332o50GA5E. .—r_ . MAIN FLOORMAIN FL. �aw IIIII_ — I - I T Ir 439.5' >`Nig 439.5' ' min �' 125/8"FLOOR5Y5TEM .r51LLPLATE13 J wolo • GI 15 14 oo=,:6 AVG.ORG- re d 2 r GRADE 0 o �o� zzg� I oaz r 434.11' _ utY �� 14 RnIg Wag a..UO WNW fi, Z pmN$rO PP: UINGGRADE I 428.78' w i --- OWNER APPROVAL 4 __ . ._ __ _ -. --- __._.... __- .. _ - INITIAL: PAGE: EAST ELEVATION .I -I SCALE: 1/4" = 1' OF: EAST ELEVATION . J. SYKORA, CPBD s "") Li I" g • " ' J. STERLING a )555 a '� Al> / tu Cie 1/4" = 1' U.N.O. C 4 W Male kW 1w CD 6- 4usea's S+��A� Is " erauC � 6 (10) w 0 ID 3 1Pw Wp 1 C a 1 alif LIMN D o J1/4 I evg N W it E 0 v o r v N 113 CS 1 _ 2 in to il z Ci aw cot f 1Pw� 0 m I— 1- C W I V XRt r 2 `•r' O O w m A zmvw � 0 Q o Z 0 .0 W f lie d m : 11.1 N v w PLAN AREAS 1 w p o MAIN FLOOR 3,044 SQ.FT. ?,i I- Q TOTAL LIVING AREA: 3e0� SQ.FT. Z >- UTILITY 63 SQ.FT. 3/4 —i ei GARAGE 1 ,013 5Q.FT. 1/4, w ,co Th. Kr ENTRY PORCH (UNCOVERED 11050 FT) 234 SQ.FT. V COVERED FT) Z. OPEN DECK 306 SQ.FT. O-' 0 Di COVERED DECK 119 SQ.FT. Ce IS) Et IL J v HDU2 HOLD DOWN STHD HOLD DOWN MSTG STRAP SHEARWALLTOP CONNECTIONS 1.11 w�Tey„P � 2 Model:HDU2-SDS2.5 ,.qL.,, SHEARINALL TOP CONNECTION SHEARWALL TOP CONNECTION STRONG WALL SB ON UPPER N ' j ��-3'-" PARALLEL FRAMING PERPENDICULAR TRUSS LEVEL FRAMED FLOORtr Anchor Diameter %' i Ph°-- — — (() i 0 NO SHEATHING SPLICE TRUSS OR RAFTER '1/1605B SHEAT RN6 Maximum Allowable ,'.- TRo use 1 I Tension(lbs.) t� Q SIMPSON STROE GALLON n.yEK HOUSEwRAP PER rALlouT 0 0 - 4 o 2%SHALL j SIDING MATERIAL l - BF/SP EPFryIF c A TRU590R RAFTER 1?SHEETFOGK �' Feld iuz o " E TRUSS.RAFTER , .. I��•'® 5615 2215 o �" ORJOIST 11/26TPCRETEFOR ANCHOR BOLTS n'ri1�11Ac(In p z0. RAO 05�RHBF�RNG HGA10 PER tv IOUtNa¢ e NO SHEATHING GOUGE RIM AS fzu (` _ SPLICE NECESSARY ar w t>O HDUS kRhlletleR m 'o o ii: OR ANCHOR BOLT ® 1PwS (HDU281m0sE) 4m m GEMS !'- t11I © W Z300STUv 0aa m`oO Vwmt^ gDOLTS ammoin X e U.s.Pdln�k 6.112,485 � _ yo 11 l/BEXT FLOOR • ' `0gRi.0o KitV 3N AI' ISIDE VIEW IFRONT MEAL 1Pw rw«w g S EMWALL INSTALLATION 4 T ty. c0 6. —� -_- a'�000 EmbedmentoawA Ieon l SHEATHING SPLICE TRUSS HEEL -SHEAR WALL TYPE 2KN e E Moo 6 p 0 i"5peniea SFEME SPEW c c 1 PYAI \ Z iL 3,==, Maw Mchw Z%k �1r TRUSS.RAFTER U1 ET r III moo, lAptlel n C," , _ r�. ,MOO 0 o OR JOLT 2�' p ATe � (� "° A !E^e01 Ma CoMetrl w """ , e H waK MINIMUM LENGTH OF SHEAR PANEL. V 1 w3aa� aorta L MIME Corer atln Np SET ell 12 tad s S s ° F B - �"�' --------IF "W" , CONSTRUCT ENTIRE WALL PER THIS CALLOUT. < mamo e e SHEATHING L tt z w r o a ta 6 MSTC . `� IF "N5" MEANS NOT A SHEAR WALL. BUILD PER CODE MINIMUM 11 1 Qz�o r"mow, THE 1U 10 10 10 10 10 "o _ G�� \ CM LU <wo a —eorc"l00nvr w,ast l Pfau:50%a24 le 18 18 18 is 18 { thiw O z o P ^ n SSTm6 12% 12% 12% 12% 12w in k II �� CALLOUT TOP PLATE TOP OF WALL TOP OF WALL BOTTOM PLATE a z [ STUD MATERIAL NAIL EDGE I FIELD SILL PLATE 8 BLOCKING AT MUDSILL ANCHOR SILL ANCHOR Is"w�ea,�rn,nw,axas ram�cmpm.uonAy.. CAPACITY SHEATHING NAILS STUD HEIGHT STUD SPADING STUD SIZE TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX < z°�aa SIDES OF WALL (SEE 5W STRUC. SPACING 0 STUD SPLICE STUDS W/EDGE UNSUPPORTED TO CONCRETE MAX SPACING Z ,RwW1.0101" 111110 70011eM„Rns • %'' WIND/SEISMIC MINIMUM SGREIN SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN re 'z a °nwF"'"'""""""""°"`"`"`""r"""' Nee ONLOWER ROOF CONNECTION SPECS.) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED oSoNF �_ HEA HI HEEL FRAMING FRAMING INCHES "aGoo T — n I TO SHEAR WALL NO SHEATHING SPLICE e ■ I� l ` '0,y" M,. l "..,.. GONT.SHEATHING v v z ze ".c Edz(P.rw SHEARNMLL m 10' 24" 2X4 SAWN b/62®27b„ GONT.SHEATING oioFo ewr ., FF S PER PLAN rtmtyuiez T Mew 9 wn.naRw ` BCREw oR wN65HANK � 'i116" OSB ONE SIDE. , n ORA340R LTP4 YW BLOCKING OR 5/8"J-BOLT OR L,om'Q 12 16 2X6 SAWN b/12�16" H2.50R 5DWG 5l8"TITEN HD Quo „ APPLY EITHER (8) 16d NAILS 168 / 120 OR 7/16 Sd ( )2X 4 2x NA 15600 24"MAX " IN/ WASHER " " z ai 'sI`1e R the rmw PERRINAU- u a� W b112 12" 48' LAP Y`I/ AT 36"MAX SEE SEE DETAIL OR MASA OR h- 1/ L&I.r�iP ! RROOF I � �Pw 2 DETAIL 16d @ b l2 / 4 - LL I H „ I - : kWh R2zk M'Awe,M ' Aar II 77 4 PLYWOOD SIDE DIRECTLY STUDS ManLY 16' 12" 2 X 6 SAWN Mdrsll a Cemerl ppheestln"tton TOP om lit s� TO MATCH�RAFTERS.LEDGERLOK RO 't__ 1. —ThI6_ �W'Min.enddistance 'Ilk SOSLAGSPERCNIOUT65L .e OF TRUSS OR MIN HEIGHT :'I .I. omo 22' 12" 1.15 X 5.5 LVL 6n2 tz' CD1> CO2> MASAP S : Sn10 � ' a 11 CONT.SWEATING Om PM OWNER APPROVAL ErtobWNlrcaw: ~dart~ 6ERPERCMS011f , IN-IN _ 10 16 2 X 4 SAWN GONT.SHEATING _J THING '� OR A34 OR LTP4 W/BLOCKING OR 5/b"J-BOLT OR INITIAL: - mumm 7/16 056 ONE SIDE. , n 1 4$°LAP W/ AT 36"MAX SEE H2.5 OR 5DWG 5/b"TITEN HD APPLY EITHER 12 1 b 2 X 6 AWN 4/12 16" 2 2X 4 2X 2X 15600 R 24'MAX 16d @ 4" w/3"MASHER 36" / 4" PAGE: I R".�--'$'—w. SHEARwALL TOP CONNECTION � 490 / 350 OR 1/16" Sd ® O DETAIL Pan we. S"erefII Handalw Tppal oelen mw Snap PERPENDICULAR JOIST SIDE DIRECTLY 16' 12" 2 X 6 SAWN ($) 1bd NAILS End m Wall Appllranr Iwal ed Dyer sn"mm, © TO STUDS SEE DETAIL OR MASA OR ._ PLYWOOD D1 CD2> MASAP A 1 W/SHEATHING SPLICE IST JO1571,4/OVER RIM JOIST SHEATHING 22' 12" 1.15 X 5.5 LVL r- _ "n ! CONT.SHEATING —\ �I 10' 24" 2 X 4 SAWN CONT.SHEATING W,. - 1/2" OR OR A34 OR LTP4 BLOCKING OR 5/8"J-BOLT OR OF: I f `/. - I „ ,45"LAP Pi/ AT 36"MAX SEE H2.5 OR 5DYVG 5tb"TITEN HD ATm. I� No qs. 5GW „ BOTH 5d FOR 1/2 4/4 0 24° 15600 24"MAX L ` SHEATHING I SHEATCE 220 / 220 OR 5/8 14' 16" 2 X 4 SAWN (2)2x 4 2X NA DETAIL 1 bd @ 6" i U3"WASHER 12" / 4" '� P SPLICE „ua„a, SPLICE I OR © SEE DE7All 2zk SIDES bd FOR 5/$" 4/4 @ 16" 8 16d NAILSOR a4 �' ' SWAMMLL . m000rnoN ="0W.0L DRYWALL MASAPSA OR 5aa nnla-new:u:�o ellon r VIM j2nk1ninaid 16' 16" 2 X 6 SAWN (D1) D2 end distance ARi J. SYKORA, CPSD ry , '� ° r, J. STERLING n I I (! I3 m 49 2Pw 2Pwi 1/4" = 1' U.N.O. 564) 1PW m `----III,. 09) ;% kI Al 0306-17 aI I : 9f/) vy — LASSES 8/30/ to I 5PW ah £. 4 t44,CEQ MS .seAt. CD INT. I I lap ��' t$ cons z 0 'Items ON L'>j . (n LU _ II 1110 5 gir eh etb garj W2P a 115W - C,,,,...k ro ! 3 S CZ Et I o d illmIn err <rr 2PW I pe yea ® ® v ✓�� .) .m W 1 N., ® �,_1b cSrta ©� EXT. UPPER s 0111M0 OW) © L 2PW W tii et MP I E - 3 J •\LSTHDe r -; CV -+ I LThiL CO N tf C O O N 21 : LSTHDB Z 03 W CC) 2PW / 2Pw I m IN S aX +� r . r - I I Q Z m ul m N v 1[ _ - — W TYP. — I. N .`r'►_ ILi 0 PLAN AREAS v �w O Z ot- MAIN FLOOR 3,044 SQ.FT. I � Z el TOTAL LIVING AREA: 3,044 SQ.FT W in f UTILITY 63 SQ.FT m 0 ILI r GARAGE 1 ,013 5Q.FT. A 1�16 ry < Cr (COVERED --- 124 50 FT) I I I 1— Q— ENTRY PORCH (UNCOVERED 11050FT) 234 SQ.FT. v Z w W OPEN DECK 306 SQ.FT. MCI 0 Q COVERED DECK 111 SQ.FT. I _I ' EY tin IX HDU2 HOLD DOWN STHD HOLD DOWN MSTC STRAP kk SHEARWALL TOP CONNECTIONS MDT TO Vat Model:HDUZ-SOS2.5 rfl., SHEARWALL TOP CONNECTION SHt RY`ALL TOP CONNECTION STRONG WALL 5B ON UPPER ® I Z ri N r�3'-" PARALLEL FRAMING ItRPENDICULAR TRUSS LEVEL FRAMED FLOOR © ICY- Anchor Diameter: %' 111 Th'� - m t. �o e^T NO SHEATHING SPLICE TRUSS OR RAFTER pERGALLOUi�pp 'I ITI T. Maximum Allowable Oe —�I F --- tR SIMPSON f SIMPSON STRONG-YLKL se l/1605B SHEATHING SI Tension(Ibs) -TYVEKHOUSE WRAP PER CALLOUT dIS 2215 I o o m TRUSS.RAFTER RADIANT FLOOR HEATING H6A10 SIMN6 MATEgtL o m � 2Xb WN1 zia Bf2P SPFAIf �_ TRUSaOR RAFTE- I pLL= e e • ORJ015T ti/2'GWLIRETE FOERCK ANCHOR BOLTS n .Ti(/1�1�?�,1A10 O °_°� ." . n -5 1_ PER CALLOUr I (` eo •ose SueFlnoR - / e NO SHEATMIN6 - GOUGE RIM AS ® X U0zu y1 ° ¢ a 3 NOD$Ins1811aUDR o $ SPEA - -NECESSARY �® ® , w U O 1PW III (Wow 'l - iNDl12 Similar) - o -. OMIRIOPMM ,I it FOR ANCHOR BOLT any,.RIM BLOCK - z R U p OBJN6 OK SND ��� �� SRJDL J I © © W a 1 .z r r eke mmoamox 'iE ANCHOR DOLTS - o °wm `. R us Patennuz495 d E g ll lir BCI FLOG I ny ' a a EMRA RI ».iu.- , IJ', _ Isme VIEW PER CALLOUT IFRONT VIEWetb 1PW II �•^' �0<`2w g ¢L¢8 W STEMWALI INSTALLATION 4 T o ILD = Embedment Depth leinl _ e �, SHEATHING SPLICE TRUSS HEEL \ SHEAR WALL TYPE © W POIE .r De Main Df/EPSpaniea 9Pf/NFSpwlap z%D 0 enI �' 1 PIA Z = M.er MadN fanLlien eomfMe Iy110D ;USG. AF r-TK o¢/ r e / ONF¢SQTee' WW. iFa4m- A Mtn.MDa X o o -__.. AFTER rOErf. WONNW Darner NN MICsaaN li - »<�aK MINIMUM LENGTH OF SHEAR PANEL. NW3 =ah flE 105- 5 voe EATHING , IF "W" , CONSTRUCT ENTIRE WALL PER THIS CALLOUT. iL O iQo:R _ __F_.._- T SHEATHING I[— r°O N m ,q5. E D D MSTC SPLICE ; IF "N5" MEANS NOTASHEAR WALL. BUILD PER CODE MINIMUMOa o °�=Mh 4D ��mmm wemovrox w02j4 Cast l SOHN m t9 i9 m TOP OF WALL TOP OF WALL BOTTOM PLATE o <°° An'ha 551816 0®0�® CALLOUT STUD MATERIAL NAIL EDGE/FIELD TOP PLATE SILL PLATE& BLOCKING AT MUDSILL ANCHOR SILL ANCHOR z=o$_ I-see Nme I tor flMional NAM thm ld Mahn Me CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE CONNECTION AT C.ONNECrION AT TO FRAMING MAX �a�a SIDES OF WALL (SEE STD STRUG. SPACING®STUD SPLICE STUDS W/EDGE UNSUPPORTED TO CONCRETE MAX SPACING Z 19°z d TPMaM liMILU MNAMEMNM MNXR1Ms WIND/SEISMIC MINIMUM SCREW SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN wozu�1 IaMeaw..ur.a".rna..rapo.x..l �p,"',ewp�pap p LOWER ROOF CONNECTION SPECS.) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED Z 00° ,j �— TO SHEAR HALL10n r<=°° TRUSS HEEL FRAMING FRAMING INCHES 21g66 _ 5HEATHING SPLICE o „ 6/6 Q24" ILDmm"o G CONT.SHEATHING z z� -YAM!rwOj SHEAR WNA n 10 24 2 X 4 SAWN CONT.SHEATING a0 Goer PER MAN Poo Na m 6/12 16" 1 T Kuhn : • \' �� WhwnaRw SCREW OR wwv SHANK - 7/16" 056 ONE SIDE. e u OR A340R LTP4 Z rcgw wn.ease xB W/BLOCKING OR 5/8"J-BOLT OR I --- x n•IH ,"�, PER rH,aTr 3� —'� 12 16 2Xb SAWN b/12 16" H2.50R SDWG 5/8"TITEN HD gae< Min.mbar �B�'a°°' R ROOF 1 :P 2 2X 4 48" LAP W/ 2X NA AT 36"MAX SEE 15600®24"MAX 1 bd @ b 72 / 4 ¢z o ,r APPLY EITHER " " " ¢°rc f 'PL"L 168 / 120 OR ?/16 Sd O (8) 16d NAILS DETAIL W/3"WASHER F LL L - --"s�-w-� M-wa. = µ, �gtnsz.6 �', ''�M � . • e2. © SIDE DIRECTLY 16' 12" 2Xb �JAWN - PMahw-Mwwae Feewallas o TOP CHOMP OF TRUSS OR MM.HEI6HT TNi LI i6 PLYWOOD TO STUDS b/12 12" D1 SEE DETAIL) MASAP AOR NNMeY mAfaurARlNeOON � TO MATCH RAFTERS.LEDGER LOK OR ) _ I omoW _ �— IN m.end distance 505 LASS PER O 69L Pa �e o; 22' 12" 1.75 X 5.5 LVL 6/12®12" OWNER APPROVAL e F1n Eme 115; w" 'nxn PGER PER GAL{pUT 1 le w.Enpe,c,.,a�_ I 10 16 Z X 4 SAWN GONT.SHEATING CONT.SHEATING ■ THING 7/1 b" 05B ONE SIDE. 12I 16" 2Xb SAWN W/BLOCKING OR 5l8"J-BOLT OR ■ OR A34 OR LTP4 INITIAL: ,. - H2.5 OR SDWG 5/8"TITEN HD IM 5'.-� „,___Kr a „ APPLY EITHER 4PJ" LAP W/ AT 36"MAX SEE n 11 PAGE: { _-�__ - SHEARWALL TOP CONNECTION 410 / 350 OR 7/16 8d 4/12®16" (2)2X 4 2X 2X DETAIL 15600®24' MAX 1 bd @ 4" W/3"WASHER 36 / 4 SIDE DIRECTLY s u (8) 1 bd NAILS ,M„1„_w„w,n,,,,,i8s Weal Detain Ww90ap PERPENDICULAR J015T © 16 12 2 X 6 SAWN \ SEE DETAIL \ OR MASA OR EnR01-weHepNlualn NSW/OWtamarPhg f{FJ1� PLYWOOD TO STUDS 'D1> CD2> MASAP JOISA $1 THIN OV R SHEATHING JO 51T G 22' 12" 1.75 X 5.5 LVL YW SHEATHING 5PLIGE i� 10' 24" 2 X 4 SAWN OR A34 OR LTP4 IN/BLOCKING OR 5/8"J-BOLT OR OF; __ 'R. 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STERLING II ALL PREFABRICATED STRUCTURAL ROOFING MEMBERS ANY OTHER NATIONALLY RECOGNIZED BRAND MAY BE USED SPRUCE PINE FIR, HEM FIR, OR DOUGLAS FIR-LARCH, NUMBER 2 OR BETTER, UNLE55 OTHERWISE STRONGLY RECOMMENDS THAT A GEOTECHNICAL REPORT BE PERFORMED BY A QUALIFIED CODE. THE DESIGNS HEREIN ARE PREPARED IN ACCORDANCE m SHALL BE DESIGNED BY A CERTIFIED PROFESSIONAL PROVIDED THAT THEY ARE EQUIVALENT IN THEIR ABILITY TO SHOW W N. ALL SAWN HOOD SHALL HAVE MOISTURE CONTENT LE55 THAN 25%. GEOTECHNICAL ENGINEER FOR ALL CONSTRUCTION PROJECTS. SOILS ANALYSIS AND WITH THE 2015 IBC. CONSTRUCTION SHALL CONFORM WITH ENGINEER. THE PREFABRICATED STRUCTURAL ROOFING CARRY ALL APPLIED LOADS IN ALL ORIENTATIONS. GENERAL CONSTRUCTION: PREDRILL ALL NAIL HOLES WHERE REQUIRED TO AVOID SPLITTING. GEOTECHNICAL ENGINEERING ARE NOT A SPECIALTY OF CCI. GGI DEPENDS ON OTHERS FOR THE THE MOST RECENT BUILDING CODE ADOPTED BY THE 1/4" = 1' U.N.O. v DESIGNER SHALL PROVIDE TO THE CONTRACTOR STAMPED INSTALLATION: THE CONTRACTOR SHALL INSTALL ALL CONNECT ALL HOOD MEMBERS PER THE PLANS AND APPLICABLE BUILDING CODE.WHERE PROVISION OF SOILS DATA, W W WHICH INCLUDES BUT I5 NOT LIMITED TO: ALLOWABLE BEARING APPROVING JURISDICTION. i' ' DESIGN DRAWINGS WITH APPROPRIATE NOTES SHOWING PREFABRICATED ITEMS IN STRICT ACCORDANCE WITH THE STRUCTURAL PLANS DO NOT SPECIFICALLY ADDRESS A STRUCTURAL ELEMENT, CONSTRUCT SAID CAPACITY, LIQUEFACTION POTENTIAL, SLOPE STABILITY,ACTIVE AND PASSIVE LATERAL PRESSURES, LIMITED SCOPE OF CONSULTANT'S WORK: W MEMBER 5IZE5, FORCES, INSTALLATION PROCEDURES, MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS. ELEMENT PER MINIMUM BUILDING CODE. INTERNAL FRICTION ANGLE, AND COHESION. IN THE ABSENCE OF A GEOTECHNICAL REPORT CCI HILL CONSULTANT. THE CONSULTANT IN RESPONSIBLE CHARGE 09-06-17 a BLOCKING, BRACING, ETC. THE LOAD CARRYING CAPACITY OF THE PREFABRICATED BEAMS AND POSTS. ALL SAWN STRUCTURAL BEAMS, HEADERS, AND PO5T5 SHALL BE DOUG FIR MAKE A55UMPTIONS REGARDING SOIL PARAMETERS, HOWEVER, CCI TAKES NO RESPONSIBILITY OR OF THE WORK INDICATED HEREIN 15 TIM K. GARRISON, P.E., ENGINEERED HOOD-GENERAL. THESE PRODUCTS MUST BE ITEM CANNOT BE GUARANTEED IF THIS PROVISION 15 NOT LARCH NO 2 OR BETTER, EXCEPT WHERE EXPOSED TO HEATHER AND SPECIFIED A5 PT(PRE55URE LIABILITY FOR FUTURE SETTLEMENT, OR DAMAGE OR INJURY DUE TO EARTH MOVEMENT OR FAILURE DOING BUSINESS A5 CONSTRUCTIONCALC, INC., HEREAFTER PROVIDED, STORED,AND INSTALLED IN ACCORDANCE WITH ADHERED TO. NAILS AND SCREWS WHICH HILL BE EXPOSED TREATED) MAY BE HEM FIR NO. 2 OR BETTER. GLULAMS, P5L5, LVLS, ETC. SHALL BE PER OF ANY KIND. INDICATED A5 "CCI." MANUFACTURER'S RECOMMENDATIONS. FAILURE TO DO THIS TO HEATHER SHALL BE GALVANIZED OR STAINLESS STEEL. IF PREFABRICATED HOOD PRODUCTS SECTION BELOW. STRUCTURAL FILL: "STRUCTURAL FILL"SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR SCOPE OF CONSULTANTS WORK. THE SCOPE OF WORK OF CD MAY VOID THE WARRANTY AND DIMINISH LOAD CARRYING INSTALLATION RISKS CRACKING OF HOOD, CONTACT MULTIPLE PLY MEMBERS. STATE HIGHWAY SPECIFICATIONS FOR IMPORTED ROAD BASE OR SUB BASE; OR USE SAND OR CCI 15 LIMITED TO STRUCTURAL ANALYSIS OF A NEW SINGLE L Z CAPACITY. ANY NATIONALLY-RECOGNIZED BRAND THAT ENGINEER FOR ALTERNATE NAILING AND /OR ALTERNATE TRIMMERS, KING STUDS, HEADERS. WHERE MORE THAN ONE 2X 15 PLACED AGAINST ANOTHER AND OTHER CLEAN GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL. ALL STRUCTURAL FILL MUST FAMILY RESIDENCE. C MEETS THE BELOW SPECIFICATIONS 15 ACCEPTABLE. CONNECTOR. USED A5 A MULTIPLE PLY KING STUD, TRIMMER, OR HEADER, CONNECT ALL PLIES WITH 16D AT 4" OC, BE COMPACTED PER THE FOLLOWING SECTION. CCI TAKES RESPONSIBILITY ONLY FOR ITEMS SPECIFICALLY W I-BEAM COMPOSITE WEB/ FLANGE JOIST PRODUCTS. THE SIMPSON 505 HOOD SCREWS. WHERE SPECIFIED, INSTALL STAGGERED. NON-STRUCTURAL FILL: "NON-STRUCTURAL FILL" IS 501E(NATIVE OR IMPORTED)WITHOUT: ORGANIC ADDRE55ED IN OUR DRAWINGS AND CALCULATIONS. 0 O CONTRACTOR SHALL INSTALL THE I-JOIST PRODUCTS PER MANUFACTURER'S RECOMMENDATIONS. IN GENERAL BEAMS, COLUMNS. WHERE MORE THAN ONE 2X, OR LVL, OR LSL 15 PLACED AGAINST ANOTHER AND MATERIALS; ROCKS AND LUMPS GREATER THAN 3" IN ANY DIMENSION; TRASH;AND THE LIKE. IF USED CONSTRUCTED ITEMS NOT SPECIFICALLY ADDRESSED COMPLETE WITH WEB STIFFENERS AND OTHER BLOCKING/ THESE DO NOT NEED PILOT HOLES. HOWEVER, IF HOOD 15 USED A5 A MULTIPLE PLY BEAM OR COLUMN, CONNECT ALL PLIES WITH GLUE AND 2, 16D AT 4" A5 COMPACTED FILL, IT MUST BE COMPACTED PER THE FOLLOWING SECTION. HEREIN SHALL BE BUILT PER MINIMUM CODE. ID BRACING A5 SHOWN ON THE PLANS AND/OR A5 OLD AND OR VERY DRY PILOT HOLES MAY BE REQUIRED TO SPACING. COMPACTION: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING 8-INCHES. COMPACT USING I RECOMMENDED BY THE MANUFACTURER. AVOID SPLITTING. U5E LENGTH A5 SPECIFIED IN PLANS BUT GLUE. WHERE SPECIFIED, HOOD GLUE SHALL BE COMMERCIAL GRADE WITH MINIMUM 5HEAR MECHANICAL(VIBRATORY OR IMPACT) METHODS. LOADS p 1 ciP5L (PARALLEL STRAND LUMBER)AND VERSA-LAM. WHERE NEVER LE55 THAN REQUIRED TO ENSURE FULL STRENGTH. STRENGTH OF 450 PSI AT 28 DAYS. USE LIQUID NAILS LN-940 OR EQUIVALENT. PREP AND APPLY PER IN PAVED AREAS AND UNDER STRUCTURES, USE STRUCTURAL BACKFILL COMPACTED TO 95% FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN CALLED FOR, USE MINIMUM 2.OE, 2,900 PSI MINIMUM SIMPSON 5D HOOD SCREWS. WITH MOST SIMPSON MANUFACTURER'S RECOMMENDATIONS. RELATIVE COMPACTION. /ANALYSIS: ALLOWABLE BENDING 5TRE55. CONNECTORS, CONTRACTOR MAY USE SDI IN LIEU OF 1017 WINDOW AND DOOR OPENINGS. IN NON-PAVED OR NON-FOOTING AREAS USE STRUCTURAL BACKFILL OR NATIVE BACKFILL MINUS C ' fi LVL (LAMINATED VENEER LUMBER). WHERE CALLED FOR, U5E NAILS, AND /OR 5D10 IN LIEU OF 16D NAILS. THESE ARE HEADER. U5E HEADER SIZE SHOWN ON STRUCTURAL PLANS. MAY USE LARGER OF SAME MATERIAL. ROCKS, LUMPS, AND ORGANIC MATTER, COMPACTED TO 92% RELATIVE COMPACTION. 0 ROOF LIVE: 20 PSF. 1 MINIMUM 1.9E, 2,600 PSI MINIMUM ALLOWABLE BENDING PROVIDED IN 1-1/2" AND 2-1/2" LENGTHS. USE THE LENGTH ALL HEADERS SHALL BE INSTALLED WITH THEIR TALL DIMENSION VERTICAL. IF HEADER 15 LESS THAN 3 WHERE PIPES ENTER AND EXIT STRUCTURES (DISTRIBUTION BOXES, UTILITY BOXES, CATCH BASINS, 0 ROOF + CEILING DEAD: 15 PSF ti STRESS. NECESSARY FOR FULL PENETRATION INTO THE MEMBER(5) INCHES HIDE (I.E.A SINGLE 2X OR SINGLE LVL) U5E A FLAT 2X NAILED TO THE BOTTOM OF HEADER IN MANHOLES, ETC.) USE STRUCTURAL FILL AROUND THE STRUCTURE. CAREFULLY PLACE AND 0 ROOF SNOW: 25 P5F 5.• a L5L (LAMINATED STRAND LUMBER). WHERE CALLED FOR, USE CONNECTED. AN "L" CONFIGURATION WITH 16D AT 4" MAX SPACING. IF NO HEADER 15 SPECIFIED, THE HALL 15 COMPACT TO 95% RELATIVE COMPACTION UNDER AND AROUND ALL PIPES. 0 FLOOR LIVE: 40 P5F w MINIMUM 1.3E, 1,100 P5I MINIMUM ALLOWABLE BENDING A55UMED NON-LOAD BEARING AND WALL TOP PLATE MAY SERVE A5 THE HEADER. WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER- 0 FLOOR DEAD: 15 PSF. 5TRE55. MULTIPLE ADJACENT OPENINGS. WHERE ADJACENT DOOR OR WINDOW OPENINGS OCCUR IN A HALL, EXCAVATION AND COMPACT PER THE ABOVE. 0 DECK LIVE: 40 P5F ' GLUE-LAMINATED TIMBERS. UNLESS OTHERWISE NOTED, ALL HEADERS FOR EACH OPENING SHALL BE INDIVIDUAL MEMBERS WITH FULL-HEIGHT KING STUDS FOUNDATIONS, FOOTINGS ON SOIL:ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED 0 DECK DEAD: 10 PSF. j GLU-LAM BEAMS SHALL BE 24F-V4 DF/DF INDUSTRIAL BETWEEN THEM. EACH HEADER SHALL U5E THE NUMBER OF KING 5TUD5 SPECIFIED IN STRUCTURAL EXISTING SOIL OR STRUCTURAL FILL. ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH 0 EXTERIOR HALL DEAD: 10 PSFW i APPEARANCE GRADE, MANUFACTURED BY AN AITC CALLOUTS. FOOTINGS AND FOUNDATIONS TO BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF 0 INTERIOR WALL DEAD: 7 P5F 1 APPROVED FABRICATOR. STORE AND INSTALL IN TRIMMERS, AKA JACK STUDS. USE SIZE (OR LARGER) PER STRUCTURAL CALLOUTS. CONCEALED FOOTINGS TO BE BELOW LOCALLY PRESCRIBED FROST ZONE, NOT LE55 THAN 12". 0 SEISMIC FACTORS: 55= 1.104, 51= 0.438. J ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FLANGE HANGER OF SIMILAR BEARING LENGTH AND CAPACITY MAY BE SUBSTITUTED FOR TRIMMER. FOUNDATIONS. FOOTINGS ON ROCK: WHERE FOOTINGS BEAR ON ROCK, CLEAN THE ROCK FREE OF 0 SEISMIC DE5 CATEGORY: "D" IF THESE SPAN CONTINUOUSLY OVER ONE OR MORE KING STUDS. UNLESS OTHERWISE SHOWN ON PLANS USE THE FOLLOWING. THESE MUST BE FULL- DIRT, M055, DEBRI5, OR OTHER DELETERIOUS SUBSTANCES. PLACE CONCRETE DIRECTLY ON 0 HIND EXPOSURE IV, 3-SEC GUST: 120 MPH. INTERIOR SUPPORTS OR ARE CANTILEVERED, U5E 24F-V8 DF/ HEIGHT, BOTTOM PLATE TO TOP PLATE, IE DIAPHRAGM TO DIAPHRAGM. CLEANED ROCK. WHERE ROCK 15 SLOPED LE55 THAN 3:1 (18-DEGREES), NO DOWELS INTO ROCK ARE 0 ASSUMED ALLOWABLE SOIL BEARING PRE55URE: 1,500 I DF. IF VISUALLY EXPOSED TO INTERIOR LIVING SPACE, USE •* OPENING LE55 THAN 6' WIDE- USE MIN., ONE KING STUD EACH END OF HEADER. NECESSARY. PSF. •* OPENING 6.1'HIDE TO 9'HIDE U5E MIN.,TWO KING 5TUD5 EACH END OF HEADER. WHERE ROCK 15 SLOPED 3:1 (18-DEGREES)OR GREATER, USE#4 X 16" LONG DOWELS ARCHITECTURAL APPEARANCE GRADE. - c`a PLYWOOD OR 055 5HEAR HALLS.ALL 5HEAR HALLS SHALL •* OPENING 9.1'HIDE TO 16'HIDE, U5E MIN., THREE KING 5TUD5 EACH END OF HEADER. ROTOHAMMERED 6" INTO ROCK. ROTOHAMMERED HOLES TO BE A" DIAMETER, PERPENDICULAR TO SINGLE PROJECT: C BE POSITIVELY CONNECTED TO HORIZONTAL DIAPHRAGMS DISCONTINUOUS TOP PLATE. WHERE WALL TOP PLATES ARE CUT, OMITTED, OR OTHERWISE FACE OF ROCK. NO EPDXY 15 NECESSARY. DOWELS TO BE LOCATED A5 FOLLOWS: THE CALCULATIONS, DRAWINGS, NOTES, SPECIFICATIONS, v OR SLABS AT THEIR TOPS AND BOTTOMS PER THE PLANS AND DISCONTINUOUS AT A HEADER, THE END OF THE HEADER SHALL BE CONNECTED TO THE REMAINING 0 FOR CONTINUOUS FOOTINGS, USE DOWEL WITHIN 6" OF ENDS, CORNERS,AND INTERSECTIONS AND/OR TABLES PREPARED BY CCI ARE VALID ONLY FOR 6 T5. WALL SHEATHING MAY BE EITHER ORIENTED TOP PLATE BEYOND WITH A HORIZONTAL C518 STRAP WITH MINIMUM 12" LENGTH ON THE HEADER AND AT 48" OC MAX SPACING. DOWELS TO BE CENTERED ON STEMWALL. THE PROJECT INDICATED HEREIN. THESE DOCUMENTS ARE tL w cs r. n GALLOU Z X TT w m 75 STRAND BOARD (OSB)OR PLYWOOD APPROVED FOR USE A5 AND 12" LENGTH ON THE TOP PLATE BEYOND. STRAP MAY BE ON TOP, INSIDE, OR OUTSIDE OF WALL. 0 FOR PAD FOOTINGS, USE TWO DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOWEL 15 NOT VALID,ARE NOT APPLICABLE TO, AND SHALL NOT BE —- Qn X r c LATERAL-RESISTING SHEATHING BY AN APA-APPROVED ANCHOR BOLTS. TOO LONG TO FIT IN FOOTING, U5E 90-DEGREE BEND A5 NECESSARY TO PROVIDE 2" COVER AT TOP USED FOR ANY OTHER PROJECT AT ANY OTHER LOCATION. alQ p O enY MANUFACTURER. STORE AND INSTALL IN ACCORDANCE WITH SHEAR HALL ANCHOR BOLTS CONNECTING MUD SILLS, USE 5/8" DIAMETER X 8" MIN EMBEDMENT AT OF FOOTING. Q 2 Inj . Q z N ro THE RECOMMENDATIONS OF APA AND 113C FOR SHEAR THE SPACING SHOWN IN THE PLANS BUT NEVER GREATER THAN 60" OC AND WITHIN 12" OF ENDS AND SLABS ON GRADE. SUBGRADE BELOW 5LAB5 SHALL BE SIMILAR TO THE ABOVE. A LAYER OF FREE COMPETENT CONSTRUCTION PERSONNEL/SAFETY: D Or o w RESISTING VERTICAL WALL SHEATHING. CORNERS, WITH 3"X 3"X .229" STEEL HASHERS, WRENCH TIGHT. HET SET ANCHOR BOLTS SHALL DRAINING MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED ONLY COMPETENT PERSONNEL FAMILIAR WITH z ax m HAVE A HOOK OR HEAD ON THE EMBEDDED END. ROTOHAMMERED ANCHOR BOLTS AT THE SAME FOR ALL INTERIOR 5LAB5. CONSTRUCTION AND SAFETY PRACTICES GERMANE TO THE SPACING MAY BE USED IN LIEU OF WET SET-SEE SPECIFICATIONS IN PREVIOUS SECTION. AN FOOTING DRAINS. FOOTING DRAINS, WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT PROJECT SHOWN HEREIN SHOULD BE EMPLOYED TO ALTERNATE TO WET-SET ANCHOR BOLTS AND HASHERS MAY BE SIMPSON MASA OR MASAP AT THE EXTENDING TO FINISHED GRADE, SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND ASSEMBLE AND CONSTRUCT THE WORK. � N SAME SPACING SPECIFIED FOR HET SET ANCHOR BOLTS. RETAINING WALLS WHICH HILL HAVE EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL ' ` NON-SHEAR WALL ANCHOR BOLTS SHALL BE SPACED A MAXIMUM OF 12-INCHES AND WITHIN 12- PERFORATED PIPE ROUTED DOWNGRADIENT TO DAYLIGHT, UNLESS OTHERWISE SPECIFIED. OSHA AND STATE LABOR AND INDUSTRIES STANDARDS. O ri �,J INCHES OF ENDS AND CORNERS AND SHALL BE FITTED WITH 2" STEEL PLATE HASHERS. U5E EITHER CONTRACTOR ASSUMES FULL RESPONSIBILITY A5 TO Z 0 1/2" DIAMETER X 8" MIN EMBEDMENT WET-SET, OR 1/2"TITEN HD WITH 4" MIN EMBEDMENT. STANDARD CONCRETE: CONSTRUCTION METHODS USED, SAFETY PROVISIONS z IliQ t NON-SHEAR HALL ANCHORS MAY BE 0.145" DIAMETER POWDER-ACTUATED PINS WITH 1-1/2" MIN STANDARD CONCRETE. CONCRETE FOR FOOTINGS, SLABS, AND WALLS SHALL ATTAIN A MINIMUM 28 EMPLOYED,AND THE FINISHED AS-BUILT CONDITION OF THE (� QZ CONCRETE EMBEDMENT, AT 16" OC, UNLE55 OTHERWISE SHOWN . DAY STRENGTH OF Ft =2,500 PSI UNLE55 OTHERWISE NOTED ON PLANS. MINIMUM CEMENT STRUCTURE AND RELATED SYSTEMS. Z +—+ PRESSURE TREATED LUMBER. USE PRESSURE TREATED LUMBER IN CONTACT WITH CONCRETE AND/ CONTENT= 5 SACKS PER CUBIC YARD. MAXIMUM WATER/GEMENT RATIO SHALL BE 0.45. ALL W .V n OR SOIL, AND WHEN DIRECTLY EXPOSED TO HEATHER. PRE55URE TREATING CHEMICALS SHALL BE MATERIALS SHALL BE IN ACCORDANCE WITH ACI 318, LATEST EDITION. MIXING AND PLACING OF ALL MATERIALS AND METHODS: INERT, OR OTHERWISE NON-REACTIVE WITH METAL CONNECTORS (INCLUDING NAILS, BOLTS, FRAMING CONCRETE TO BE IN ACCORDANCE WITH IBC AND ACI 304, LATEST EDITION. PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH v 5 ci CONNECTORS, ETGJ OR STRUCTURAL STEEL MEMBERS. ADMIXTURES. INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. ry IY co IN CERTAIN GASES NON-PRE55URE TREATED LUMBER MAY BUTT AGAINST CONCRETE. IN THESE FLOWABILITY, AND/OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL �— GA5E5 USE A LAYER OF HEAVY, ASPHALTIC-TREATED CONSTRUCTION PAPER BETWEEN HOOD AND OF THE CONCRETE 15 NOT ADVERSELY AFFECTED. FIELD PERSONNEL UNDERSTAND AND ADHERE TO THIS. v Z CONCRETE. AIR ENTRAINMENT. PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR jU O Q BLOCKING I BRIDGING. PROVIDE CONTINUOUS BLOCKING AT ALL BEARING LOCATIONS. PROVIDE FULL HEATHER. TEMPORARY SUPPORT AND BRACING: tLI DEPTH BRIDGING OR BLOCKING AT 8' OC MAX. IN JOIST OR RAFTERS WITHOUT CONTINUOUS FLY ASH. HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN ACCORDANCE GENERAL. PROVIDE ADEQUATE TEMPORARY SUPPORT TO ALL pi PLYWOOD DIAPHRAGM CONNECTION ON THE TOP . WITH ASTM C618 WITH A CORRESPONDING REDUCTION IN CEMENT CONTENT. ANY SUCH CONCRETE HALLS, ROOFS, BEAMS, COLUMNS, AND FLOORS DURING (L FRAMED FLOORS WHICH SUPPORT POSTS SHALL BE SOLIDLY BLOCKED WITHIN THE FLOOR CAVITY TO SHALL OBTAIN AT LEAST THE STRENGTH AND DURABILITY CHARACTERISTICS A5 STANDARD CONSTRUCTION. DESIGN OF SAME 15 NOT INCLUDED HEREIN. POSITIVELY TRANSFER POST, COLUMN, OR OTHER CONCENTRATED LOADS THROUGH THE FLOOR TO CONCRETE LISTED ABOVE. CONTRACTOR OR OWNER SHOULD CHECK ALL TEMPORARY- ,. w THE SUPPORTS BENEATH. SUPPORTING DEVICES WITH A QUALIFIED PERSON. (�V BOLTS. UNLE55 OTHERWISE SPECIFIED: U5E HASHERS ON ALL BOLTS; TIGHTEN ALL BOLTS TO A VERY CONCRETE REINFORCING: CONTRACTOR SHALL BE RESPONSIBLE FOR THE ADEQUACY m SNUG WRENCH TIGHT CONDITION; USE STANDARD A301 BOLTS; FOR BOLTS IN HOOD, DRILL THE SAME STRENGTH, SPLICING. BENDING. REINFORCING BARS (REBAR)SHALL BE GRADE 60(FY= 60 K5I) OR OF ALL TEMPORARY AND/OR PERMANENT SUPPORT DIAMETER HOLE A5 THE BOLT; FOR BOLTS IN STEEL DRILL HOLES 1/16" LARGER THAN THE BOLT BETTER, UNLE55 OTHERWISE SPECIFIED IN THE PLANS. ALL REINFORCING SHALL BE SPLICED, SYSTEMS. RETAINING HALLS. DO NOT BACKFILL AGAINST A DIAMETER. PROVIDE THE FOLLOWING MINIMUM EDGE DISTANCES BETWEEN CENTERLINE OF BOLT DETAILED, BENT, AND SUPPORTED IN ACCORDANCE WITH APPLICABLE ACI CODE. RETAINING HALLS UNTIL CONCRETE HA5 CURED TO AT LEAST to ?, AND ALL EDGES OF BOLTED HOOD, AND BETWEEN CENTERLINE OF MULTIPLE BOLTS: WELDED HIRE FABRIC. UNLESS OTHERWISE SPECIFIED, WELDED HIRE FABRIC(WWF)SHALL BE W2.9, 2,500 P5I (OKAY TO U5E HIGH EARLY STRENGTH ADMIXTURES w a „ 5/8 INCH DIAMETER BOLTS 3 INCHES 6"X6" (6 GA.), ASTM A-185. SPLICE BY LAPPING ONE MESH +2"ALL SIDES. OR ADDITIONAL CEMENT IN THE MIX TO ACHIEVE THIS). FOR 1: _° 3/4 INCH DIAMETER BOLTS 3.15 INCHES COVER. PROVIDE THE FOLLOWING MINIMUM COVER: RETAINING HALLS THAT ARE TO BE CONNECTED AT THEIR O �s ZZOUK 1 INCH DIAMETER BOLTS 4.15 INCHES FOOTINGS AND OTHER UNFORMED SURFACES, DISTANCE FROM THE BAR TO EARTH FACE...3" TOP TO HORIZONTAL FLOOR DIAPHRAGMS, DO NOT BACKFILL `Gi.0 y�iwm MINIMUM DISTANCE BETWEEN EDGE OF BOLT AND ANY EDGE OF STEEL PLATE (ANGLES, GUSSETS, FORMED SURFACES IN DIRECT CONTACT WITH EARTH 2" AGAINST THE RETAINING WALL UNTIL SUCH HORIZONTAL Z MA ="ww= FLANGES, WEBS, ETC.)SHALL BE ONE INCH. SURFACES EXPOSED TO HEATHER 1-1/2" DIAPHRAGMS ARE IN PLACE AND PROPERLY CONNECTED TO g6w6w J O i>WZ Nawo ENGINEER SHALL SPECIFICALLY APPROVE ANY BOLTED CONNECTION USING LE55 EDGE DISTANCE SURFACES EXPOSED TO SALT HATER 3" THE RETAINING WALL. � < Of$ THAN SHOWN ABOVE. FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLE55 OTHERWISE SPECIFIED. w0 2 Pfl i LAG BOLTS. ALL LAG BOLTS GREATER IN DIAMETER THAN 1/4" SHALL HAVE PILOT HOLES PRE-DRILLED. z�N�_ ¢¢UO � W00 SIZE OF PILOT HOLE IN THREADED PORTION SHALL BE 10% OF THE UNTHREADED SHANK DIAMETER BOLTS AND DOWELS IN CURED CONCRETE: oo �� (OR ALTERNATIVELY, 90% OF THE ROOT DIAMETER OF THE THREADED PORTION). PILOT HOLE GENERAL. THIS SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETE GAR n w°�q� tJ -=.g DIAMETER OF UNTHREADED PORTION SHALL BE THE SAME DIAMETER A5 THE UNTHREADED SHANK. USING ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT=4-INCHES UNLESS n�`� Iwot< OTHERWISE SPECIFIED. MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE = 3" FROM HOLE �,is of WA,ty4:Ugh0 '� s CENTERLINE UNLE55 OTHERWISE SPECIFIED. sZr t *% , m,§° EXISTING REINFORCING. IT 15 IMPORTANT THAT NO EXISTING REBARS ARE DRILLED OR CUT DURING y `Y `' Z I►/ �� ROTOHAMMER OPERATIONS. LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON- goo DESTRUCTIVE METHODS (PACHOMETER, RADAR, OR SIMILAR). ' < r . �a�a WASHERS. USE 3"X3"X.229"HASHERS ON ALL HOOD MUD SILL ANCHOR BOLTS. SUCH WASHERS MAY ' / ~ Li BE SLOTTED, WITH PLATE HASHER UNDER THE NUT A5 ALLOWED BY THE IBC.AT NON-MUD SILL i'y LOCATIONS, SMALLER HASHERS MAY BE USED. U5E A STEEL PLATE OR MALLEABLE IRON HASHER 1 DNA L OWNER APPROVAL UNDER NUTS AND THE HEADS OF ALL BOLTS THAT CONNECT HOOD. 9/6/1 NON-EPDXY SYSTEMS. USE SIMPSON TITEN HD WHERE SHOWN IN THE PLANS. THESE ANCHORS MAY I Wilea /g INITIAL: BE USED TO RESIST TENSION LOADS AND 5HEAR LOADS. INSTALL PER MANUFACTURER'S PAGE: RECOMMENDATIONS. Es..',G, ui, ER's "sG4&. EPDXY SYSTEMS. FOR BOLTS, U5E SIMPSON EPDXY-TIE BOLT SYSTEM WITH ET-HP OR SET HIGH `.5 Fey& 5T Rj_to?'L, STRENGTH EPDXY, WITH ZINC PLATED, A301 'ALL-THREAD' BOLTS A5 SHOWN IN THE SKETCHES. FOR frEµs ry,,1 L�' . DOWELS, USE ET-HP OR SET HIGH STRENGTH EPDXY AND REBAR AS SPECIFIED ON THE PLANS AND "J� OF: CALLOUTS. DRILLING OF HOLES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH EPDXY MANUFACTURER'S RECOMMENDATION. 0 BMP C154: CONCRETE WASHOUT AREA Q BMP G235: WATTLES O BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT ® BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND J. SYKORA, CPBD o PURPOSE PURPOSE PURPOSE DEPTH _ ry PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO W WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT PURPOSE AND DEFINITION ------------- --- fa W NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS E ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.W ATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. J. STERLING I CONDITIONS OF USE INCLUDING:WATER INFILTRATION; NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT m ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS - CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE 11-4.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE 501E AND VEGETATION AND REPLACES IT WITH MINIMAL W W SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN FEET OF THE SITE - -- - - - 4 CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.3T8)FOR TYPICAL CONSTRUCTION DETAILS. SDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION 1,000 . FOR RESIDENTIAL CONSTRUCTION o -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://WVVW.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTMit5ECTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT PERVIOUS SURFACES FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4" = 1' u.N.O. -IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING, THEMSELVES BECOME POLLUTION GENERATING SURFACES DUE TO INCREASED USE OF PESTICIDES, -CONCRETE TRUCKS, PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET p INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS i 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHWATER MAY BE DISPOSED OF IN A USE WATTLES: GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF 01-06-1-, d FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SW W PPP.IT IS DIFFICULT TO DETERMINE EXACTLY HERE ACCESS TO THESE PROJECTS GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH A5 STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. a APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY - - - -_------- - - ----- "`-"' - -- -- - EFFECTIVE FOR ONE TO TWO SEASONS. NOT TO SCai E ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH 15 NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRINGCD "- - --- 1 SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE -PREVENT BILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH z �- 5•n":rvmum F•+ - WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT 6 Lath and(layginy I RESIDUALS.IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE ilil ® �: m 3 sides DESIGN CRITERIA �! _ AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT IS IMPORTANT THAT IMPORTED TOPSOILS ' O Sardoag ! -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED (1) CO -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH Of 3-TO 5-INCHES ON CLAY SOILS ' INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. berm Sandbag i AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES �O /��t DESIGN GUIDELINES infi10 and plastic lining SHOULD BE DUG TO A DEPTH OF 5-TO 1-INCHES,OR 1/2 TO 2l3 OF THE THICKNESS OF THE WATTLE. :111111111111111111 s ',S��C� �� s/ -SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT ., I -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD �F y- * PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A MID �' Varies } EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. y'�' 111 A A 1 t -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,501E TYPE, ' '�' �i ' DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO — MO x cif�* OTHER PORTIONS OF THE S1TE WHERE FEASIBLE. '�.0 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. ,jai! -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. �!` . I, �-��� Berm j +�'+� a]=�=. - �, SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT t I -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. i1 0A s sor PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING. € IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE , �10 ti p ,�, �„ '� - 100'min. 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% " ( j ilL C Section A-A AND INTO THE SOIL. + + "laAs + ( . m 10 end plastic lining • .i. ' ,. ., ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6"0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR CAN �~ . ++' $ Plan Notes: m $ THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF "'- 1. Actual layout ALSO BE USED FOR STAKES. -t '�;tit INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE o (15 g tleterrrined in the field. -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING _ + ` t "Below Grade" 2. A concrete washout Install driveway / { S. SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, Dz Type ABOVE THE WATTLE. o culvert llthere is a WHERE FEASIBLE. sign shall be installed ''` r"1 - raadside ditch present 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. N v thin 1D m of the 4"-B'quarry 3m Minimum temporary concrete MAINTENANCE STANDARDS spells 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS 41.1.a 1 washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. -" j THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.959),WITH THE (Wi Wood frame `""'` EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN B1 i B securely fastenec ! • __ _ Geotexfiie r �� . ORGANIC MATTER CONTENT OF 40%TO b5%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN around J} perimeter entire two t 3'-4' , i RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND J ,I stakes ��l ' �— ft.2m} _sod s i + � LOWLANDS REGION. u- - vanes H - 10milI f,.� B.CALCULATED AMENDMENT RATES MAY 8E MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR plastic lining I`�+ ,\ ,f� /�,1 ( , ` ''i' OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT v IIIII ) ,- J / EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B,TESTING PARAMETERS,IN WAC 1'13-350-220. V I `� �� r5Y' �. '- Notes: r t5'mir,. O �) , �. l THE RESULTING 501E SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. Stake(t Straw roils mus'.be ' /r/ 3 Driveway shall meet 12"minimum thickness ,� //f the requirements of the L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE V Section B-B placed along slope Adjacent rolls f - permitting agency. METHODS LISTED BELOW: (N ,_ 10 mil plastic fining contours shall tightly abut 1 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. w two-stacked 2. It is recommended that Provide full width W C 2x12 rough Plan ,!(f _ the entrance be of ingress/egress 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM p woad frame _-_.. .- CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. -- 4 ' crowned so that runoff area drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST 0 t0 _ Type "Above Grade" with_Woad Planks / �'49/ F' ' ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- Z I '- W CO - NOT TO SCALE ,, / t .+' - APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. Q cc) 1�' yia •(��- 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. ll.l IL Q 0 0 tp 're ' v 13'--,.25-(3-8m) �... ,t t MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.501E THAT ALREADY MEETS THE Q z t11 U Z ry `r 161 Figure I I-4.1 .7a Figure 11-4.1 .1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. J o -c O Co W Concrete Washout Area �` Stabilized Construction Entrance MAINTENANCE u m Revised June 2015 ` Sealing typ depends ',� Revised June 2015 -ESTABLISH 501E QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM DEPARTMENT OF DEPARTMENT OF slope steepness "'Vt. ECOLOGYCOMPACTION,SUCH A5 FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLOGY Please see hetp9d»vw.ecy.wa.gowkopyright.hfml for copyright notice inUudino permissions, Sediment.organic maker. F Y 40 opY copyright 9 PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. �� Please see lift l�lwtvay.ec .era. v/c htmlfor notice including permissions, State of Washington limitation of liability-and disr�acrrer. Vet and native red behindeds are State of Washington limitation of liability.and disclaimer. 1 1 1 ''• captured the rolls. -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE 501E SURFACE TO REPLENISH ORGANIC MATTER. LI-1 + -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION, FERTILIZERS,HERBICIDES AND PESTICIDES, tsi r,,d RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. v f— O BMP C1230: SURFACE ROUGHENING r� �. O STORM DRAIN INLET PROTECTION 1-40.20-00 — _ Q Z O Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE O BMP C233: SILT FENCE u_ 0 Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment , Z a-�i 9( trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment .` 3"-5"(75-125mm) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs suchC [ USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION 517E BY PROVIDING A �— Q Z as seeding,mulching,or sodding. y TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE ! .� 8'-10"Oia. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. Z- CONDITIONS OF USE: ,i//j 11--- }/ / P" (200 25ornrn) 11-4.2.12 SILT FENCE(P.369)FOR DETAILS ON SILT FENCE CONSTRUCTION. w • (1 4 -AII slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. �y#�♦ _ / [ /' 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). V / £ -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. � ` --. + /� V CONDITIONS OF USE ' ` ci -Slopes with a stable rock face do not require roughening. Live Stake GTE ` y SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. v Y N -Slopes where mowing is planned should not be excessively roughened. y ,�4",„ II/ a•�x SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF _ r-~ \__ Y/ 1"x 1"Stake `� THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. I— (L it -• f (25 x 25mm) GRATE ms� SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS v Z LLl yh �� """`,�j OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W --._-_-. _._. --.- -. _. .. I _. P t (t NOTE. ,% DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN ---11 !I 1. Sl! equines the placement and secure staking �� ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. a ce a r ` of _i i 3 -5"(75-125mm)deep,dug on Contour. { o (� '•. c. �`'a.G-.-�- -.c..�-¢, Ru roll must rat. .1 t o run under or around rat. NOT TO SCALE SEDIMENT °�"s- V / W OVERFLOW BYPASS n r. N �jy A te D � . ® aO1posts.Use staples.v re ng arri yes. �c ea ram. >:. esBELOW splicedO Figure U-4.2.14 _ T I a � `� Wattles N �, rG•- r �� c.� / equivalent to attach fabric to postsZ. '�.' +� 2"x2'by 14 Ga.wire or equivalent. �° Ir '-� •� � DEPARTMENT OF Revised November 2ff15 1111 • its°andard strength fabric used m _� ECOLOGY " _ ter— Q z�m r_i a Please see httpiAvws-acy.wa.goistopynght.htm1 for copyright notice including permissions, o o •••.• • - !~�: . ._ yca State of Washington limitation of liability. and disclaimer. :ti;:, • ' rd alti \`�BMW a �)f)Si �cS,w ci l . riir .1. ." I 000 %Tracking with machinery up and dawn er. �a¢a ,� O p p p " re ���vow.,� . , i i� o° .� BMP C123: PLASTIC COVERING ,;.,,,.� . oN0 cl a 28 the silo provides roves that will �- -} v- a �-'-`� ••`++ ••• E z n slope9 a a o .•• ..•• i 1 �. a ` -, .ram c, i i iyi ::4Sa a ui ca Batch seed,rainfall.and reduce runoff. er" c. PURPOSE: . .�.:.•.�. . , s `:z o o v� caw PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. SECTION VEW �,o), ky.•`'�'* / //�/k�� r f -, AI,- g l g o Tracking CONDITIONS OF USE: MOTTO OBOE /lea i r'II� �\ T �\���- - rj- grit PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LE55 THAN 30 DAYS, Minimum I ) 6'max rY C u w ire) $ EXCEPT AS STATED BELOW. 4"x4'trenrXt i 1 I qE PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY '—J o "fF a .1 RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post sparing may be increased ✓✓ H w i �:j - , 2"x2-wood posts.steel r, �- • '• Ii i MONTHS)APPLICATIONS. to 8'if wire backing is used fence posts. or equivalent 0 E o - II .1I 71• oar aeowt a =w 6 o =11 111=1e -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE _ NW REMOVAL BMW(ri) dogwE n�n.n°11 I a, ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. III 30zD _ -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE ��f' z$�z 1`, P� " L. MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY "-� 2"x2-by 14 Ga.wire or equivalent. u g=�< - • __ t a ir I CLEAN WATER AWAY FROM THESE AREAS. r� Olt Ai i1 i,� if standard strength fabric used 0 8 0 k TO PREVENT UNDERCUTTING,TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. G +(1 I�' ,..,-�'r"�'���' •IEll MI y 50 6"mint�� -WHILE PLASTIC IS INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE, REMOVAL,AND \ 1' 1 ate•• y;a (1Bn«) (150nxn) TI�I IIF `. • / Filter fabric Si 6156 Sri „� DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. Si O Foo .i I -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF • THE `1 in 2'iron Ira _II. SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY CLEAN 11 o, a r1 \` ?< a m_ a RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX GLEAN RUNOFF FROM A PLASTIC COVERED \'i CI '`^. +� �" t Contour Furrows SLOPE WITH DIRTY RUNOFF FROMAPROJECT. asawrraerenAh its OVERFLOW trvvJ /\ 11 v • Latill ilf Bnanve SCR or with- ��// d .; \ OWNER APPROVAL Pru�.i f.axunur-. 5 „ t/ ., Y q arnve or 1.5`washed gravel \ 12,irk j\/ Grooves will catch seed,fertilizer. . ag)) rEoematenno rxronen/.111131011 Minimum. - '�/ / / / mulch.rainfall,and devease runoff. 1 r • v/ 4"x4"trench INITIAL: ? Wilk W.MA-JRLP PAGE: -:i , - - 100111EIRIC VIEW CERTIFICATE NO.minds 2"x2"wood posts.steel • 0 no: O SCALE J. onatosinu.s......s fence posts.or equivalent ----n, -t--"..;.....a..".�.. NOT TO Scat F -4.1 .5 _,- ------------- —r!!f -'- Rou henin b g g Y INLET Figure II-4.2.12 OF:and Contour Furrows 00 a„ ,�,8 rPLAN Silt Fence DEPARTMENT OF AVmOVED FOR Rlat/CATlON DEPARTMENT0 OF I Revised October 2014 ` Revised June 2015 Pasco Bakefleh III 09-20-0f I ECOLOGY _- a en 15 ECOLOGY I Please see httplMww.ecy.wa.go+dcopynght.hfml for copyrighl notice including permissions, •_ - —_ -- +col+ Please see httplAvwwecy.•,va.govicopyrighthrm/for copyright notice including permissions, State of 'Washington limitation Of liability. and disclaimer. State of Washington limitation of liability, and disclaimer. i STANDARD PLAN - 10 . 12-03 - CONCRETE CURBS STANDARD PLAN F-80 . 10-04 - CONCRETE DRIVEV'1AY ENTRANCE J. SYKORA, GPBD E 13 r E 1 _ VARIES(SEE CONTRACT) J. STERLING n o FACE OF CURB VARIES 12"TO 24" FACE OF CURB I - FACE OF CURB - FACE OF CURB -- -`D -Z S 1 GROOMED (SEE NOTE 1) ' VARIES - I B 1/2" 6 1/2" VARIES FROM 6"(IN)TO 0"(IN)- FINISH(TYP.) -Th i _ VARIES(SEE CONTRACT) _ --- -- - 1" 10"TO 22" LMAH ' MAINTAIN 1H :6V SLOPE /% 7 / 7;V - 3B" IN EXPANSION JOINT TYP BROOMED �� - t II (SEE CONTRACT) 1" 5 1/2" 1" VARIES 1"(IN) ON SIDE OF CURB / i CEMENT CONC. PEDESTRIAN CURB(TYP.) ( ) ( -) - FINISH (TYP.) DRIVEWAY 1/4 - 1 U.N.O. i"(IN) R. (IN) R. - SEE STANDARD PLAN F-30.10 (SEE NOTE 1) ENTRANCE (WHEN SPECIFIED IN CONTRACT)- 12"(IN) R. " m 12"(IN ROWAY SEE STANDARD PLANF-10.12 DEWALK MATCH ROADWAY ROADWAY 7"(IN)R. MATCH ROADWAY1N)R.• �� ; 12"(IN) R TY ) WALK .} � )' tV p . . IL� :2.0%: ' D D D D D ° LLO / i i MATCH SIDEWALK WIDTH , D D D D : m F- D ' // ��i / �l SEE CONTRACT) to /Lb - D - ' D ° \10- f D . .D - c _ • •°D D \m' FLUSH WfTH OUTTER PAN AT CURB / 7fr // 01111) y ... �l O ` O LAIPMtAT DRIVEWAY ENTRANCE P ENTRANCE-1ERTICAL , j Q Q n (SEE CONTRACT) 1112' 1112" 1`-6" f 0 DUAL-FACED CEMENT CONCRETE CEMENT CONCRETE DEPRESSED CURB SECTION I j W TRAFFIC CURB AND GUTTER TRAFFIC CURB AND GUTTER AT CURB RAMPS AND PLAN VIEW CO CEMENT CONCRETE CURB DRIVEWAY DRIVEWAY ENTRANCES CEMENT CONCRETE I TAPER(TYP.} TYPE 1 CURB AND GUTTER AND GUTTER(SEE NOTE 3) 5'-0 2'-6" © DRIVEWAY ENTRANCE n , ` (SEE NOTE 3) NOTES 1 (TYP.) (TYP.) PLAN VIEW SIDE SLOPE(TYP.) 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 15'MAX. (SEE NOTE 6) VARIES 15'MAX. (SEE NOTE 6) k. e' expansion joint with 3/8" (in)joint filler along the driveway centerline. 1/2" IN GRADE (TYP_) (SEE CONTRACT) (TYP.) See Standard Plan F-30.10. Construct expansion jointsparallel ( ) LIP BETWEEN 1"(IN) R. CEMENT CONCRETE BREAK GRADE p ROADWAY GUTTER a 12"(IN)R. g' NOTE GRADE BREAK with the centerline as required at 15' (ft) maximum spacing when AND CURB,OR SEE �r CEMENT CONCRETE OR 1/2"(IN) R. CURB RAMP, LANDING, * BREAK �\ NOT STEEPER THAN 'a q p g r (SEE CONTRACT) (SEE CONTRACT) _ E to ASPHALT CONCRETE 1"(INj OR DRIVEWAY -,_._._,� ROAD GRADE * 'k driveway widths exceed 30' (ft). - CONTRACT PLANSII ENTRANCE 1- See Standard Plan F-30.10 for CurbExpansron and - _ ---- SIDEWALK OR PATH R. ��•��-9- - ' " 2. ; E ;s1;; r etailw R. (TYPVARIES ) )a (IN) 1111111.1111. pecireqPlansrthe o GUTTER(SEE NOTE6 additional requirements. PEDESTRIAN RAMP - � PEDESTRIAN RAMP F-10.12 for i a 3/8 (IN)PREMOLDED JOINT FILLER _� CEMENT CONCRETE Curb Details. a al .1z f SIDEWALK(TYP.) O �__. 3/8"(IN) EXPANSION JOINT(TYP.)- DRIVEWAYrl (WHEN ADJACENT TO CEMENT 3/8"(IN) PREMOLDED SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK CONCRETE SIDEWALK) JOINT FILLERDRIVEWAY RAMP or other obstructions in front of driveway entrances. 3/8"(IN) EXPANSION JOINT(TYP.)- 1/2"(IN) LIP BETWEEN e ROADWAY GUTTER 5. Where "GRADE BREAK" is called out, the entire length of the SEE STANDARD PLAN F-30.10 SECTION 0 CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB - (SEE CONTRACT) - (SEE CONTRACT) _ AND CURB(OR SEE line between the two adjacent surface planes shall be flush. s CONTRACT) LEGEND E AT CURB RAMPS, LANDINGS, 1/2"(IN)R. 6. The Pedestrian Ramp length is not required to exceedl5 feet AND DRIVEWAY ENTRANCES (TYP.) l a: DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying SLOPE IN EITHER DIRECTION E (SEE CONTRACT) r AND GUTTER the 15-foot max. length (measured from back of sidewalk) the x J kI * to C. / (SEE NOTE 3) a 1.5%OR FLATTER RECOMMENDED FOR 2 - W running slope of the pedestrian ramp is allowed to exceed 8.3%. * DESIGN/FORMWORK(2%MAX.) s i? QATRIC .'• Use a single constant slope from bottom of ramp to top of �t r � t DRIVEWAY RAMP ramp to match into the sidewalk over a horizontal distance 7.5%OR FLATTER RECOMMENDED FOR %C �j CA z Q.Q Of WASy Q of 15 feet. * * DESIGN/FORMWORK(8.3%MAX.) 0 OF NAS//7a,'✓_ • e F. FACE OF CURB FACE OF CURB 4 3/8"(IN) EXPANSION JOINT(TYP.)- -t.. `C i=� C m FACE OF CURB R� i 9 DRIVEWAY (SEE NOTE 6) +,,.' c�T �� Tp'� a VARIES 12"TO 24" ,S1 5 / SEE STANDARD PLAN F-30.10 5 Y FACE OF CURB A !/ �. `p w (SEE NOTE 7) 7. Beyond limits shown. Pay item does not include driveway. �t^� }= m VARIES 7 1/4" W "C 0 SECTION g See Contract Plans. v _ 1" 10"TO 22" 1" 6 12" .O ,F, O "CEMENT CONCRETE DRIVEWAY (SEE CONTRACT) MI 5 12" 1" 1 12"(IN)R. "/' ��� Q`� z ENTRANCE TYPE 2"PAY LIMITS y W O 34363 O w "CEMENT CONCRETE DRIVEWAY tO CONTRACTION JOINT(TYP.)-SEE STANDARD PLAN F-30.10 \ O y 28680 O w O o 1"(IN) R 1"(IN) R. 12"(IN)R 1"(IN)R. // �cQ e01 STB�4, t� a_ ENTRANCE TYPE 1"PAY LIMITS FOR RAMP LENGTHS GREATER THAN 8'-0"PROVIDE fF J �6'!S TEP� �l' V t2•(IN)R. Ss/ NAL ��G Y CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN. OC. 8 �A el 3 ` ROADWAY _ ROADWAY I _ . D - to m '; �� O;y A L N .-• m D - • 1m D • ' m ROADWAY "v ROADWAY 0co D ' - D B Ed - A �i Zeller,Scott D - , . . ' (SEE NOTE 7) DRIVEWAY \ Cql Jul lz zm6aa6 PM V - D ' ' _ _ May620143:31 PM _ a i • ° • ,D Q ' o o (SEE NOTE GEMENT CONCRETE w 1 DRIVEWAY1411111e, IL D • D . • CEMENT CONCRETE CURBS / DRIVEWAY ENTRANCE z IZ -- v A '. . D ° - CL. 4000 CONCRETE TYPES 7 2 3 & 4 ft q ►- r- c 1 D . D D ' " . CL. 4000 CONCRETE - / / PER STANDARD SPEC.8-06.3 7 r d '` tZ ' I . • • • . " STANDARD PLAN F-10.12-03 PER STANDARD SPEC.8.06 3 i / �� ,j STANDARD PLAN F-80.10-04 p 0 4 r••• o`n n 1 3/4" 1 3/4" k 8 1/4" 8 1/4" 01 SHEET 1 OF 1 SHEET (� SHEET 1 OF 2 SHEETS J Z f0 APPROVED FOR PUBLICATION Nataleh,PAD g APPROVED FOR PUBLICATION D 4 . Z = IliTvn 112014 115 PM ii' tart• fiCa h11Carp52t0162:29 PMmSTATE DESIGN ENGINEER � -� �2 STATE DESIGN ENGINEERDUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT ri) . /.3,..i.s Wes; ISOMETRIC VIEW - ISOMETRIC VIEWrgton State D.pomwtl of TmropoMolio^ J \ Washington State Deportment of Transportation 'CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB TYPE 1 - PAY LIMITS TYPE 2 - PAY LIMITS -„ al di • STANDARD PLAN F-30 . 10-03 - CONCRETE SIDEY'4ALKS 2 v 0 o ZWI < 1'-0" 6" SIDEWALK Ci z (SEE CONTRACT) _ FOR SIDE TREATMENT SIDEWALK 6 1/2" SEE © 6 1/2" I I-0" 1'-a' SEE OTHER SIDEWALK SECTIONS CONTRACTION Z (SEE CONTRACI) JOINT 5 12" 1" FACE OF CURB W , ROUNDING 2�0 12"(IN)R.(TYP.) V 1 12"(IN) R. (TYP.) CURB NOT INCLUDED IN BID ITEM- a•-- rd. 2.0%MAX. SEE STANDARD PLAN F-10.12 0 20 MAX_y. `ri D 1 . ` 11-1 t (V J CD ROADWAY Vni �Aa�, A`.•... . . . . r� f °1"(IN)R ' _ [ ri _ , l • 't SEE RAISED EDGE 3/W(IN)PREMOLDED ..,, SEE CURB FACE DETAIL •D D • D �+ ill DETAIL-THIS SHEET JOINT FILLER WITH RAISED EDGE f W O FINISHED GRADE 1°(IN) BELOW MONOLITHIC CEMENT CONCRETE _ 2'-0" SIDEWALK O TOP OF CONCRETE SURFACE CURB AND SIDEWALK 8• 6 1/2" 7 O Q MIN. (SEE CONTRACT) NOTE IIL Et if) (1 (�/ 1'-0" 1'-0° CURB FACE DETAIL ��/ r v 1/2"(IN) R.(TYP.) 1. Four feet of the sidewalk width shall be the minimum pedestrian accessible V ROUNDING _ CURB NOT INCLUDED IN BID ITEM- route free of vertical and horizontal obstructions. Gratings, Access Covers, EXTEND SIDEWALK TRANSVERSE EXPANSION O 2.0% O 2.0%MAX. SEE STANDARD PLAN F-10.12 Junction Boxes, Cable Vaults, Pull Boxes and other appurtenances within the JOINTS TO INCLUDE CURB(FULL DEPTH) W �`��/���/���/\������\�/���� ' sidewalk must have slip resistant surfaces be flush with surface, and match Z N ��1� ``\\/\/ /\/�/�\/�/��/ �.���. • �1 grade of the sidewalk. CV / / /\ `v 3Ar(IN) r// Cr pk . /. % PREMOLDED \./ �. WALL OR BARRIER m ,�-- JOINT FILLER ADJACENT TO CURB (STEEP FILL SLOPES) SIDEWALK 'Cr BROOMED FINISH(TYP.) = <0 q' woo= 1'-0" SIDEWALK 12"(IN)R. 1� 0. © PE(RIMWIDE SMOOTH-TROWELED ETER W F z o O ALL CUT MIN. (SEE CONTRACT) V SLOPES7 d ��� CEMENT CONCRETE CURB 6wo� (! (CURB AND GUTTER SHOWN) ,o 2 CURB NOT INCLUDED IN BID ITEM- NOT INCLUDED IN BID ITEM g y 5 _ 1 ;T 2.0%MAX- SEE STANDARD PLAN F-10.12 3/8"(IN) PREMOLDED r �► SEE STANDARD PLAN F-10.12 = ¢ W m 1`)OR JOINT FILLER •Q ww" a. 3w ,wDr' OT 0 3/8"(IN) PREMOLDED `r . Hr-<wa JOINT FILLER `i' W°s�� SIDEWALK ADJACENT TO WALL DETAIL 0 !;- / A > �3g2� ADJACENT TO CURB BRIDGE OR PEDESTRIAN .-.,.-- 144 RAILING ty SIn ao z BARRIER^SEE I SIDEWALK /CONTRACTION JOINT o hit \� IN SIDEWALK ONLY !OH CONTRACT PLANS __�l (SEE CONTRACT) Mw o<i / r^- sift / LEVEL 12" �`cFF '�� ''EXPANSION JOINT IN BOTH ATRI CA I i 12"(IN) R. (TYP.) "Yp Q C oo$i,� / I CURB NOT INCLUDED IN BID ITEM- 12"(IN)R. CURB AND SIDEWALK ,vZ %0f WA,9-4 Z Ha~z FLUSH , , a 2.0%MAXI SEE STANDARD PLAN F-10.12 I \ / z a D / EN R ^(•' dmw10 ,-4we it ® d N.W�/ m 1"(IN) R. allt ISOMETRIC VIEW W V 149 0 o VERTICAL WALL- ate'(IN)PREMOLDED //VG JOINT AND FINISH -. < wr = SEE DETAIL JOINT FILLER(TYP.) DETAIL 0,�, qN p 4363a% ,. °' ADJACENT TO CURB AND RAILING OR WALL 8s t S TB G1 RAISED EDGE DETAIL s/ONAL E� EXTEND SIDEWALK TRANSVERSE OWNER APPROVAL 3'-0"MIN. JOINTS TO INCLUDE RAISED EDGE Barry,Ed FOR SIDE TREATMENT SIDEWALK _ BUFFER STRIP May 6 2014 3:41PM SEE OTHER SIDEWALK (SEE CONTRACT) (SEE CONTRACT) _ INITIAL. 1 3/8" z 1/8"TO 1/4" PAGE: SECTIONS g �L CEMENT CONCRETE 4 1/2"(IN)R. CURB NOT INCLUDED IN BID ITEM..• SIDEWALK 0 o 2.0%MAXy (TYP.) SEE STANDARD PLAN F-10.12 j D • ,• . STANDARD PLAN F-30.10-03 • } ° 'Pros D D � D.? TOo SHEET 1 OF 1 SHEET FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE D APPROVED FOR PUBLICATION SURFACE FOR PLANTING,-FLUSH IF PAVED �!, j R,I R°toe`4 Pasco OF. PREMOLDED N vr km a 20141:25 PM JOINT FILLER STATE DESIGN ENGINEER ADJACENT TO BUFFER STRIP ® EXPANSION JOINT © CONTRACTION JOINT 7 Washington Stet. Department of Transportation LANDSCAPE LEGEND J. SYKORA, GPBD r- n z 4 w J.J. STERLING 9 x \\ LAY'IN AREA �(_ S'' o N \\ .p It t lted�iD Lpurl/ At , �. h " N _ a k Brf y S.r-s owC.6AiST. C04G. &044-1 Lr `"' 1 10 U.N.O. 09-11-17 a \ , CONCRETE DRIVE CD L cp .2ob MULCH - PLANTING BED co , �bX- 10 & EOHAZARP SETBACK ? . _ . o LOT 1 EXISTING BEDROCK7.3 1 t. / 13,551 5F p -�'�` / � ( S T�t� s ILA Bartsf�4 C� po , S 4 �ot?o 9 coA Es / � o� 1. F S o W -C-E Atsn �� �'' ei ei `- � � i, DECIDUOUS TREE t Dar 5- : . � .,�,� ti �/ i u 1zfrAgt�>� 1tP0 t-9 ° ` -;k• °. E I] tp is ( `7 s Ale / / VSao pL 5r� Tz�Q.,st�� 2 0) ii �J ryo �oa �2 `` Q�I� � � ��� r 6- � s � ��°�� CONIFER TREE LL ipo 7 CA- IC / / \ �y �i 4 y , 7)1 tOe� try reAgtVSZ-li DIAS I V GLEARIN6LIMIT / /� . 7 \ g l tti(.Le 1)15 ' PA. n� NaTtti1L V$4\ "�°J1 CI s- CI s- / DECK >. to \ Z.GS% of 5 1 1 c NO < �c�FOP tt�� tii, v / y m .� p, Dts�UR- t O i / o � \ / ADS � jEv �1oP� l5 dol.- Pcr-Ot '*D \ Z a `s W en / to 5 = SHRUBS / PLANTINGS — q m ?Ob / a S F, D N {LPP V tom, q r �° �T GJrt 5 i o sue" Al Q x j GQ„�C \ �qlc. R= "' D'�{atoms Pcr�z a'� �J�.Yz, PrV; - `\ piii Z m � •z � {o 6 Q ,3 m ^� r`'e., a�s`oA r y b �D g� 1 � t3 Y Z7DC uJAc» P-E�O¢'t • m f Q Q 2 3 S. ,�' ,' D• Pw�4 s pip , r Fa. MINIMUM TREE DENSITY l� » ° �cS�f1f1 atST O� SYS A 5FR . . -p 5 `� ANAGORTES MUNICODE-16.50.0'10 - ` Q <ti`:i r Slot s (y \ 3, [439.5j r / 1, NY i Calculation of the Total Tree Units Required. The total number of tree units � W O " / IF\ \ required to be provided by a regulated project or tree conservation permit ` F- r •�.� f approval listed in Section 16.50.100 shall be calculated by dividing gross site v / I area, minus any public or private street rights-of-way, by one thousand Table C / 501E STOCKPILE Z Z V a Y / 16.50.120(9). The result of the calculation will be the total number of tree units d b " '� " _ �� required for the project approval within the building site. z z Q \ \� it it "N. / /�� Z Q } e \ LOT SIZE :13,551 5F TREES REQUIRED: 14 Wkr) t eV! .r _ \ -__ *2 \ tr \ ' 0�s / LOT INFORMATION !L W A F r r % ss, v Z LOT SIZE : 13,551 SO.FT. (.31 ac) W nl7 36"O.D.CIRCULAR CUTOUT pt0 IX \ -�(� FOR DRIVEWAY MEDALLION ' :.'.S ' 'a �'; / - \ \\g r \ / LJ l A ;' e \. / CLEARING LIMIT AREA : 10,'Tali SQ FT di ,C • s. v �.S r 0RWEWAY ':cod �...�'fi�.i..�.f 4 2.0' / s� 0- y d' >1 r sr,P•:•••Onnpa!i . 3 4 / / \3 / , MAX BUILDING COVERAGE (35%) = 4,143 5Q.FT Ui W , -8 •s v 1 ,610 sa.FT. .sc, to �ti.: . c� �, '4\ \, SHEET FLOW DISPERSION IN AGGORDANcJ . 11- / / Z CV .'VitH 9MF T5.125HEE' FLOY•t DIsFERs r •s ; .• / 't 1,40 ' ACTUAL BUILDING COVERAGE ° `s ��O > > i\ 9cr..1� (34.11 /o) = 4,104 SQ.FT.so m /f1 v / I /> �'ay t*S'a�� : . ;�,• v IMPERVIOUS AREA W/ ROOF OVERHANGS : 5,086 SQ.FT. ` \\ / cr t.. \ ./ /,(9 .'i . SEE PAGEA16 FOR , a� ., r / 'k,O f .'.'.'.'.'•' CONCRETE DRIVEWAY w`=� r ( 1;, 3 GAR \/ / /0++ ti i. ;. APPROACH DETAILS. / IMPERVIOIUS DRIVEWAY & SIDEWALK AREAS : 1 ,114 SQ.FT. °oaa ",> \ GARAGE AR a < / ;�` %% :.ti usE TYPE 1. IL �o / / '� TOTAL IMPERVIOUS AREA : 6,560 SQ.FT. og c g� v v62 ,SO” xm' . � ° ; MAX20'DRIVEWAY `vEwEw .OT 2 ~ R • ip. �} (� z,;',c�' ��]. WIDTH PER5TR-260F \, PARCEL* P V 1 j���mot\ \ r��w.�\ / -/ ` $ ,Y' air EV5 STANDARDS �?o �. LIO w w \ �®• p' - / / y„ y ADDRESS: 3922 ROCK RIDGE PARKWAY, ANACORTES, 1NA98221 < nit,. 124 _ \\\ � 7 /..4V ONNE • NELSON —t =W"g- o t-v�-tY " / R• p ,=° /e, _ •�7 e-" y' i "\�yY-ems' / o�ci'aa / I "sii a.,:. PLAN AREAS LU a- -° Deb` MAIN FLOOR 3,044 SQ.FT. — MIr / i 6 \7K. / / / p / TOTAL LIVING AREA: 3,044 rJQ.FT. \ h 4k _.F , ,,,„ UTILITY OVAL 47 / GARAGE 1 ,013 5a.FT. INITIAL/ / / ENTRY PORCH 234 SO.FT. (COVERED 130 5Q FT) PAGE: (UNCOVERED 104 50 FT) {,o OPEN DECK 306 SQ.FT. qe� / COVERED DECK 119 SQ.FT. of / �e 40 // / / BMP C154: CONCRETE WASHOUT AREA 0 BMP C235: A BMP 13.13: POST-CONSTRUCTION SOIL QUALITY AND S 6 E'r WATTLES O BMP G105: STABILIZED CONSTRUCTION ENTRANCE / EXITJ. SYKORA, GPBD Ca h PURPOSE PURPOSE PURPOSE DEPTH __ _.__ W z PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO c�`N PURPOSE AND DEFINITION (Tr WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT n x ENTERING SURFACE W WATERS OR GROUND WATER. VELOCITY AND GAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS J. STERLING a 4 CONDITIONS OF USE INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT g H ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS - - O CONDITIONS OF USE • TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE 11-4.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION _ KC R WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.318)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 AL50 PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL -- ' CONCRETE TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4" = 1' U-N.O. "F -CONCRETE 15 USED A5 A CONSTRUCTION MATERIAL. ON WATTLES(HTTP://W W W.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTMttSEGTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHIWIDTH TO PROVIDE VEHICLE ACCESS/PARKING, THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, _c IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER W ASTEATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS.THE CONCENTRATION OF PET _. N o -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD - LIE "- it] INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS • Ir i 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE MILL NOT MAY BE DISPOSED OF IN A USE WATTLES: GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF r-- CC 09-11-11 FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP.IT IS DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS (� d GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH A5 STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLAGE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME a U DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. ..-2�,_s APPLICATIONS AND LIMITATIONS o THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY NOT TO SCALE • ESTABLISHING A MINIMUM 501E QUALITY AND DEPTH 15 NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRING it. (1- - --_- EFFEGTNE FOR ONE TO TWO SEASONS. 13) SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-51TE Z 0 -PREVENT KILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.501E ORGANIC MATTER CAN BE ATTAINED THROUGH h Z - - 3m Minimum WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH A5 COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT t; : 'i� I (� (� - Lath and Baggfag RESIDUALS.IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE Q � doh 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,1715 IMPORTANT THAT IMPORTED TOPSOILS (10) W -lava�� O Sandbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED 0 -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS ' INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. Berm Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES dd ` • DESIGN GUIDELINES oi,- 10 rtin plastic fining SHOULD BE DUG TO A DEPTH OF 5-TO l-INCHES,OR tl2 TO 2/3 OF THE THICKNESS OF THE WATTLE. "r-�l�\, n �.�� r� -SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD `G �! � PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A ' Varies { EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. s A Ild A [ ,� DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO s ,.I p. _; -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, ..�r #'r OTHER PORTIONS OF THE SITE WHERE FEASIBLE. • 1 rn • AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. .�t r-y • ry -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS Il Ji -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. ,r € Berm a SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT -�_`� I -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: C i a -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE 1 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% Section A-A AND INTO THE SOIL. �- ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. 10 mil plastic lining -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR CAN _ _ _ _ _ Plan Notes: / THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE R00T5 LIMIT THE DEPTH OF `` - 1. Actual layout i ALSO BE USED FOR STAKES. _ INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE determined in the field. ` -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING ��' q Type "Below ABOVE THE WATTLE. Instaidr vevvay SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, (115 q T e Below Grade" 2. A cait-Tete washout T. culvert ifthere is a WHERE FEASIBLE. sign shag be instated / roadside ditch present u,f } 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. inrilhin 10 in of the 4"-B'quarry a �.` , MAINTENANCE STANDARDS i. ,` 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS 3rn Minimum temporary concrete spells s>, i washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH 501E AND THOROUGHLY ENTRENCHED, % A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING " ;;;....„. ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. :; THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.959),WITH THE t CO P Wood frame "�- t EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%61050LIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN g j +B securely entire eo Geotexttle ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN I S 14 around . -..._ - . .. _..__ ., _-_:__ .,_ r Perimeter wdh two 3'-4' I - + ` RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND w ���I stakes _ (7zm) { ':,:7'.. ' LOWLANDS REGION. IL Vanes 1:3141 - 10 mil }r� -,J B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR plastic lining lam! sf- t+"Iir t7\ OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT p '�I r , .. "V• '�� I// 15'min. EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-8,TESTING PARAMETERS,IN WAG 113-350-220. Q • I \- R !/''� f Notes' ',, THE RESULTING 501E SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. Q Slake(hp_) \ r l /I/ f I. Driveway-shall meet Straw rot must be - '- // [ 12'minimum thickness L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE V 1 the requirements of the Section B-B placed along slope .- Adjacent permitting agency. \ METHODS LISTED BELOW: N L 10 mil plastic fining canton shall tightly abut • 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. co uI Two-stated f' 2. It is recommended that Provide full width CT O 2x12 rough Plan the entrance be of ingress/egress 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM U " area CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. wood frame Fes"' crowned so that runoff tU 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST O sa ` ` `I J drains off the pad. 1L w CT to n Type "above Grade" with Wood Planks 7.re i .. - x4, ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- z R r tlJ ..- NOT TO SCALE = ` ^__ APPROVED"RATE OR AT A CUSTOM CALCULATED RATE - la to r\ .__..___.�__�__._-.__W.�._.�....-.______� - 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. W • : X � f(1 el �t 10'-25(3- ) r • • 'N MORE THAN ONE METHOD MAYBE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THE Q z W S iti ry `� Figure I I-4.1 .7a 7 '�'+r' Figure 11-4.1 .1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND IS NOT COMPACTED,DOES NOT NEED TO BE AMENDED. Q O Z = W Concrete Washout Area Stabilized Construction Entrance In ° Q tTl MAINTENANCE Revised June 2015 Seedily eperxls 3 D E PAR T M£N T CSF Revised June 2015 f -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF-CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM ell DEPARTMENT OF on Sot type and / /+/� /� slope Steepness -r�'4 ECOLOGY L V G YCOMPACTION,SUCH AS FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLOGY p ecy. me y^gcopyright 4 Sediment.organiceelsmailer. Please see M.tpJhrnvw.ecy.st•a.gov/copyn'ght.ft!m7 for copyright notice inducting permissions, PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. Please see hft JrWww. ova. ht.htm/far r ht notice including omissions. r�4` State of Washington limitation of tiatiity,and disclaimer. W' and native seeds are Slate or t•'iash;igloo limitation of liability.and disclaimer. captured behind the rolls. -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. LLI 1.0 -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION, FERTILIZERS,HERBICIDES AND PESTICIDES, i %}� •3. ...r..,.- +..w..wasrs. 1 RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. v_._ Q BMP C1230: SURFACE ROUGHENING ® STORM DRAIN INLET PROTECTION 1-40.20-00 ® Z Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE B BMP C233: SILT FENCE IL z Surface roughening aids in the establishment of vegetative cover,reduces runoff velodty,increases infiltration,and provides for sediment trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment /-3"-5"(75-125r nm) 2.THE BIGD SHALL HAVE A BUILT IN NIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs such r/ �\ /t USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A as seeding,mulching,or sodding. \N.4 , `! 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE Z } CONDITIONS OF USE: - ,/r - r �� (200-259mm) 11-4.2.12 SILT FENCE(P.369)FOR DETAILS ON SILT FENCE CONSTRUCTION. ■ g " -All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. I tin -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding fakes place. ,�j► �r�1, 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). CONDITIONS OF USE ,J �/ -Slopes with a stable rock face do not require roughening. Live Stake �. ' f • -' SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. �+ ,� Cr -Slopes where mowing is planned should not be excessively roughened. + ± ' y SILT FENCE SHALL PREVENT 501E CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF rY f row _ ter-' f />'! 1"x 1"Stake `� THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. I- ILI r ��. (i° (25 x 25mm) sR"xR`OE�^^'x Ratl SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS 11 ` `/ OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W o (� FGRATE FRAM ` NOTE. j -' DO NOT CONSTRUCT SILT FENCES IN SCREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN saw 1_ Straw roll installation requires the placement and secure staluny " ° ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. 0 �� ,e„a�% cs r of the roll in a bench.a"-5"i75-12 deep,dug on contour. Sm anrum oaR. t. 0 �[, '� �`� s.� Runoff must not be allowed to run under or around roll. NOT TO SCALE " _ G.,"1G� -r'-; ^.. �'r��. _. r` ill p - OVERFLWl BIPA58 G6 41 . � UZ ¢ / ° ® =Own,LET GRATE oruv,ce /- Joints in tether fabric shah bes keetl - a.f,�i--,� .� Ia •Figure 11-4,2.14 ® __._.._. 1 at posts.Use staples.w6re pigs or (V ii. G' _ _.��- _u c`'� • f Wattles ' 1. /jI equivalent to attach fabric to posts z r rr. t. y r_a. cx- Revised Atiavernber 20i5 ! if standard strength fabric used *• I Ica �¢�+•- DEPARTMENT OF 2"x�bYi4Ga wire or equivalent. Cn la T �/ j 1� ,� ECOLOGYI - IF_ �� Please sea h@pJlkww.a'cy.wa.gov/capyrigM.htmt for copyryM notice inducing permissions - - k `� O State of Washington limitation of liahiity_and disclaimer. • •• y z(13 IL T racking with machinery up and dawn - =y���'aa � ., O BMP G123: PLASTIC COVERING " • o the slope provides grooves that WI1 A o ¢ '„i_ a. at.�,.ca. . _ _• •_ .• r, :;, % w a catch seed,rainfall. aril reduce runoff. cs '��- u gratis.a. .-. �'a. ..-z PURPOSE: "- , rt �wo`�w PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. SECWVEW NOT Ta. O �/ - `�-/-/j\ �\} `< ' \ m 3 a y o I r4. �\\w\\T\\�.\\t\lf�r`3\~il - , n\ P \ Ca o Tracking CONDITIONS OF USE: r r V. W w I �a PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, Minimum 1 IT 6'max 11 y Ot EXCEPT A5 STATED BELOWLLI . 4'k4"trench I I I o;it,o PLASTIC I5 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY r A / nOgri _ RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post spacing may be increased W 3 g i llL. 2"x2'wood posts.steel <- 11=.n=Ir MONTHS)APPLICATIONS. to 8'if wire backing is used `-'g*6 B n=11=h• o�� fence posts.or equivalent 4. / d o ore 41l,II 11=11a1 -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE -RECTANGULAR ORATE SHORN ssmIsvK SYSTEM(TM o w 1I-11 ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. ., a =.II. PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE �f�{� E 0 0 t N! l, MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY 2"zY by 14 Ga.urine or equivalent. g w a I'll ��ii.=1I `' - / '�elii'�� if standard strength fabric used "��`' i� dI�II=II`^'R GLEAN WATER AWAY FROM THESE AREAS. O ��! T]/ /t1 t r1 �. rig 6� II WWI I TO PREVENT UNDERCUTTING,TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. C(nJf( / � �� a °4`u g 50" B"min II �t�t�� '. -WHILE PLASTIC I5 INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE,REMOVAL,AND v r7 n--I ; gyp - �` Filter fabric ■I p t.)0 11 n¶� (15rt1) (150mM) IICII• DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. `: y " °S Q o II. h: • 1-I �`� I ill 0 .0_ 1=11.1ta, _ I`II'. -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE t, d . rc s ('I / II' SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY GLEAN 5 • YYYYYYY -f. �{ o C-3•-1 it: RAINWATER AWAY FROM BARE 501E AND DISTURBED AREAS.DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED '- \ikE ir/ . n y2 ( 1 Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. tiRow NaET ORATE OEmce-' - OVERFLOW srvAsamRa ill v ' 1 i' . III i ‘ Backfitl trench with , o si `'`'fly.T-'II=II h.114 Maximum p native • snit tor'/:,- r •• r:�.I I n -tl � arej /� OWNER APPROVAL n 1€gin j •, d f 1.5"washed gravel � •-_. \ 12"n \ • la all® Minimum . \ \ \\ Grooves will catch seed,PertBizer. III= d11lI a.d L =1 Q lobelia NIECT 4"x4"trench INITIAL: f ll II 11= d. 11 1-1 - - PAGE: mulch. rainfall, and decease runoff. l 11 ll#ll .t Il IL n� II 1- L t211IJIIIIIFf=n reoitEr�cvlevr MARK 1.MAAURRER 2"x2"waodposts.steel -11i t 11✓+s11 § T II NOT Td SCALE l,,....,,,"rr,,.,��.,,I fence posts.or equivalent NOT TO SCALE 1' ...«.�.+.r.e..w...r,r.........,��i Figure II�#.1 .5 • ltrraneDIAIH 011 Surface Roughening by Tracking Z� Figure 11-4.2.12 OF: and Contour Furrows Silt Fence DEPARTMENT OF DEPARTMENT OF Revised October 2014 Revised June 2015 Pared 5ikodeh a 08-YO-07 ECOLOGY 'a'°""°"® °� ECOLOGY Please see ht! lAwrw.ec .ova. vac Ti M.htm/for M notice indutlin ermissions. Sn.+�.r grraau.s.w.. Please see httpjhvww.ecy.wa.gov/copyrighthtml for copyright notice including permissions. p Y go opY 4 coPYrf9 4 P State of Washington limitation Of liability. and disclaimer. state of Washington limitation of liability_and disclaimer. .i.bOOVNV JO J .-ID i;:i 8Loatt0 Sdy - -Ti AREA M)kP' 1_-,' MOST HYDRAULICALLY REMOTE HEAD HEAD# SiE'M PRESSURE REQ'D AT STREET I 2 HEAD # H.16, H.18 GPM 26 PSI sac J11L Arm- " HD SYMBOL MODEL) K FACTOR MAX SPACING �'wwC • © RFC43-12 SIN-RFC43-RA0612 4.3 12X12 rI r- © RFC43-14 SIN-RFC43-RA0612 4.3 14X14 5tszrx - AZ Qo RFC43-16 SIN-RFC43-RA0612 4.3 16X16 m.-...•ze"_- RFC43-18 SIN-RFC43-RA0612 4.3 18X18 0 RFC43-20 SIN-RFC43-RA0612 4.3 20X20 Nwmind Temp "K" Sprinkler Max. Minimum Required Sprinkler Discharge Morro Orifice Size Rating Fodor Spacing Distance Single Sprinkler Two or More Sprinklers Map cats .21... r.c:.;„ (in) CO (IL) To Wall Flow Pressure Flow Ea Pressure Co. 3922 ROCK RIDGE PARKWAY, ANACORTES,WA 98221 (tt) (gpm) (pep (gpm) (pa) 10 Hi tiff. _ _ _ .. _ _ ._ _ _ • _ _ 12x12 6 12 7.8 12 7.8 - -- --- tci 'c iO:NC. a^tri2 3601 i"h:. r4'.'>d 1%:tew. 1'4'd rb°i0 0 I 3+£6°&,j.t?:".. I r!,'.•A>$°70"ES, SIN 14 x 14 7 13 9.1 13 9.1 "�"7.^4t'.'.'4ac' Y RFC43 i/2° 165 4.3 16 x 16 8 13 9.1 13 9.1 / / ////!//!/J11/!%/J/!%//!f1!/!!/J/lJIJJ/1!!//!JO/!///!/!!//!/!/////!//!//!!!/!!//!///----- - __� //f///l////!!!/!JJ//////1/////!!/i//%//!//!/!//!!//!//!/J r'1/!!/1/!!J///_�_---- - --------, _ -_. -- __-. ---%% T 18 z 18 9 18 175 1 n !n z / - _--- /%!///!//%///!/!!/!/!!J////%/////!/!////!/%////%J///l%//J%! JJfJ!/% !J!/J%// e s Z p =1 ` - L 1 20 z 20 10 21 23.8 21 238 �, Q "' '�1 J WALK IN CLOSET >n 1 1 p`, / P 73 NUMBER OF SPRINKLER HEADS:24 -- z� O m ' f 10"CEILING 1 ', i' '�� nu5 ///�////$�// Q I • ry O li a- :("t); / ' �/ 1D I MASTER BEDROOM �,t, • �l %� F" -,, -..- la:CEILING u,`•`'•m� % Co T D I i:! f lJi� f�//ffff////fff/////!ff/lJl�L `(/fi�' li MASTER BATH n _ g' ,U/ (/i [yam 4 d 1 - 4 :" M _.}._2'-°°.. 10"CEILING -II ey in 'mil �, < 4 """' = z I `t F1R44A6 12SW Fl RES 44 SWS 4.4 12X12 UTILITY - cuRBL 55 ? HD SYMBOL, MODEL # K FACTOR MAX SPACING 10"CEILING RFC43 1 _ _ r1 RFC43-18 rn RFC43-18 "NIts U- 0 F- NI p1 la Stan ceexP PA [.• �� • =I A F1R44A6-14SW Fl RES 44 SWC 4.4 14X14 '�.I� e i . y Li m Ft R44A6-1 H 22 } H.21 r; H.20 t21" F1R44A6-16SW F1 RES 44 SWC 4,4 16X16 jl I � 0 W 0= n c. o fib �/ m c 326 Plc 1"REHAUPEXPIPE , Pn i' ,K _.m I Y� n-- rY N • A L • _- _________I D.T.3 O n z. O w s c[ 4 LL i - / 1 : p-S1 1 C''a • d J � h+ o ,N� 1 LrJ Q '1 ...tJ ? klwm R wed OIaeFI • - I 1 I 4;r '"t Norminal Temp "K" SOnMer Max. Min Sprink urge �>- LL- m • GARAGE GARAGE _ f • t Model Orifice ReRating factor ing Distance Single Sprinkler Two o More Sprklklers 70"CEILING 10"CEILING �- --- -� 1�--• " ( ) '" O Q / .. T ', ,. m m F fk To Wag Flow Pressure Flow Ea Pressure Ea / , CLn 0 a m Q NII I m �� ,/ '2 d // �/n o- �i •5' 12 x 12 8 13 8.7 13 8.1 w p a _ 1 % i ....... . :::.. .......... - :? / f r' 4, m Pi RES 44 Sit 3/8" 155 4.4 b Q Q s{N. ii / -::.::::......: 9. p, 0.2 14 10.2 ..;N .. .�::.x: ::::::LDS�:::::•::: / I k ' 18 x 18 8 18 15.0 17 15.0 tt LAUNDRY i CLOSET '3 RFC43-1 1,%/ 'lf ` vim'--« 1 -- - -- a'Ceawc .. ' NUMBER OF SPRINKLER HE ADS: 1 _ r ___ I bir BIi7'x 77 CEILING BEAM BOOF.r.AS.-&FH•FLAG�DIMS.ANDBUI JO 'TED I - '7!- m __ ,_-- _-- -- _-- -- - i GRANI R=PLb3D=S,GN T.BD rPDr NTI�t WATER SUPPLY -� ` m r-- 1 ? T� .,.::. �Y ___ ___-___________ ,. .. : v'f Rem,ie«1mulNan b•maved {... { 4'n i I ,,// \ i RFC43 1 r• DU �K`GArnBA R -. ,•.+TY: ,,... .•.... .I':T,.�'- ---tr---j- I�o.ew•aeaomue<aroem ` \ 1LD. I"1.13 BOARD wDR 914.4911.7. FIREPLACE - 1" METER ®rowM1eN komme conatloned J RFC43-12 T_ A'// H.1SUPPLYH .akeP�;w:` / O apt p97 ;+ •' STATIC PRESSURE 60.000 " i ; • b RESIDUAL PRESSURE 52.500 ���� W - f/ I ir- `.` AVAILABLE FLOW GPM 40.000 LJ��' } - r�- : /r RFC43-16 RFC43-16 S (GPM)j j °r 1 . -7__ _{ __�.a• i o_ ri I z I i P; H 8 1 TOTAL PRESSURE REQUIRED 24.977 ORI n"roaETUNm „���//'/ % ` t> I U• air I TOTAL REQUIRED FLOW(GPM) 26.000 = ! II b .q IN L- _ �;i -1 n DEMAND a aHEADS (fir : s.^P�i _ .-..-.... %//f//J,-..--'- .---�------ Wi�•fi '-- z: //!///%// __L • '•.a :r a x INSULATION'i1 MOST TRAPPED AIR SPACE r '� w H ts, H.18 �iIr; i SAFETY MARGIN (PSI) 31.643 BATTINSULATIo 0 N M I i� t'-3^ I 4•0° I 3.0° I 4'-0' I 2' " _ _ I F.e- I _ _ •',' Fes`' ' POWDER ' REQUIRED FLOWPM i S SAFETY MARGIN (GPM) 14.000 oTEVER NTING = OIPING I"' ak n _________. ... 'Y'K'' :%! J.�.i I • 7 I. ?, 9"CEILING GMI « .{ IC HORN STROBE - ^- "._..,. • -U � �, !•"'- '' 1-? - - - --i : ' 14 CEILING 74 CEILING ,I i %__.m•rg 1.5" SERVICE LINE & 1 METER Lk 0 D 3 N ' • .f r y.,r u3y•Fir. ..... DINING GREAT ROOM I I 9 4 . $ / ni H• 1 fsi',IQ. e A�N�TO NDR / �5 r---E r CAPABLE OF PROVIDING 26 GPM @ 60 PSI. 0 W z W vi m k is w .r I- - ,' a•0° -- ENTRY p Q .;ire 1 r• 1a"cEwNc g IS 0 1. SYSTEM TYPE: NFPA 13D- MULTIPURPOSE FIRE PROTECTION SYSTEM X Q Ljj n • ^ 11 W t :Ca � H. Zno cc " i ' II a'N PIPE RAUPEX NON-BARRIER - U L LISTED FOR MULTI-PURPOSE Z {{��QLLJJ 00 aro Z Cs �, 3 t i 1 i m { 2. FIRE PROTECTION SYSTEM. C) N Q N Q a '!- � :>' - • \ .� ""' pA 1"REHAUPEXPIPE -'EJ ELEVATIONS-CROSS SECTION OF HOME «3 tz;; • F7 • �, O O v 1 H.14 H.17 H.19 i+ 3. PIPE: SPEARS FLAMEGUARD PIPE - U.L. LISTED AND APPROVED FOR „III`;`' m - RFC43-12 RFC43-16 RFC43-16 «a' 411 1 _ WET PIPE FIRE SPRINKLERS SYSTEM. I�'1 N J �, < s•m r ' I 3,.. 4. FITTINGS: SPEARS CPVC- U.L. LISTED FOR NFPA 13, 13R & 13D SYSTEMS. [ x A < Y/ I Q I { {I I{{I II 114 FT a�°aR NE N a»r-3''°° j- 6 0'Al I \;� 30 '22 -- FORM MULTI-PURPOSE W N / �Y 5 FITTINGS: EVERLOC U.L. LISTEDU GREATRM) �j' �;.v::: .:,: •.:.,..:-:.,:::..:•::. : ...a,:, •:::.:::::-.:,::: �, .;,> > ✓ .rf.r�_ s:.. r.«, . . .__. :',%%:`:><%>.% . %<:'r✓•%; .:';:' // //f/f/�' :? FIRE PROTECTION SYSTEM. 0. .+ (OFFICE) a (MASTER BATH) , �..�•..., . •.. 2m / - -'m'1 - _ I - «� OFFICE 110 FT 45 ' // / CLOSET rR 2 A r� A (THEATER RM) 1 ;..0,,' .t' 0 CLOSET '� 1+ Z Z W Z 2 :.. :.:::. .. j it A,I ,t, 74 l it�I I I I I I 11 ) I ( I I I I 1 1 1 I I (� T JIIIIIIIFTIIIIIIIIIIII ;( ; :. 1L2 1T [ '` w Q W (CRAWLSPACE) C (MECH.) 101) FT tfT },: 1 i<0"CEILNG I - CC 0 h �( I fF t tl �' 41 '23I` `i1;.;;:;` "'�`. RFC43-16 RFC43-16 ItI c < IY a gC.S RFC43-16 .; . o I y H.11 I 1- p H.12 s�4 W t so I E> OFFICE H.10 101a e 29 : ..,1 i 1> �F` 'Nil 1 O PIS 1 dt • yr O ,1 • ' a '1 0 CEILING •• RFC43 W , i '24 I` _ _ _ .._ _ i "I WASNINO 0M MATS .. i O :: Q Tv k , L.,., - � : oar 1 .44. - ` STMOATC Olt CGW ICY C. Z QQ 2 f H.8 PIMMOaC'n011sn1NIRLplS STEMS C) 0. ou FI RFC43-ir y• Rodney L. Durham (� Q 06 Ir L'I i 4� - - Level l (n _ O vi X5 e F '.•s �,"" � �, � � =_eK -:.; ,.,,.... . . I I Iy,{. �� B IIPN iris 0 � O Q fi f IS « •/ TRY �. G f m � m � 9 ?: PAN (;;::::�:; ::;:::>�:::;zz::z:::>:�:::<:;;>;;;:, r.:>::r ::i>::::>::>::>:::;:>:::z:r;:»::::;:::;>; % i � MANIFOLD EXAMPLE � � x .gy, t> i y FOL MPLE ¢ y r .3 IV 6. ,V V <j• 10°CEILNG � r.;.y;.;:ti:: ::Y:::"r:::�:i?::'i'r'r'r:i:%:i: I zYia1 z - • MECH. g a�-- r !. m _ f -:.•. - -- 4///T/ /:::•::>o->:Fo-x•>:•:,:,*:c•:�: -,,,>::,,xo-o-::::•::•:o:::::?•>.:r>:.3-:::•:.-.T.:k„�r,; ...... . ...:.. W N Q N 0' --OC ---- -- ---- O t.•,t..a------ ----�-:� ---- o--. to ........ ....I r __- .. ...-... .. ... _. . . ... ..-.... . J:"' N N -+---�1,rt- -- _ ! z�- rair .. Oh7i4ak /i ~ M Q co S ,r,tf) '- 11 LD�.cc____- �,' Q w/aa -12 +�y '/fii II ; - a ' !�1 rI 1"REHAU PEX PIPE + - }$ I { RFC4 RFC43-12 .::..... a / 11 li .I ti - -- - --- nt D' a f: RFC43-16 i a ?, H.9 �, 0 x p W m m b m 4 a to a u 2$ ILI " a r a r E} 0. y m 4 K 00. ___ Oa o `"}5 a Q Z - - i - - d O III 1 ! ktl I HUACE WAY p1Q rW K a mon X 8 .. n t> T Nc a `? tt on Q 1 ,S o oWATER SERVICE .) I r! I� •::. ::: f� ff i k 111 O - „ r., -ci 1. 1.5"POLY LINE { > 3 ' • 4...• 36 37 I SERVICE.160 FT. D.T.1 Vu- r,. V3L- ,i s• .i u'e 1 1v __ f�iL.11 I m N 'I2. i"METER-60 PSI. +` �y ` �- 1 v. N Co $ O L.z UJI W it 101-51/2" ---_--_-4•_ _P;d 7.5^SPEARS CPVC PIPE � ? •- P;F /,_';p.IRE SPRINKLER 1 RFC43-16 i:::::::•,,:V: :::•::II RFC43-16 r-� f' F1 O O • � / ■I T3 J -3 tt I BATH RFC43 16 RFC43-16 �' Cle O ¢ ' ' 3 1/2'X 71 7/5"LVL'LDOR S=4.i `a ff< r 9 G D. .a, >^ r -'- � 1 T.11 SG RISERP/HNI n._.- ,; � 10CEILINGI i 1 ' � U 3sARING 344LL ABW= ~ b .. ;17.:-:. '- .� -) a ''3 .. ..-.-.- GUEST BEDROOM '� Z KyY` :.yy.•i:.-A-.ww.:. -- }'3L�_ a y: ' #<�` _ .. ,y .. 'PS THEATER ROOM I T' _ ►f i --•'\ L - - J 10"CEILING 1 '///� �i l Lf� j 0 1.- .{- -- - 9:' - "ARNGAe04� i --� � j� ter„ 10cEILmG �__ CLOSET At CO POST(3-ax) -+w_ .. O5T(3 aX)TO -__.____-__. ^- -�// s'. 4 CLOSET : 10"CEILING v� fi t.trs'HArvcER -24"X24 XE DOTING f �"28 XaB X&"`OOfING' • D � ,• a n. .01 CO Eta' dd - -- - - t-r; (-_ v a> / MAIN FLOOR MANIFOLD-IN WALL EXAMPLE A .< 1:-1 ' L_,,r J ► ti� 1.;:r.o-�c. r i5 z iv. 4 �= APR 2018 Q 11. I 1 W1.201A r:C. Z LL p FOUNDATION (CRAWLER) FLOOR PLAN MAIN FLOOR PLAN { CITY OFANACORT J W HANGERS AND SUPPORT-CPVC FLAMEGUARD PIPE HANGERS AND SUPPORT- PEX PIPE GENERAL NOTES CONTRACTORS INFO. OWNERS INFO. STANDARD SYMBOL KEY HYDRAULIC CALCULATION SYMBOL KEY 3 E 'IPE SIZE MAXIMUM SUPPORT NFPA130 PERMITS"SUPPORT METHODS COMPARABLE TO THOSE REQUIRED BY LOCAL PLUMBING CODES" NOMINAL TUBING DIAMETER (in.) SPACING(in.) 1"FLAMEGUARD(CPVC)PIPE SPRINKLER HEAD WITH HEAD S.0 SOURCE Dia INSIDE DIAMETER OF PIPE m -c r O (INCHES) SPACING (FEET) THE HANGAR/SUPPORT REQUIREMENTS MUST ASLO BE FOLLOWED ON NFPA 130 SYSTEMS. ARE ESIGNED I COMPUANCEBANDSYSTEMS ARE OESIGNEDINCIJMPLIANCE WTTH NFPA I3D STRANDBERG CONSTRUCTION,iNC. NELSON ROBERTP H9t j NUMBER, SPRINKLER TYPE seC oS I co TOLCO CPVC HANGER 3/8",1/2",3/4",1" 32" TUBE TALON 2.ALL INTERIOR PIPING TOBE•RENAU "FLAMEGUARD(CPVC) PIPE H.1 HEAD NUMBER C-Factor INSIDE OF PIPE SMOOTHNESS r N Cp ...... IM" 5-1/2 FT OTHER'MSENOTED. PO BOX 319 NELSON VICKY A RFC43-16 NUMBER&COVERAGE _ 1.HORIZONTAL RUNS MUST BE BRACED SO THAT THE STRESS S.RISERS MUST SE SUPPORTED BY PIPE CLAMPS 1.PLASTIC HANGERS AND STRAPS ARE RECOMMENDED,BUT 3.MINIMUM SPACING BETWEEN SPRINKLERS'SRO" DOMESTIC PIPING CO r N K 6"FT LOADS WILL NOT BE PLACED ON A FITTING OR A JOINT, OR BY HANGERS LOCATED ON THE HORIZONTAL METAL SUPPORTS WHICH ARE DESIGNED FOR USE WITH 0 PER NFPA I3D,REFER TO SPACING CHARTS FOR ANACORTES, WA 98221 4305 MARINE CREST PLACE R.30.A RISER NUMBER FT FLOWING TEE (O i11 Q"J Id " SUPPORT SPACING IS SHOWN IN THE FOLLOWING TABLE, CONNECTION CLOSE TO THE RISER.ONLY USTFA PLASTIC TUBING CAN BE USED. MAXIMUM SPACING BETWEEN SPRINKLERS AND - r m co \/1L HANGERS AND CLAMPS CAN BE USED.VERTICAL FROM WALLS. ANACORTES, WA 98221 3/4" REHAUPEXPIPE \ I T.30 TEE 16 1BRANCH OFATEE -1/4" 6-1/2 FT 2,WHEN A SPRINKLER MEADACITIVATES,A SIGNIFICANT REACTIVE FORCE CAN BE EXERTED ON THE PIPE.WITH LINES MUST BE SUPPORTED AT INTERVALS TO 2.VERTICAL TUBING SHALL BE SUPPORTED AT EVERY FLOOR 4.THE ROUTING OF THE TUBING SHOWN ON THIS AVOID PLACING EXCESSIVE LOAD ON A FITTING "111111' (8-FEET TO IO-FEET HEIGHT)AND AT THE MID-FLOOR GUIDE DRAWING IS INTENDED TO BE SCHEMATIC. THIS PHONE: 360 -293-7431 -1/2" 7 FT A PENDET HEAD,THIS RE:km/s FORCE CAN CAUSE THE AT THE LOWER END.THIS CAN REDONE BY USING , BEMEENFLOORS, DRAWING SHOWS SUGGESTED ROUTING ONLY. ( ) 1"REHAU PEX PIPE ifilHORN STROBE P.1 PIPE NUMBER 1R 1 RUN OF A TEE PWE TO LIFT VERTICALLY IF IT IS NOT SECURED PROPERLY, RISER CLAMPS OR DOUBLE-BOLT PIPE CLAMPS (((��� ALTERNATE ROUTING MAY BE USED.SO LONG AS wend strandber construction.com - •p, ESPECIALLY IF THE.THEPRIN1a.USTBEBACEDAAINSTER DROP IS FROM SMALL LISTED FOR THIS SERVICE. • 3.WUSHINGETRATINGMETATERIAL ,UTILIZEAPTRATIOV-DESIGNED a \ I® THE SPRINKLERS ARE CONNECTED INTHE y� 9 L.1 90DEGREEELBOW PT PSI TOTAL 1H 1SPRINKLERHEAD 8 FT DAMETER PPE. HE PIPE MUST BE BRACED AGAINS THE BUSHING OR SLEEVING MATERIAL ON ALL PENETRATIONS TO PROTECT v ARRANGEMENT SHOWN. VERTICAL UFT-UP WITH THE CLOSEST HANGER. B,THE RISER SHALL BE SUPPORTED VERTICALLY TUBING, 5.ALL PIPING TO BE SUPPORTEDACCORDING TO D.T DOMESTIC TEE PF PIPE FRICTION 1L 90 DEGREE ELBOW N Et !-1/2" 9 FT WITHIN 2 FEET OF THE CEILING OR BOTTOM gp01:4 Allir ® NFPA I3D AND MANUFACTUIEBRS RECOMMENDANONS. 3.ALL INTERIOR PIPING TO BE 15"SPEARS CPVC. OF THE JOIST. 4.PIPING LAID ON OPEN JOISTS OR RAFTERS SHALL BE SUPPORTED IN 6. THE PIPING ARRANGEMENT4ND HYDRAULIC T.300 NODE(TEE)NUMBER PE PSI ELEVATION MNF MANIFOLD I 10FT SCHEOxE60 FITTINGS AND mPE. A MANNER THAT PREVENTS LATERAL MOVEMENT. ® CALCULATIONS AREPROPRBTARYPROPERTv RISER FLOOR CONNECTER NM Z MAINTAIN VERTICAL PIPING IN A STRAIGHT OF TXFIRE MEM.AND FEg THE EXCLUSIVE RIGHTS 4,SPRINKLER RISER DIAMETER TO BE 1.5" LEVEL ALIGNMENT WITH SUPPORTS AT EACH FLOOR 5,SPRINKLER PIPING SHALL BE SUPPORTED IN A MANNER TO PREVENT THE TOTHEM. UNAUTHORIZED IMPRODUCTION OR USE IS P11 PIPE NUMBER AND RISER NUMBER QA GPM L.2 90 DEGREE ELBOW 30.A LEVEL,OR AT 10 FEET INTERVALS. MOVEMENT OF PIPING UPON SPRINKLER OPERATION. FORBIDDEN. QT GPM QUANITY D.T DOMESTIC TEE K. 1500 E. College Way#515 Tim K. Garrison, P I E. Mount Vernon,WA 98273 Consulting Engineer Phone: (360) 708-1865 ® g timg@BuildersEngineer.com Structural Analysis: New Home at 3922 Rock Ridge Par= way, Anacortes, WA Client: Robert Nelson CCI Job Number:T17063 Building Design: Jim Sykora, Strandberg Date:August 21, 2017 Design. GAR* SEP08 2011 1.t CITY OF ANACOH 1ES 'ay I. WW1?. 1 INDEX: Design Sketches and Callouts SKi —SK4,COO—CO3 Standard Specifications. B—G Calculations. Cl—C15 Total No. of pages excluding cover sheet: 29 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). ltv.') 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I : II 1 fr L, 3/�-3� I� b it r er �� tl { I r GARAGE SLAB 1 T / ' C !� U AA)/ e � , try, ✓ i 1 I /! t Ns '`� SLOPE GARAGEF R 1 ,Olb SO FT , - GARAGE r CO =`_OC 5L0• " G GE LOOK I �( ) =q" > < : / V V V• - � i f LGNGR_fE 1 I I IIr- _! a er(J71Y Y�= : - -t I I _ . ... - • 1 I I I __ . _ . �._ �_- - Ti I - _ . . - - „ --- J �_ ' L .._ _ — - T' r fad - - - _...L. .�1�- ..\ . f_�,,._=z,. . ...__.fir -- 'e / ! „ ) ,I�. I , - I w t1 L — J a 1 I , ' I ' aq OUCKOU- FOR -. a # [; r P{ y > .,, t1�.. I• . { 1i . . I GARAG MAN 7000R \ Aa - .Imo , I I '- 7 , a .,.. CJ a. j 5 t. a��19 r - , _� 1` - I Z 4 1' :a- a y�. ..___....✓r•.'LY 1 ii ( FA , A • I 3VLK�iVT ajR -- :C'SKJL f =7R F____T_ •,. ` _ . f 1 l . c.AeAs_ cooR 'L • Aar - A4 _ _ .:._ c. ,R_ • — A4 \Aa ,j 1 � �I a'cT ' t - ' . 5 • -� 'a ..a-J J. . 4r� -i' r 4 y r� f f ='l -{NG YI-F t. r—t . , . r i L . . h .. I •V .@JCKOUY '9R H _ __ ' �� - :: • • GARAGE D:�J' R- ' — ' ' ,I — — --- - - . . .. . : _ ` A4 ,%- -' , L J _,. L J __ _ _ ,-• • - ---- ------- ' L y -V . _.. C .--_ f ] • — :{•. . . ._ -- — — — .----- -- _.....,___ I - GRSY�LSFA a RE� OSG' -T, I r -- - - - - - • �' : AG VENTILATION PP , r 5- - i —t'r; • c, • • - - i\Aa i _• - \ 2q- . s' ,._ . . - . .. -- =\-a-c sc :_ :v',••c•. :•, r ''r . I - • _ I Ck 1 / i 1--1 —I • I I J( 1 I T .. S f up• . i'I 1 ® I ;; I I I j I :Le -. _ _ ' 4iCeP I I CONCRETEki - ' - I FOOTING Tv* I I i + L — .Cl :)/1 I:I i I — ,` ,.. , r -I- ;.. . / ,�• , l IN iTf , f '+ f� r�� ' - a ..7 V'r/ , . 11 t.J f • � L— ��L •w . }' i \ f � l �t t'� U �. •, . I 1AJ - lC•S `. (.1...1.C. a I` 1 . L. 1 , ,. 11 P 7 I. " e I `\ r• \', ' u• I I :U i ' • I 1• ~ I i.; E1l � '+' I _ —_ ._ a...._,-.. ._ _ ( =-I =a > ;, f I : 24" A .1;• :< '" • i' I • 1 2.7NCRE.TE , I >- 5 GONCRCTE . I -: 1— T — TOO-IN TIE .,i- r_ � Yt a' •� ' �'r ¶OOTINGre•• i —�1{Igy I i I 1 1[ , 1 . 3 I , r I , •, f L_ _ JI , L . _II I i i , , -� f )- - - - •DthiAIL9 TYP. FOR POST FOOTINGS ; 1 - -- ; �1`- �.i i • r — - °-- [..-1 . ,, I ; US'M DETAIL 95 AS ALT. WHEN ( :y � , i:j)Ir:- T-RESISTING POST ON ROCK i L.V I,- . 1 ...1.--4-.:rec.....,...ca craNK �( � - t� - # rar- • f I T ILA- -I A ` I FL •rim, IN: YIP 17 - - . : ; I • I 1 II ! et I0I • . , r \> ;_ / I. y 2. Y �._ _ - _ 1 �1 I , - 1! .., I I I !, 2 L • - -'_ - __ _. .JI - - - -- - - - - - 't - -! - , I , V,bJ r 1t:'V -I 3 • _.Di ) . . . .TRu.S 5 o P- . . ' '(-�u ss r�R 2A T Q ALT.; ; ; Jo r5T • ua . ,LTf4 A.c1".. Shear wall top 5)-[F4TF11114 , ` ' 3¢ ALL connection- ffa.e.._. . . ���ta6 °� • framing C6LLIA.s4 oR. - • ofl4 1z_ r CEsi rrsy olL parallel. , . et $ 2AG1Ltt • Lower roof connection to Shear wall top connection- D2 D3 shear wall. framing perpendicular. GRSw'O(2• . . p-ruG SFgµx P6Q: ' CALu 4-r • • LoWEQ. . \\ ., • 1124-LS 02- I "j Parallel �4Fr ' Condition • :- t,sDL A 5 • M1 x.5 ee c tl- o�rr .. Cow( O. sow�l baao ,IausS'for, • aKo47 , D42-.; Rini oil- Gad'f K�`(. udr,� a2 . To,S-r 1 0-4ik Sepy{t(, Sbg et- a'. • I Perpendicular I• • �,_ - {� �'� '`p`� H`GtE Condition �.—f "j1Yk71 �Erur:r� TA1h 2 5 D viic 1 6 Q d • SG2 W C . z CAu.ou~f r (LiN, oR.:Ga}.l'r Co+i,, • I ' ' ' ' 1—TM ! • ' .,---- irierri .- . 1 . ,Iiir.- , , : . - 00111110111V--- .i. - Se:Pub 4,4E T4 1,46i , mom , _ -.l Mono 54, Tois-r _ ._.. M . I •• Truss . `fizus y i A►AgR . . kt.7. 1 6 G{D IIIIIIIMINIffii-- . .p;ANC.,14,1,...t.. _ e i tugw ___ , _ _ , , • , ____ ______________ _ , . . .! ,.. . . 0 Strong Wall SB on upper D5 . level framed floor. . , • - ._.., ...--- - C Pi f . .......... I I.PALt.• '-'5 P w '' a it, CAL(.. .. ( i • El‘lis,1 10 • , '. ' . . , . HA -to - ) —-- • - . • . • :••1 r•-. - '1 tit.li . q•• .---- ,__, 11( 1 . _.;-1 1 1 1 1 i • ) I i 1. - I . cA. It • Y .4 II 6- t4. , . • 2 I . 1 i , .i., . II t.- II !I if4. • - Li 15.4.-r Vtfie„ cALLoui-, • : . . , . : Structural Shear Wall Ca_llouts© — Copyright Constru ctionCalc, Inc (CCI) Typi1al Shear Wall Callput Symbol This symbol indicltes a dedicated shear wall or panel, the type peij callout below. Walls w1thout this ymbol e not dedicated shear walls -use code-standard construction. 1PW / Mint length o shear p el, ft. 3.4 14 If" IW", const ct entirsi Wall per this callous, with minimum individual,panel lengths indicat d on pl . If"IDS", mean Not a Shear Wall. Build per,code minimum. ' Sill Bot anchor 1 1I Top of plate to max 1 Capa- Stud Nail Edge Sill Block- , Top of wall fram- spc'g / city, ' Nails Stud Stud mat'l /Field , Top plate & ing at wall conn to ing, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill , embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud Plate, splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf. min. wall size , ft. i in. min. specs) spac'g, in. min. min. nail'g edges framing framing in. I concrete in. j 6/6@24 Con't 10 24 2x4 I Sawn 6/12 16 @ Con't sheathing 5/8 j- one, I ;sheathing +blkg or bolt or 7/16" either i 6/12 16 12 16 2x6 Sawn , @ 48" lap or A34 H2.5 or 5/8" Titen 1PW 168/ OSB or side, 8d - _- - 2- 2x4 w/ 8- 2x NA ' or LTP4 SDWC- 16d @ 6HD, w/ 3" 72/4 120 plywo- apply od directly 16 . 12 . 2x6 Sawn 6/12@12 16d at 36" 15600, ; wshr. Or max. See @ 24" MASA or to studs - ---- j I D1 max. See MASAP 22 12 , 1.75x5.5 i LVL 6/12@12 , (5.)2 i I 490/ 2PW 350 (same) I (same) (same) (same) 16 (same) (same) 4/12@16 (same) (same) (same) 2x (same) (same) 16d @ 4 (same) 36/4 10 24 2x4 Sawn 5/8 j- __ bolt or 5d for 48" lap 5/8" Titen' 5GW ! 220/ 1/2" or both 1/2"; 6d 14 16 2x4 Sawn .4/4@16 4/4@24 2- 2x4 w/ 8- ' 2x NA (same) ; (same) 16d @ 6 HD, w/ 3". 72/4 220 j 5/8" gyp for 5/8" 16d wshr. Or MASA or 16 16 2x6 Sawn ! j MASAP I i I n Col ,Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) 0 PA 'Per Architect * Structural Item: This item and related connectors shall be per architect / designer.8 SW Simpson Strong Wall SB Detail * Strong Wall: Use SWSB18. Width = 18". Height, see below. Height: Foundation to bottom of header beam. Okay to order SWSB long and cut to height as necessary. iAlignment: SWSB creates edge of rough opening. Remainder of wall section may be filled in with standard framing. Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. 'Top Connection: Header beam to extend over entire Strong Wall. Connect with portal straps SWSB-PS. Also connect header beam to Strong Wall with SDS screws that come with the SWSB. - * Sheathing: Sheathe header, SWSB, and wall, from mud sill to roof similar to 2PW. Bottom Connection: Connect integral holdowns at Strong Wall bottom with 7/8" all-thread of sufficient length D5 to extend to footing bottom rebar. - ,Use 2, HGA10, bottom plate to SWSB. - All-thread will extend through floor cavity and wall below. Use extra rim block as shown in detail. - :Use two studs, min. at each anchor bolt in wall below. - Okay to use coupler nut(s) as needed to connect segments of all-thread. - !At footing, suggest using Strong Wall SB Anchor Bolt template, SWSB-RT. - All-thread to extend to footing bottom rebar and terminate with a double nut and 3" x .25" washer. - After installation tighten all-thread to a very tight condition, at least 50 ft-lb torque. 9 SW Simpson Strong Wall SB Detail * Strong Wall: Use SWSB24. Width= 24". Height, see below. * Height: Bottom plate to top plate.Okay to order SWSB long and cut to height as necessary. Alignment: Nail 2x trimmer to SWSB for header support. Trimmer creates edge of rough opening. Remainder lof wall section may be filled in with standard framing. ;Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. 'Top Connection: Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header, SWSB, and wall, from mud sill to roof similar to 2PW. Bottom Connection: Connect integral holdowns at Strong Wall bottom with 1" all-thread of sufficient length to D5 extend to footing bottom rebar. - Use 2, HGA10, bottom plate to SWSB. - !All-thread will extend through floor cavity and wall below. Use extra rim block as shown in detail.- !Use two studs, min. at each anchor bolt in wall below. - :Okay to use coupler nut(s) as needed to connect segments of all-thread. - At footing, suggest using Strong Wall SB Anchor Bolt template, SWSB-RT. - All-thread to extend to footing bottom rebar and terminate with a double nut and 3" x .25" washer. - After installation tighten all-thread to a very tight condition, at least 50 ft-lb torque. 15 FF Floor-To-Floor Holdown Min., Capacity: Good for 1705 lb tension. Strap: Use CS 16 vertical strap applied to outside of wall sheathing. Attach to 2 2x, 3x, or 4x studs lined up above and below rim joist. Fill all nail holes with 16d. _ - If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary. - * ! End Distance: 12" min. to each upper and lower studs. Approx total length = 24" + depth of floor system. CUZ 17 , HD Alt 1 - Holdown - Embedded Strap Type. * 'Min. Capacity: Good for 2185 lb uplift. Holdown: Use LSTHD8 for no rim joist condition. - For rim joist condition use LSTHD8RJ. Nails: Use 16, 16d to full-height stud as follows. * I Stud: Use larger of: king stud as spec'd elsewhere; or choice of 2- 2x, 3x, or 4x. Alt 2 - Holdown - Bolt Type - -* Holdown: Use HDU2. --- --- -. - - - -- ---_ Lags: Use 6 SDS 1/4 x 2.5 to full-height stud per above -Anchor Bolt: If wet set, use 5/8" diameter SSTB 16, or 5/8" all-thread with nut and 3" washer on embedded end. * !Min embedment = 12". If too long to fit in footing, bend 90-degrees at bottom of footing, maintain 3" cover at bottom of footing.- .If rotohammer, use 5/8" Titen HD or all thread & epoxy, with 6" min concrete embedment, centered in stem wall. 20 H Header Header: use min: 2x6, tall dimension vertical in "L" configuration. Or use min., 2- 2x6, or 4x6. - .For "L" configuration, connect vertical header member to flat 2x with 16d @ 4" OC. * Trimmer: (a.k.a., Jack Stud) Use min., 1- 2x, or concealed flange hanger, each end. * !King Stud: full height bottom plate to top plate: - Plate to plate heights greater than 12', use min., 2- 2x each end, or as shown on Plan. - Plate to plate heights 12' and less with openings wider than 5', use min., 2- 2x, each end. - Plate to plate heights 12' and less with openings 5' wide and less, use min., 1- 2x, each end. 21 H . Header _ * ,Header: use min: 2x10, tall dimension vertical in "L" configuration. Or use min., 2- 2x8, or 4x8.- For "L" configuration, connect vertical header member to flat 2x with 16d @ 4" OC. k Trimmer: (a.k.a., Jack Stud) Use min., 1- 2x, or concealed flange hanger, each end. - !As alternate, may use FC4 for 2x4 wall, FC6 for 2x6 wall. (FC4 good for 865 lb., FC6 good for 1010 lb.) * ;King Stud: full height bottom plate to top plate: - :Plate to plate heights greater than 12', use min., 2- 2x each end, or as shown on Plan. - Plate to plate heights 12' and less with openings wider than 5', use min., 2- 2x, each end. T i - Plate to plate heights 12' and less with openings 5' wide and less, use min., 1- 2x, each end. 22 H Header Header: use min: 2- 2x10; or 4x 10. * Trimmer: (a.k.a., Jack Stud) use min., 1- 2x, or concealed flange hanger, each end. King stud: full height bottom plate to top plate: - Openings wider than 5', use min., 2- 2x, each end. - Openings 5' wide and less, use min., 1- 2x, each end. 23 . H Header * Header: use min: 4x10 or 6x10. _ * Trimmer: (a.k.a., Jack Stud) use min., 1- 2x, or concealed flange hanger, each end. King stud: full height bottom plate to top plate: - Openings wider than 5', use min., 2- 2x, each end. - Openings 5' wide and less, use min., 1- 2x, each end. G05 r255 H-1Header at Strong Wall SB * 'Header: Use min., 6x10 DF, or 5x9 glulam. x 'Length: This header to span from exterior wall to exterior wall, approximately 16'. * Bearing: _ - At one end bear on 8SW - see that callout for connection. Extend over 8SW to beam pocket in wall corner. - At other end bear on min., 3 studs in 3" min., beam pocket in wall intersection. Window Mullions: Use 2, 2x6 mullion between windows, spanning from bottom plate to bottom of header. x Connect to header with 2, A34 or similar. Intermediate headers (if any) to bear on mullions with HUC or similar. 31 B Beam x 'Beam: Use min., 5x10.5 glulam or PSL. * Connection to Post: Use PC, AC, CCQ, HUCQ, cleats, or similar. k Connection to Wall: Min bearing length on top plate, beam pocket, mud sill, etc. = 3". 65 L Ledger - Roof Diaphragm Detail ,Ledger Connection: Where a ledger is called for below, if connecting to rim or header, use SDS, or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. - ,Length of SDS or LedgerLOK= full depth penetration into rim, or 2.5" min embedment into solid framing. - ,Min distance of connector to end of ledger or splice = 2". Min edge distance to top or bottom of ledger=2" Framing Connection to Wall, General: Use any of the following, whichever is applicable. D3 Rafters Perpendicular: Use 2x or LVL ledger, min height to match rafters. Apply ledger over wall sheathing. Use hangers to hang rafters on ledger. Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be _- placed against wall sheathing. Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d @ 6" OC to solid wood backing (continuous rim, plate, ledger, or blocking.) - Mono Truss Bottom Chord Perpendicular: Alternate 1 (shown in detail): Hang bottom chord with hanger mounted over wall sheathing to solid wood ;backing (rim, plate, ledger, or blocking.) ( Alternate 2 (not shown in detail): Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing and connected with min., 3- 16d @ 24" max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 66 L 'Ledger - Deck Joists to Rim. * Ledger: Use min., 2x, PT ledger, at least as tall as joists. --- Ledger Connecion: Connect to rim with SDS or LedgerLOK at max., 10" OC and within 3" of ends and g 'splices. -- SDS or LedgerLOK to be of length necessary for full penetration in rim. * Joist Connection: Connect joist to ledger with U or LU hanger. 71 KS ;King Stud * i At sides of opening use min 2, 1.5x5.5 LVL, continuous bottom plate to top plate. Headers to hang on this with HUC or similar. 72 P Post * Post: Use min., 2 studs under point load above. • 73 P Post * , Post: Use min., 3 studs under point load above. 0 Standard Strucduh°1ll Specifications° — Copyright, Tim K. Garrison, POE. BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: o Roof live: 20 psf. 0 Exterior wall dead: 10 psf O Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf O Roof snow: 25 psf 0 Seismic Factors: Ss= 1.104,Sl= 0.438. O Floor live: 40 psf 0 Seismic Des Category: "D" O Floor dead: 15 psf. 0 Wind Exposure GB',3-sec gust: 120 mph. o Deck live: 40 psf 0 Assumed allowable soil bearing pressure: O Deck dead: 10 psf. 1,500 psf. SINGLE PROJECT: The calculations, drawings,notes,specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid,are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams, columns, and floors during construction.Design of same is not included herein. Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential,slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base;or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill:"Non-Structural Fill"is soil(native or imported)without:organic materials;rocks and lumps greater than 3" in any dimension;trash; and the like. If used as compacted fill, it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks,lumps,and organic matter,compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots,rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil:All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock:Where footings bear on rock,clean the rock free of dirt,moss,debris,or other deleterious substances.Place concrete directly on cleaned rock.Where rock is sloped less than 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater, use#4 x 16"long dowels rotohammered 6" into rock. Rotohammered holes to be 1/2 diameter, perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: o For continuous footings,use dowel within 6"of ends, corners,and intersections and at 48"OC max spacing. Dowels to be centered on stemwall. o For pad footings, use two dowels spaced 8"apart,centered on footing.If dowel is too long to fit in footing,use 90-degree bend as necessary to provide 2"cover at top of footing. Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofmg may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength, Splicing,Bending.Reinforcing bars(rebar)shall be grade 60(Fy=60 ksi)or better,unless otherwise specified in the Plans.All reinforcing shall be spliced,detailed,bent,and supported in accordance with applicable ACI code. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF) shall be W2.9,6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water .. 3" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar, or similar). Washers.Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers maybe slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations,smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. E CONVENTIONAL WOOD FRAMING: Material.All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Beams and Posts.All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams,PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer,or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns.Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4"spacing. Glue. Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Window and Door Openings. Header.Use header size shown on Structural Plans.May use larger of same material.All headers shall be installed with their tall dimension vertical.If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L" configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them.Each header shall use the number of king studs specified in Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate,IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. *Opening 6.1' wide to 9'wide—use min.,two king studs each end of header. *Opening 9.1' wide to 16'wide,use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut,omitted, or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229" steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. l Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2 steel plate washers. Use either 1/2"diameter x 8"min embedment wet- set,or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145"diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC, unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil, and when directly exposed to weather.Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column,or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified:Use washers on all bolts;tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes.However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2" and 2-1/2" lengths.Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes,forces,installation procedures,blocking,bracing,etc. Engineered Wood—General.These products must be provided, stored, and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber). Where called for,use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Where called for,use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade,manufactured by an A1TC approved fabricator. Store and install in accordance with manufacturer's recommendations.If these span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.If visually exposed to interior living space,use Architectural Appearance Grade. Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts. Wall sheathing maybe either Oriented Strand Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing. - ; • cc _ .. � _ ... .. _ - C u • a�-i 1 . CO �I - - ... _ Las 00 CO O _ ...__ .. .... _ V • . i . - `aar. � • a) p v N i .w-os • 45 . aw , • I .� • p _ � _ i . _..._. M : ( L___ . . i Ca ! - p,' Z . , I____. . 1 NI n 1 ... ... . , : . • .... ._ __ .. \------ . : _. 11 . _ _ . _ ____ ... . ... .. : . . . . . ,i I ' • _ . Q. .3 . • . ...... .._ : ... ... I-..... umi . ky) .:..) ÷ . . .. . . i _ i .. ._ sai_ F. • -. ..-. . !. , : • • : - .2 ..• .•• • ,.... _ _... .. ... i... .-...... ..-...., ...-.'_..:.......-1 ...1 i_ .=J1 .r...14 , . .. .. • ... . �0. . y‘ . • _=_ .. . . . . . . . . : • •• . i 0 L . _ . .. . • --. 1 • .� . I Sim •— . eti to -- --- .. . ..., 1 - 1 . . . ..... . _ ._.. .. . . . 1 • _ a 1 I_ - 0 W _ OD •- ' . . : ,� .. _. . • • Id . `, li . . E . , , ,..._, .N. . I . . .. . . . , . _ . ,i,.;.- _. .... __. . \-11 . . • • I""' U I . , . .. . . f i : g. �,C �� n c � Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Nelson Job No t17063 Date 8/15/17 Location Lot 1, The Summit at Rock Ridge USGS 0.2 Second Response SS = 1.104 %of gravity USGS 1.0 Second Response Si = 0.438 %of gravity No. of stories above ground lev. iTwo Stories Site Class !Stiff Soil Profile,D gyp.) V Risk Factor [Comm'',Industrial,Residential- Med Hazard,II 'd'': Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System i Bearing wail-wood or light steel shear wall v .2 sec response, Ss = 1.104 Ss use for Cs = 1.104 Is structure regular and 5 stories or less? I Yes •. Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.438 Site coef, Fa = 1.058 Redundancy factor, p= 1 Site coef, F„ = 1.562 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 24 ft 0 - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD,ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.168 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.684 Max. Allowable Story Drift 0.015 hsx or L/67 Design spectral parameter, Sps = 0.779 0 -Str factor, Do 3.00 Design spectral parameter, Sol = 0.456 Seismic Base Shear, V 0.120 *W I Building period coef, CTs = 0.020 Horizontal Seismic Load Effect, Eh 0.120 *W Approx fundamental period, Ts = 0.217 Vertical Seismic Load Effect, Ev 0.156 *W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.276D & -0.036D Building period, use, T = 0.304 LRFD Comb 5 1.356D + Eh + .5L + .2S Csmax = 0.324 LRFD Comb 7 0.744D + Eh Csmin = 0.010 ASD Comb 5 1.109D + .7Eh Seis response coef, Cs = 0.120 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.156D ASD Comb 8 0.491D + .7Eh Max diaphragm force, Fpx max = 0.312D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Nelson Job No t17063 Date 8/15/17 Building Wind Exposure Exp B-Mean roof ht. <30',wooded or urban for>1,500 ft, �► Enclosure Classification Enclosed Building(Typical) V 3-Sec Gust, Basic 120 mph �' : ASCE7-10 maps, Fig 26.5, p247 Method ASD,Bask Combos,Stress increases allowed for wood only. Load Comb Factor 0.6 Roof Pitch 1 2.00 /12 Slope 1 9 = 9.5 deg Roof Pitch 2 2.00 /12 Slope 2 9 = 9.5 deg A Mstr-2012 IBC Loads Calcr 6-6-17 8/15/17 Hill Shape 2D Escarpment(Bluff) V LIB 1.33 Building Width Perp. To Ridge B = 48 ft h/L 0.33 Building Length Parallel To Ridge L = 64 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) hin = 21.0 ft 3-Second Gust Power Law Exponent a = 7.0 Eave Height(ft) heave = 17.0 ft Normal Ht.Of Atmosp. Bndry Layer zg = 1,200 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.633 26.8 ASCE 7 Height of Hill or Escarpment(ft) H = 100 ft IBC Load Factor for ASD Wind-1605.3.2 w= 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh = 20 ft Topographic Factor Kzt= 1.642 Horiz. Distance From Crest To Bldg. Site (ft) x= 20 ft Velocity Pressure @ mean roof ht. qh = 32.54 psf Windward Wall Pressures Internal Pressure lntermed. Windward Elev K Value a, Wall Internal Pressure 0-15 feet 0.575 17.74 psf 12.06 psf +/- 5.86 psf 15-20 feet 0.624 19.26 psf 13.09 psf 20-25 feet 0.665 20.52 psf 13.96 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.701 21.62 psf 14.70 psf 30-40 feet 0.761 23.47 psf 15.96 psf Leeward Wall Side Walls 40-50 feet 0.811 25.02 psf 17.01 psf -7.19 psf -11.62 psf 50-60 feet 0.854 26.36 psf 17.92 psf (Outward) (Outward) 60-70 feet 0.892 27.54 psf 18.73 psf Roof Pressures - 70-80 feet 0.927 28.61 psf 19.46 psf Based On Posn. Pressure Down Ridge 0 to h/2 -14.94 psf Transverse (Perp. To Ridge) h/2 to h -14.94 psf h to 2h -14.94 psf Leeward Wall Side Walls > 2h -14.94 psf -8.30 psf -11.62 psf (Outward) (Outward) Horiz pro( 15.96 psf Slope 1 - 24.3 psf 2.00 /12 to -14.15 psf -8.14 psf -3.63 psf 14.70 psf 23.0 psf 1.16 • I 13.96 pif +/- 5.86 psf 22.3 psf 10 +1- 5.88 ,sf j 13.09 psf .40" I +/- 5.86 psf - -8.30 psf 21.4 psf 1 --� /- 5.86 psf 12.06 psf .n.,10 "Ibli 20.4 psf 6 / /ram //... ` k' . •• f -; 4-�///` /ram 1 48.00 ft y..._. ......_S.....__. . Roof 1 slope: 2:12 0.17 rads 9.46 deg Roof 2 slope: 2:12 0.17 rads 9.46 deg Press, slope 1, roof, horiz proj: 3.7 psf Press, slope 2, roof, horiz proj: 3.7 psf A Mstr- 2012 IBC Loads Calcr 6-6-17 8/15/17 ConstructionCalc, Inc C4 Lateral Load Calculator Job No.: t17063 Job Name: Nelson By: tkg Architect/Designer: Sykora Date: 8/17/2017 Building: _ house and gar. SEISMIC LOAD CALCULATOR Seismic Factor: 0.120 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar tot e- gar tot n- house tot house tot . w s e-w n-s Dim 1 44.00 3760.00 (-.1Dim 2 29.00 1.00 Mul factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 N ,� Trib Area 1293.6 0.0 3811.9 0.0 0.0 0.0 0.0 0.0 o• Dead weight, psf.i 15.0 I 15.0 i 15.0 I 15.0 j 15.0 1 15.0 I 15.0 I 15.0 Seismic factor. 0.120 0.120 0.120 I 0.120 0.120 I 0.120 : 0.120 I 0.120 Calc'd seis load 2328.5 0.0 6861.4 0.0 0.0 0.0 0.0 0.0 Dim 1 136.00 224.00 Dim 2 6.00 7.00 To Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 816.0 0.0 1568.0 0.0 0.0 0.0 0.0 0.0 w Dead weight, psf.` 10.0 ] 10.0 1 10.0 [ 10.0 -I 10.0 I 10.0 I 10.0 jr. 10.0 j Seismic factor.; 0.120 I 0.120 I 0.120 I 0.120 I 0.120 I 0.120 I 0.120 I 0.120 Calc'd seis load 979,2 0.0 1881.6 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim 2 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 �'- Dead weight, psf.; 15.0 1 15.0 I 15.0 [ 15.0 1 15.0 15.0 1 15.0 r 15.0 Seismic factor.[ 0.120 j 0.120 1 0.120 L 0.120 j 0.120 1 0.120 1 0.120 I 0.120 j Calc'd seis load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs 3307.7 8743.0 Seismic Applied V 3307.7 3307.7 8743.0 8743.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar tot e- gar tot n- house tot house tot 0 0 0 0 w s e-w n-s Dim 1 N Dim 2 ci Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 rr Wind psf load; 3.7 1 3.7 1 3.7 1 3.7 1 3.7 1 3.7 1 3.7 1 3.7 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 54.00 64.00 'En Dim 2 12.00 7.50 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 0.0 0.0 648.0 480.0 0.0 0.0 0.0 0.0 w Wind psf load! 23.0 I 23.0 j 23.0 L 23.0 I 23.0 1 23.0 11 23,0 r 23.0 j Calc'd wind load 0.0 0.0 14904.0 11040.0 0.0 0.0 0.0 0.0 Dim 1 42.00 7.00 in Dim 2 7.00 26.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 v Trib Area 294.0 182.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load` 20.4 i 20.4 I 20.4 [ 20.4 ; 20.4 I 20.4 I 20.4 f 20.4 Calc'd wind load 5997.6 3712.8 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs Wind Applied V 5997.6 3712.8 14904.0 11040.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar tot e- gar tot n- house tot house tot 0 0 0 0 w s e-w n-s ConstructionCale, [Inc c5 Description: gar tot e-w Distribution of Lateral Loads Total V, unfactored 5,998 lb Building: house and gar. Wind or Seis control? (w or e)_ wind Total V, factored 3,599 lb Grids 1 2 Percentage V 50% 50% 0% Leftover V/grid 1,799 lb 1,799 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,599 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 5.2 If 3.0 If 5.2 If 13.4 If 134 plf 1 PW 6GW 4.0 If 3:0 If , 7.0 If 257 plf 2PW 8GW Description: gar tot n-s Total V, unfactored 3,713 lb Wind or Seis control? (w or e) wind Total V, factored 2,228 lb Grids a c Percentage V 50% 50% 0% Leftover V/grid 1,114 lb 1,114 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,228 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 5.2 If 15.2 If 10.3 If 30.7 If 36 plf 1 PW 6GW • 2.5 If 2.5 If 2.34.2 5.0 If 223 plf 2PW 8GW Description: house tot e-w Total V, unfactored 14,904 lb 3375.00 5, 6 SWSBs good for Wind or Seis control? (w or e) wind - Total V, factored 8,942 lb Grids 3,4 5,6 Percentage V 50% 50% 0% Leftover V/grid 4,471 lb 1,096 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,567 lb Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3,4 4.0 If 10.0 If 3.0 If 2.2 If 2.0 If 4.5 If 25.7 If 174 plf 2PW 6GW r, 6-ad; 't 3.4 If 2.2 If 5.6 If 196 plf 2PW 6GW Description: house tot n-s Total V, unfactored 11,040 lb Wind or Seis control? (w or e)__ wind Total V, factored 6,624 lb Grids a f Percentage V 50% 50% 0% Leftover V/grid 3,312 lb 3,312 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,624 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3.0 If 3.5 If 6.5 If 17.0 If 30.0 If 110 plf 1 PW 6GW 3.1 If 3.6 If 5.6 If 16.2 If 28.5 If 116 plf 1PW 6GW Uplift Calculator Panel I.D. c 1 4 Unit lateral load,factored, Eh, plf 223 plf 174 UpliftRange Panel horiz. length, ft. 2.5 ft 4.5 ft Panel ht. (mom-arm), ft. 10.0 ft 9.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 500 lb 500 lb Dead point load at Rt. end, lbs. 600 lb 500 lb No.AB's to help keep Lt. end down 2.0 ea. 2.0 ea. No. AB's to help keep Rt. end down 1.0 ea. 2.0 ea. Dead weight UDL, plf 150 plf 285 plf Uplift Lt. end,ASD comb 7, 8 818 lb -119 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 1,258 lb -119 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! C' Tim Garrison P.E. CciS4TRUCTIoNCALC ProBeam v6.0 Important: Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 20h Other Info. 8/18/17 i Q 0.5 1 1.5 2 2.5 3 3.5 4 4 5 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum•NormaL 1/360&L/240 V I N/A0.00 in Total,L/`: N/A = 0.00 in 360 = 0 13 in Total,L/ 240 = 0.20 in = ; Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 4.00 ft Add Self Weight'? [Yes-Self weight will be added to applied DL V Loads: - Uniform Loads Over Full Length of Member Loads From Continuous Member? t49 .-...!. Increase Roof DL for pitch? .Yes... _T( Roof Pitch 1 2.0:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psi 15.00 ft - 152.1 lb/ft 375 0 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 152.1 lb/ft 375.0 lb/ft Loads Point loads are 1/10 scale 600 • - 400 - I 200 -04 . -200 0.5 1 1.5 2 2.5 3 3.5 4 5 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 1.• Load Duration Snow;1.15 rr j %Overdesign L. 2 x 8 F (4)2 x 4 Moisture 'Medium Dry•18% ♦ Douglas Flr•Larch VRepetitive Use? No IF! Pos Bending 28.3% (2)2 x 5 3 x 6 Press Treated? i No,Not P.T. v No.2 V Flat Use? No V Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. i 100 deg F&less " Fb Pos 1,241 psi Fv 207 psi Shear 41.6% Fb Neg 1,187 psi Fcp 625 psi Span(s)Defl'n 1609.0% Allow Pos Mom 1,359 ft-lb 147.63 iM4 Cantilever(s)Defl'n NA Allow Neg Mom -1,300 ft-lb E 1,600 ksi Calc'd member OK by: 28.3% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria Is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,060 lb 1,060 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 310 lb 310 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Dell - -0.012 In - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7_0_WC • *I Cg Tim Garrison, P.E. CgS RUCTIONCALC Pro Beam We Empower The bundle 'Indust,' v6.0 , Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 20h case 2 Other Info. 8/18/17 Q 0 5 1 1.5 2 2.5 3 4 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection,Main Spans Live Only, L/ Code Minimum-Normal:1,/360&t.240 tr.1 y ; - ' 360 , = 0.12 in Total,L/ 240 i = 0.18 in N/A i = 0.00 in Total, L/1 N/A = 0.00 in i Pitch if Member Being Designed is Sloped: 0.0.12 Mem True Len: 3.50 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL r Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? )No 7'.. Increase Roof DL for pitch? YQs,. . -•f Roof Pitch I 2.0:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 18.00 ft - 182.5 lb/ft 450.0 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load - 182.5 lb/ft 450.0 lb/ft Loads Point loads are 1/10 scale 800 1 600 - 400 - 200 - A -200 0.5 1 1.5 2 2.5 3 Qt • 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 •. Load Duration Snow:t.15 'w j %Overdesign 2 x 8 (4)2 x 4 Moisture [Medium Dry• i8% • Douglas fir larch •1 Repetitive Use? No •< Pos Bending 39.7% (2)2 x 5 3 x 5 Press Treated? I No,Not P.T. • No.2 V Flat Use? Nov Neg Bending NA • (3)2 x 4 4 x 5 Temp Cond. 1100 deg F&less Vr Fb Pos 1,241 psi Fv 207 psi Shear 35.0% Fb Neg 1,198 psi Fcp 625 psi Span(s)Defl'n 2032.2% Allow Pos Mom 1,359 ft-lb 147.63 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -1,312 ft-lb E 1,600 ksi Calc'd member OK by: 35.0% Allow Shear 1,501 lb El 76,216 ksl Controlling criteria Is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 pif Cond's Of Use: Load Duratfon:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 ' Moments Support 1 Support 2 Support 3 ' Support 4 Max Total 1,112 lb 1,112 lb - - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 324 lb 324 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 . Rt Cantivr - Max Up Defl - 0.000 in - - - Allowed 0.175 in 0.175 in 0.175 in Max Dn Defl - -0.008 in - - - Allowed 0.175 in 0.175 in 0.175 in ProBeam_v7_0_WC i Timm P.E. �="==, v6.0 Important:Notches and connectors not noo/dered.Dynamic loading not considered.Compliant with 2O15'20O3 IBC.All dea�nuahoudbeoheokadbyauumpo�n pn��oo�no. | Job t17003 Spans and Supports(N"te.pitch and fixity,n any,not shown) | Mmmbor|.D. 21h Other Info. 8/18/17 /\ o n « o o ��/l m Type? Simple span, Left Cantilever Span Span Span Riqht Cantilever Tot Member Length LenthofSpans: 7l0ft 7l0It Allowable Deflection, Main Spans | Live Only, U Code Minimum'Normal:V»m>&u24« ^r! ' ! 360 ~ 023In Total,Ui 240 = 0.35in ! N/A i ~ 0.00in Tota|. 0 N/A | = 0.00In - Pitch If Member Being Designed iuSloped: 0.0'12 Mem True Len: 7.00h [-' ' ' ''''-� 'A�S�fVVe�h� \Y��mmv�m will be added m applied m IV � ...���...����...���... `�� Loads: Uniform Loads Over Full Length wfMember --... Loads From Continuous Member? .N Increase Roof DL for pitch? l Roo Pitch | 2.012 i | Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10psf 25 psf 9.00 ft ' 91.2Wit 225.0Ub/ft UnWormLd.5 10psf ' ' Tot Unif Load ' 91.2 lb/ft 225.0 lbift -- -- Loads Point loads are 1noscale 400 300 200 ' 100 ' 04 4V0�� 1 2 3 4 5 U '---- ---- - 4o And Smaller(Lumber Calc'd Member Results For 2x12 Solutions Using Self Weight af Sawn 3x 12.4.3 pif 2X12 _ n~' Load Duration Snow,.!xs. �V_ Y6Ov*vdemi0m 2u10 (4)2x 5 Moisture `p n*u�v fir-Larch �1 RepoUUvoUoe? 1« np PooBondng 38��� -'_-'_'_-__- _-----_�==� -- --_--- ---- NA � ----- (2)2x¢ 3n8 Press Treated? �d? � won�. _V' �w�� � F|��Uoe9 �� nr . �'- mmg Bending (3)2x6 4n6 Temp Cond. |Imo��F.�mo °V FbPoa 1,034 psi Fv207 psi Shear 107.6% FbNeg 785 poi FopW25 psi Spoma>Do8'n 1830.7% Allow Pnn Mom 2.728f-|b 1177.98 |n^4 Con8|evor(o)Defl'n NA Allow Nng Mom '2.O69 ft-lb E1.GOOkmi Cm|u'd member OKby: 38.0% Allow Shear 2.328|b E| 284.766 hai Controlling criteria is: Pmm Bending Roq'dBnorinA Support Support Support Support Self VVt4'31P|y Cond'ocfUse:Load Dmnation;1_15_mnvw For 2x12 1.50 in 1.58 in Reactions Support Support Support Support Moments Support Support Support Support Max Total 1,123 |b 1.122|b ' ' 0 ft-lb 0ft-|b 0ft-|b OM,lb Min Total 334lb 334|b ' ' 0ft-|b 0h-|b 0ft-|b Vft-Yb Min Load Case Deflections Lt Cond|vr Span Span Span RtCmmtivr Max UpDmO ' 0.000 in ' ' Allowed 0.350in 0.050in 0350in Max DnDo8 ' '0.018in ' ' ' Allowed 0.350|n 0.350in 0.350in C..y Tim Garrison, P.E. Cc 1ST RUCTIONCALC ProBeam i #�"a"� t1[�LI!Ct?Q'J v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 22h Other Info. 8/18/17 4 1 2 3 4 5 4 Type? Simple span.fully braced 'i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal:L/360&L/240 v l I 360 = 0.20 in Total,L/1 240 = 0.30 in N/A I = 0.00 ini Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 6.00 ft Add Self Weight? �Yes-Self weight will be added to applied i)l. "r' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i No.. . `' Increase Roof DL for pitch? Yes Roof Pitch f 2.0:12 i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 18.50 ft - 187.6 lb/ft 462.5 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 187.6 lb/ft 462.5 lb/ft Loads Point loads are 1/10 scale 800 - 600 - 400 - 200 - -200 1 2 3 4 5 7 4x And Smaller(Lumberl Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10,7.1 plf (2)2 x 10 VLoad Duration Snow;Lis ♦ %Overdesign 2 x 14 (4)2 x 6 Moisture Medium Dry-ta% V. Douglas fir-Larch V] Repetitive Use? No v Pos Bending 37.2%` — (2)2 x 10 3 x 10 Press Treated? (No,Not P.T. V No,2 v Flat Use? No- v Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 1 100 deg F&less r Fb Pos 1,138 psi Fv 207 psi Shear 94.2% Fb Neg 1,123 psi Fcp 625 psi Span(s)Defl'n 1573.3% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -4,003 ft-lb E 1,600 ksi Calc'd member OK by: 37.2% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf For(2)2 x 10 1.50 in 1.50 In _ Cond's Of Use:Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,971 lb 1,971 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 584 lb 584 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.018 in - - - Allowed 0.300 in 0.300 in 0.300 in 1 1 ProBeam_v7_0_WC c/0 `°' ProBeam Tim Garrison P.E. CC.XIS RUCTlONCALC f We Empower The 9uttdin• lnau►tr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h Other Info. 8/18/17 Q 1 2 3 4 5 6 7 8 4 10 Type? Simple span.fully braced ♦, Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum•Normal!L/360&L/240 •l 360 i = 0.30 in Total,L •`240 i = 0.45 in N/A = 0.00 in Total,LI NIA = 0.00 in i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? f weightapplied Yes-Self will be added to a )led DL •' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? s_No . Increase Roof DL for pitch? Yes I Roof Pitch I 2.0:12 { Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 14.00 ft - 141.9 lb/ft 350.0 lb/ft Uniform Ld.5 10 psf - - Tot Unif Load - 141.9 Ib/ft 350.0 lb/ft Loads Point loads are 1/10 scale 600 - 400 - 200 0 1 2 3 4 5 6 7 8 4 10 -200 - ' — - _J 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10,8.3 plf °4 x 10 V• Load Duration i snow:1.15 • %Overdesign - (4)2 x 8 Moisture t Medium Dry_18% V. Douglas Fir,Larch '.'I Repetitive Use'? No r 1 Pos Bending 2.0% (2)2 x 12 3 x 14 Press Treated? [No,Not P.T. V i No.2 V i Flat Use? No v Neg Bending NA (3)2 x 10 • 4 x 10 Temp Cond. 100 deg F&less v Fb Pos 1,242 psi Fv 207 psi Shear 98.5% Fb Neg 1,220 psi Fcp 625 psi Spans)Defl'n 649.5% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -5,076 ft-lb E 1,600 ksi Calc'd member OK by: 2.0% Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf For 4 x 10 Cond's Of Use:Load Duratlon:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,251 lb 2,251 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 676 lb 676 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.060 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam_v7_0_WC I C. Il Tim Garrison, P.E. CONS RUCTIONCALC ProBeam We nmoower The aurtdtn. znduet►v V6.0 Important:,Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.AU designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) 1 Member I.D. 34: I1 Other Info. 8/18117 2 4 6 8 10 12 14 16 18A 7 Type? Simple span.fully braced V I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.50 ft 18.50 ft Allowable Deflection, Main Spans Live Only,L/ Code Minimum-Normal:L/360&L/240 •I 360 = 0.62 in Total, Uj 240 1 = 0.93 in N/A = 0,00 in Total, L/1 N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 18.50 ft Add Self Weight? [yes•Seff weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 1 N9 . .'r Increase Roof DL for pitch? Ye . _-I Roof Pitch I 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psi 12.00 ft - 121.7 lb/ft 300.0 lb/ft Uniform Ld.5 10 psf 3.00 ft - 30.0 lb/ft Tot Unif Load - 151.7 lb/ft 300.0 lb/ft - 1 (( )1 f7 4 3(1{-)C L17) Point loads a are 1/10 scale / 15 0(C,'a &O a er-. Z.•7, 400 - (500 200 - p it "Z-3 s� sz ir35 4 . o � 200 2 4 6 8 10 12 14 16 18 2i0 Giu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5,13.4 plf Mist manufacturers V Load Duration %Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 I Moisture Medium Dry•18% "] 15 x 10.S V Snow;1.15 V 1 Pos Bending 6.2% 3 x 13.5 5.125 x 10.5 Press Treated? LW.Not PT, f 124F•V4,OF/OF V Neg Bending NA 3.125 x 13.5 6.75 x 9 Temp Cond. [00 deg F&less v._ Fb Pos 2,760 psi Fv 305 psi Shear 147.9% Fb Neg 2,058 psi Fcp 650 psi Span(s)Defl'n 84.6% Allow Pos Mom 21,129 ft-lb 1482.34 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -15,759 ft-lb E 1,800 ksi Calc'd member OK by: 6.2% Allow Shear 10,666 lb El 868,219 ksl Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 pif For 5 x 10.5 Cond's Of Use:Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,302 lb 4,302 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,527 lb 1,527 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Sean 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.925 in 0.925 in 0.925 in Max Dn Defl - -0.501 in - - - I Allowed 0.925 in 0.925 in 0.925 in ProBeam_v7_0_WC C t2 • Tim Garrison, P.E. CAS'RUCTIONCALC ProBeam We Empow`r The suitdin• Sndustry v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. joist at brng wall Other Info. 8/21/17 4 2 4 6 8 10 12 14A 16 Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection,Main Spans Live Only,L/ Extra Stiff;1./600&L/480 •i r l r f 600 i = 0.29 in Total,L/ 480 . = 0.36 in N/A = 0.00 in Total,L/[ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 14.50 ft Add Self Weight? [No Self weight is included In applied 01. Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? I.11O____. w Increase Roof DL for pitch? Yes .4'E Roof Pitch I 2.0:12 i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 lb/ft 19.5 Iblft - Point Loads Measured from left end of member.Member Total Length=14.5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 24.00 ft 1.30 ft - 468 lb 780 lb 1.20 ft Loads Point loads are 1/10 scale 100 50 - 0 . 2 4 6 8 10 12 14 16 -50 - I-Joist Calc'd Brand 80.8oiseCascade • Results For 11-7/8"BCI 6000 1.8 Calc'd Member ;11-7/8'BCI60001.8 • %Overdesign Acceptable Solutions Load Duration snow:1.15 •V. Pos Bending 109.0% 11-718"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: Min t.75",with web stiffner • Neg Bending NA 11-7/8"BCI 60001.8 - Brng @ Mid-Supports: (No Mid Support) • Shear 38.6% 11-7/8"BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s)Defl'n 24.5% 11-7/8"BCI 60 2.0 Allow Neg Mom. 41 ft-lb El 320,000 ksl Cantivr(s)Defl'n NA Allow End Rxn 1,425 lb Bearing 2.5% Allow Mid Rxn 2,500 lb Calc'd member OK by: 2.5%• Self Wt 2.50 plf Controlling criteria is: Bearing Cond's Of Use:Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,390 lb 557 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 571 lb 180 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.363 in 0.363 in 0.363 in Max Dn Defl - -0.178 in - - - Allowed 0.363 in 0 363 in 0.363 in ProBeam_v7_0_WC Ct� `°' ProBeam Tim Garrison P.E. CCU S f2UCTION CALC we.6m Power.The Duildla• indu try v6.0 important:Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. joist at brng wall case 2 Other Info. 8/21/17 1 4 2 4 6 8 10 12 14A 16 Type? Simple span,fully braced ♦ L Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14,50 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 rr 600 i = 0.29 in Total, L/ 480 = 0 36 in N/A I = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 14.50 ft ........... ... .......... . .. .. Add Self Weight? ;No-Self weight is included In applied DL r' Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [..?4 `'. Increase Roof DL for pitch? .,Yes '!"1 Roof Pitch 1 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 40 psf 15 psf 1.30 ft 52.0lb/ft 19.51b/ft Tot Unif Load 52.0 lb/ft 19.5 lb/ft - Point Loads Measured from left end of member.Member Total Length=14.5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 24.00 ft 1.30 ft - 468 lb 780 lb 3 20 ft Loads Point loads are 1/10 scale 100 50 - 0 }� 'U` 2 4 6 8 10 12 14 16 -50 I-Joist Calc'd Brand :BCI-Boise Cascade v Results For 11-7/8"BCI 60001.8 r Calc'd Member 11.7/8'BCf 60001.4 V %Overdesign Acceptable Solutions Load Duration Snow 1.15 ♦ Pos Bending 26.8% 14"BCI 5000 1.7 11-718"BCI 90 2.0 Brng @ Ends. Min 1.75",with web stiffner 'rr` Neg Bending NA 11-7/8"BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) V Shear 54.8% 11-7/8"BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s)Defl'n 1.1% 11-7/8"BCI 60 2.0 Allow Neg Mom. 41 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,425 lb Bearing 14.5% Allow Mid Rxn 2,500 lb Calc'd member OK by: 1.1% Self Wt 2.50 plf Controlling criteria is: Defl-Span Cond's Of Use:Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,245 lb 657 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 506 lb 245 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.363 in 0.363 in 0.363 in Max Dn Defl - -0.219 in - - - Allowed 0.363 in 0.363 in 0.363 in ProBeam_v7_0_WC r - Tim Garrison P.E. gbaiC S RUCTtONCALC °' ProBeam f We Empow.r The Ruttdta• Lndustr v6.0 Important:,Notches and connectors not cosidered. Dynamic loading not considered Compliant with 2015-2003 IBC.All designs should be checked by a competent professional Job t17063 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. typ floor beam Other Info. 8/21/17 I 4 1 2 3 4 5 6 7 A 8 Type? Simple span,fully braced •1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7.50 ft 7.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum .Normal:L/360&11240 V 360 = 0.25 in Total,LII 240 = 0.38 in i N/A I = 0.00 In Total,L/I N/A I = 0.00 in Pitch if Member Being Designed is Sloped. 0.0:12 Mem True Len: 7.50 ft Add Self Weight? [yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No... . T.. Increase Roof DL for pitch? .Yes.._. 'r. Roof Pitch ! 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 15 psf 15.00 ft 600.0 lb/ft 225.0 lb/ft Tot Unif Load 600.0 Iblft 225.0 lb/ft - Rc 1 Loads �, s I ��'� = � (�' Point loads are 1/10 scale 1000 i 500 - 0A 1 2 3 4 5 6 7 8 -500 -- 6x And Larger(Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10,13 plf 16 x 10 s i Load Duration Live:l.o0 s %Overdesign • 6 x 12 12 x 12 Moisture I Medium Dry•18%° rr Douglas Fir-Larch __ Repetitive Use? No ♦ Pos Bending -3.0% b 8 x 10 14 x 14 Press Treated?I.No,Not P.T. re i WCLIB-No.2 VI Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond. I 100 deg F&less V Fb Pos 875 psi Fv 170 psi Shear 83.5% Fb Neg 871 psi Fcp 600 psi Span(s)Defl'n 176.0% Allow Pos Mom 5,719 ft-lb 1362.75 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -5,695 ft-lb E 1,300 ksi Calc'd member FAILS by: -3.0% Allow Shear 5,766 lb El 471,574 ksi Controlling criteria is. Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use:Load Duration:1.0-Live For 6 x 10 1.50 in 1.50 In - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,143 lb 3,143 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 893 lb 893 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.375 in 0.375 in 0.375 in Max Dn Defl - -0.127 in - - - Allowed 0.375 in 0.375 In 0.375 in ProBeam_v7_0_WC CI 5 Tim Garrison, P.E. CatVS 4RUCTIONr The � CALC"' ProBeam we v6.0 Important: Notches and connectors not cosidered.Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17063 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. crawl beam,DR. Other Info. 8/21/17 4 2 4 6 8 10 12 14a 16 Type? Simple span,fully braced 'r Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 or I 360 i = 0.48 in Total,L/ 240 = 0.73 in N/A i. = 0.00 in Total,U N/A = 0.00 in i Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len• 14.50 ft Add Self Weight? [Yes.Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I.Nc?__...__�_ Increase Roof DL for pitch? .Yes "'I Roof Pitch I 2.0:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 10 psf 25 psf 18.00 ft - 182.5 lb/ft 450.0 lb/ft Uniform Ld.5 10 psf 3.00 ft - 30.0 lb/ft Tot Unif Load - 212.5 lb/ft - 450.0 Iblft .. ? Z(4st O> ' 6(6)C6 Loads • Point loads are 1/10 scale ("t‘ S=(-_= 3•VKt2-.4'' W 1000 41 -4 4-vu 500 - 0 2 4 6 8 10 12 14 16 -500 Engineered Lumber Calc'd Brand Boise Cascade •': Results For 3.5 x 11.875 2.0E Solutions Using Self Weight of Engrd 3.5 x 11.875 2.0E 3100 VersaLam,10.6 plf Calc'd Member 3.5 x 11.875 2.0E 3100.versate♦i 3100 VersaLam - - Load Duration snow 1.15 V %Overdesign 1.75 x 16 2.0E 2800 VersaLam - Repetitive Use? No v' Pos Bending 38.1% 2.625 x 14 2.0E 2800 VersaLam - Fb Pos 3,564 psi Fv 328 psi Neg Bending NA 3.5 x 11.25 2.0E 3100 VersaLam - Fb Neg 3,410 psi Fcp 750 psi Shear 86.1% 5.25 x 9.25 2.0E 3100 VersaLam - Allow Pos Mom. 24,433 ft-lb E 2,000 ksi Span(s)Defl'n 219.1% - - Allow Neg Mom. -23,375 ft-lb El 976,827 ksi Cant(s)Defl'n NA - - Allow Shear 9,081 lb Calc'd member OK by: 38.1% - - 1488.41 iM4 Controlling criteria is: Pos Bending - - Self Wt 10.63 plf Cond's Of Use:Load Duration:1.15-Snow - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 3.5 x 11.875 2.0E 3100 VersaLam 1.86 in 1.86 In - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,880 lb 4,880 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,618 lb 1,618 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.725 in 0.725 in 0.725 in Max On Defl - -0.227 in - - - Allowed 0.725 in 0.725 in 0.725 In ProBeam v7 0 WC •