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HomeMy WebLinkAboutPermit File BLD-2020-0171 3921 Rock Ridge ParkwayJob Address APN City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 3921 ROCK RIDGE PKWY ANACORTES WA 98221 Remarks: NEW SFR Permit Type: Project: Owner: RR SUMM(TT NW LLC Contractor: Address: PO BOX 319 Address ANACORTES WA 98221-0319 Phone: Phone: License #: Invoice/Permit #: BLD-2020-0171 Applied date: 03/25/2020 Issue date: 04121/2020 Expire date: 10/18/2021 Single Family Residence Permit STRANDBERG CONSTRUCTION PO BOX 319 ANACORTES WA 98221-0319 (360) 293-7431 General Information: Fees: Occupancy Group it-1 Plan Application Fee Use Zone R-2 Building Permit Fee # of Bedrooms 3 Plan Review Fee Basement Square Footage 994 Mechanical Permit Fees New or Replaced Hard Surface 4916 Plumbing Permit Fee Lot Area 7532 State Building Code Fee Resi Lot Coverage 2982 Sewer Inspection Fee 1st Floor Square Footage 1899 Storm Drain GFC-Residential Garage Square Footage 812 Sewer GFC-Residential Deck Square Footage 322 Park Impact Fee Porch Square Footage 73 Traffic Impact Fee Stove, Appliance 1 Non Sprinklered SFR Fire Fee Building Valuation 651600 EMS Impact Fee # Forced Air Furnace <=100k 1 SFR/duplex: site plan/design Stormwater Review # of Tubs, bath 1 # of Clothes Dryers 1 Total Calculated: # of Clothes Washers 1 Deposits/Receipts: # of Dishwashers 1 Total Due: # of Gas Outlets 2 # of Gas Fireplace 1 # of Gas Water Heaters <= 100k 1 # of Water Piping 3 # of Hose Bibs 5 oe?tc rl S011 ks BLD-2020-0171 - 2020 1 62A 4�6 � �it� will 1. 04127/2020 03:20PM 4 49, 9""T( VU90%UCTION 1 LT � �, F ingle Family Residence Permit 1 #VItyrgTHR 225015,83 1 rW filb lii4IF ns 223015.83 5 PF&Waf Idsets (Toilets) 3 200.00 3,955.75 2,571.24 136.60 167.00 6.50 51.08 1,696'09 9,140.86 615.00 2,765'69 100.48 356.26 60.00 393.28 22,215.83 200.00 22,015.83 City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-2020-0171 Applied date: 03/25/2020 Issue date: 04/21/2020 Expire date: 10/18/2021 The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and examined4 NIs application and know the same to be true and correct. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED 1 co� ,cO- Storm Water Minimum Requirements 42 �� ENGINEERING DEPARTMENT E, Fj ? . �f 7 904 6"' Street Anacortes, WA 98221 www.anacorteswa.gov FILE Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: Project Address: 3921 ROCK RIDGE PARKWAY Parcel Number: P127677 Permit Number: [a7oZ(?2t� c71 FRONT OF REPORT Submittal Checklist. Submittal Date: 03/24/2020 Revision Number: Acceptance Date (C Reviewer: 1u( o TAB 1 - Drainage Analysis —Minimum Requirement #2 o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Model Soil Management Plan for BMP T5.13 o APPENDIX 3 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 4 - Site Plan with all applicable information (Minimum Size 11x17 — 30 scale) o APPENDIX 5 - Documented Site Photos (North, South, East and West) Project Description: (What is it you are looking to do? Provide details regarding, but not ted to, Lot SF, Home SF, New and Replaced Hard Surface) Construction of a new 2, 893 SF home on a 7, 532 SF lot. The new and hard replaced surface is 2, 982 sq. ft. for the house and deck with an additional 1, 934 sq. ft. in driveway. This is -a total of 4, 916 sq. ft. Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence ) The site was developed.underRock Ridge South, Phase 3, which had all -the appropriate permits and has been accepted by the City of Anacortes City Council ond-recorded. The site is sloping mostly from SE side to the N & NW sides of lot. The average sloping grade is around 36%. This site is part of a Common Plan of Development. The development had the detention pond upsized for flow control for Rock Ridge Phase 3. The report is part of the recorded subdivision and covered Minimum Requirements 1, 31 41 51 6, 7, 8 and 9 for each lot. Therefore, this project is submitting Minimum Requirement 2 only A soils analysis was not done for this site since it is solid rock and is identified as impervious surface. Version Date: December 19, 2018 There are no known critical areas adjacent to this property that would offer any concern by building on this property, or any Erosion problems by building on this site. Construction Sequencing: (Note: sequence may not fall in this order, but close) o Installation of Erosion and Sedimentation BMP's. o Minor rock excavation work to ensure compliance with required BMP's under Minimum Requirement 5 and 6. o Installation of the footings and foundations. o Construction of the home. o Connection of the utilities to the home. o Installation of MR#5 required BMP's o Backfill of site with BMP T5.15 Post Construction Soils, Landscaping, driveway, driveway access. See Appendix - Model Soil Management Plan for BMP T5.13 Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces, proposed contours) Proposed slopes on hard surfaces are showing. Site proposed final grade plan is showing proposed grade and slopes. Cut and fill dependent on how much rock needs to be chipped out, but general a general cut and fill calc. has been given. Site Sediment Transport Score: >100 Total Points (High\Low) (See Appendix 4 -Determining Construction Site Sediment Damage Potential (Appendix 7) Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? G8 Identify any downstream drainage issues (Storm Comp Plan: Yes, Identified If so, describe: Problem Area #13 —Oakes Avenue and Georgia Avenue Problem: A natural depression exists on a parcel that will soon be developed. A pipe drains the depression to the north side of Oakes Avenue. Solution: Install a trash rack like that described for Area #5 to keep pipe inlet clear of debris. Response: The natural depression was filled in revising the natural drainage path for this parcel insofar as raising the elevation. The natural discharge is still at the same location. This issue has been resolved with development and does not affect this project. Problem Area #28 —Kansas Avenue and West 6th Street Problem: A shallow manhole is located at the intersection. Solution: The City has preliminary plans for the new storm system in this area. The new system will divert existing flows to lllinios Avenue. The downstream system should be analyzed for capacity. Version Date: December 19, 2018 t#ert Here C►oes try site have 3°96 or mare of existing impervious coverage! NO Goes the project result in b. COD square feet, or greater. of new plus replaced hard surface ,area? Yes All Minintierm Ri-a;uiren�ents apftly to the new and repiaced hard surfaces and converted vegetation :�tate or vtastrl.�gton areas. Yef I S:ee Redeveocimen: Mtr �ecaueremenCs �r�d �loW ChaK r -vure 1-2 4.? I l]oes tlne project eaeanwe?rt �� acres or more of vegetaaitiuon to lawn or iandscapoed areas, or �O convert 2.9.acres tar more of native vegle.Won %D pasture? �O Yes Goes the project result in 2.000 square feet, or greater, of new plus replaced 'hard surface area' Minimum Requirements �•1 I #5 apply to the new and replaced hard surfaces and the land disturbed. Yes 1�0 Does the project have land disturbing activities of 71,000 square feet or greater' Yes Minimum Requirement #2 applies_ Figure I-�_�,`1 Flow Chart for Determining Kequirements for New Development �er�e{i wrJn s ,. e i Plead 5+3e �►ta�::'uw�r• ecy.wa.gov�tiaoy*.gr�r.,hrrn�'rflr copyrlgnt �robce Incl�,ding F�ernilss►�s. rnitat�or rat nar�mty, anti eilsc�alrrer. Version Date: December 19, 2018 -?Sth@f4e5u, M _ >_ a'-'ee0 1 _ :�n�.ti --6mw- OR Foes tine 'and dristurbtrg ac"li!y tcv3t COr square feet or grexer Yes Nrlini r;,r Re, u ren�e�nis z' ihrougr =` apply to the new anc rec+3oed hard �es 3na tt'a 3 ;t4rbed IYlinimunn Requirement #2 applies. does the �r'OJeCC 34t>j �.�i}Q 5{�Uar'@ feet ar Tare of nEW hard su'f3�s OR Convert 3r acres or more of':egetabon to 13Wn Or I3ndscaped areas' OR Convert 5 aces or mart of native vegeL3t•C•n to rasa:-e^ ides .P4N llllin.imum Requirements ap�lly�� �� to the new hard surfaces and fire s this 3 rota reiated pro$*cI converted vegetation areas.. "des Does the project 3ad .5,Oi30 square feat or more of new hard surfaces 5 -: t31 Of new plus �eptaced r•,; s 3il'3LP- 70athe new hard 5..000 square feet or rriore eS .adder AND more to m No additional foes the value of the proposed irnprc. nard su All minimum req. are taken care of by - ncluding intenof improvements - exceed the proj common plan of development. Only 50% of the assessed value for fep►acemen minimum req. #2 is needed. value) of the ex+st4ng sere improvemerp s +=PARTAAEN7 �� A!i Mrnimurn Requirements apply to tine new and replaced hard surfaces and converted vegetation areas FigUre Qo4_2 �ef termining Recuir�n��nt� �►��r Redevelopment !?Fy'Ised .une Z31E Tease .bee nl�. O AArw�+►+ eLy ,�a.ga�; c,aoy�gt+r ft&"; rrur ^ftpyngos ponce Incll 41M� F?rritssle�b, n11'.31:01* t3�i11a01Utj', a'Id d1bG31'r*eP. Version Date: December 19, 2018 TAB 2 (MINIMUM REQUIREMENT #2) • 1.2.5.2 Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plan (SWPP) All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) See attached Table 4.1.1, Table 4I1 and Table Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. The site is sloping mostly from SE side to the N & NW sides of lot. The average sloping grade is around 36%. This site is part of a Common Plan of Development. The development had the detention pond upsized for flow control for Rock Ridge Phase 3. The report is part of the recorded subdivision and covered Minimum Requirements 1, 3, 4, 51 61 71 8 and 9 for each lot. Therefore, this project is submitting Minimum Requirement 2 only A soils analysis has been completed for this site. It is mostly rock, but was used for the soil stockpile location of the development. The soil analisis shows no amendments needed. It is included under Tab 5. There are no known critical areas adjacent to this property that would offer any concern by building on this property, or any Erosion problems by buiiuing on 1111s site. See attached 13 Elements of a Constructton SWPPP. The Site Plan will be added to the Appendix 4. BMP C162 Scheduling: Construction Sequencing: (Note: sequence may not fall in this order, but close) o Installation of Erosion and Sedimentation BMP's, o Minor rock excavation work to ensure compliance with required BMP's under Minimum Requirement 5 and 6. o Installation of the footings and foundations. o Construction of the home. o Connection of the utilities to the home. o Installation of MR#5 required BMP's o Backfill of site with BMP T5.15 Post Construction Soils, Landscaping, driveway, driveway access. See Appendix - Model Soil Management Plan for BMP T5.13 Version Date: December 19, 2018 Table 4.1.1 Source Control BMP's by SWPPP Element Version Date: December 19, 2018 BMP or Element Name Element#1 Preserve Vegetation@:lark Clearino Limits Element#2 Establish Construction Access Element#5 Stabilize Soils Element#6 Protect Slopes Element#9 Control Pollutants Element#11 Maintain BMPs Element#12 Manage the Project Element#13 Protect Low Impact Development BAP C101: Preserving Natural Vegetation ✓ BMP C102: Buffer Zones ✓ BLIP C103: High Visibility Plastic or Metal Fence ✓ BMP C105: Stabilized Construction Entrance I Exit ✓ BMP C106: Wheel Wash ✓ BMP C107: Construction RoadlParking Area Stabilization ✓ BMP C120: Temporary and Permanent Seeding ✓ ✓ BMP C121: Mulching ✓ BMP C122: Nets and Blankets ✓ ✓ BMP C123: Plastic Covering ✓ BMP C124: Sodding ✓ BMP C125: Topsoiling /Composting ✓ BMP C126: Polyacrylartide for Soil Erosion Protection ✓ BMP C130: Surface Roughening ✓ ✓ BMPC131: Gradient Terraces ✓ ✓ BMP C140: Dust Control ✓ BMP C150: Materials On Hand ✓ ✓ BMP C151: Concrete Handling ✓ BMP C152: Sawcutting and Surfacing Pollution Prevention ✓ BMP C153: Material Delivery, Storage and Containment ✓ BMP C154: Concrete Washout Area ✓ BMP C160: Certified Erosion and Sediment Control Lead ✓ BMP C162: Scheduling V Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element Version Date: December 19, 2018 EiarrrerHrrt4 �E3emenl rB �Eft.nent l'13 Elenxal a Ek"nl N6 Eleawd #7 EieoeM Ab Vrrrr n' -1fi QMP ax Etatr�nt lJm � CarKrol lrtetaii SlUbiltts i Protacl Prut:.i; Carrtrril Conlr�l ba- Prvla:;t Low Florr Rates SadkrtComm" Slopes Drain halts . C Powdants Mt'rirvp paci '?ere Owls Knt UAW CM Iim"plor ®ilia and Swats ✓ P C201: Grasna_1,rnod Charurels ,f BOAP C70Z Chtr"I Unkia ✓ P C203; VVatnrBws P C204: P%w sttlpr Drams MAP C209: Subsurfam Drains OVAP C2W 4rovot Spreader ✓ amp C ffrt Chock Dams ,/ ✓ BMP CM Ttis wdw Nt Olke (Iaalaldlts Y ve Encased chock Doty$ ®MP C2W. Ouftrtt Protemiott BMPC220 9+nim Drain Inlet Protection BMP C234: Ikuslt tlarrk r BMP C=. Gravel Filler Berra ✓ .. 13MP CZ1S: Sift Fence BMP C2W V*Wslod Strip ✓ BMP C23&m Mbttlos BMP CM VeBilWiveFeI"— Inn ✓ 9IMP C24M godiamnt Trap +' � BMP C241: Temporary Sedb"em Pond ✓ .° e BMP C2Mk Co mArta llots Slont'toafar ve Cherrlcal Treatrnellt BMP C251s Conatrucllon Star wader FUaadoa tOP C262 NMh pH Neutraftallon tfalnp _ I! BMP CM pH Control for High pH fitar � ✓ 13 Elements of SWPPP Version Date: December 19, 2018 (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 Above from 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: RR SUMMIT NW LLC Site Address: 3921 Rock Ridge Parkway, Anacortes WA 98221 Prepared By: Jason Sterling The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for construction activity adding under 2,000 sq. ft. of hard surface area. These elements must be addressed for construction activity adding 2,000 sq. ft. 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. Site was cleared in approximately 2008. The site is all rock with low vegetation. ELEMENT In Establish Construction Access ❑ 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. ❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. We will utilize BMP C107 Construction RoadlParking Area- Stabilization. The installation and maintenance specificafions are attached to the 13 Elements. ELEMENT 3: Control Flow Rates Version Date: December 19, 2018 ❑ 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. Since the site is solid rock with a layer of soil on top of the rock, The site will utilize BMP C162 Scheduling to help with flow control. Gutters will be installed with temporary downspouts to the gutter downspout piping to convey any potential increase in runoff away from the site. The project will utilize existing BMP C233 Silt Fence along the west, north, and easf and partially south boundary. Additionally, the project will utilize BMP C212 Mulching along the west, north and east partially south boundaries, along with BMP C235 Wattles if necessary. The lot slopes mostly towards the wesf and the north. If BMP C240 is necessary, the proposed location will be in the west portion of the lot, near bottom of slope. This BMP will need to be designed and reviewed by the COA prior to implementation. ELEMENT 4: Install Sediment Controls ❑ Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. ❑ 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. ❑ 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 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. ❑ 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. ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑ 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. The sediment controls have been identified on the site plan and are included in Append.'x 4 of this report. BMP's that will be on -site for additional protection are: BMP C235 Straw Wattles, BMP C240 Temporary Sediment Trap (if necessary). 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. ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize Version Date: December 19, 2018 erosion at outlets and to minimize downstream channel and stream bank erosion. ❑ 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 ❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. ❑ 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. ❑ Minimize the disturbance of steep slopes. ❑ Minimize soil compaction and, unless infeasible, preserve topsoil. Exposed stock piles will be covered with BMP C123 Plastic Covering and other exposed areas wifh BMP C121 Mulching. ELEMENT 6: Protect Slopes ❑ 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). ❑ 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. ❑ 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. ❑ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑ Consider soil types and its potential for erosion. ❑ Stabilize soils on slopes, as specified in Element 5. ❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. The Natural Discharge location will be protected by BMP C233 Silt Fence. ELEMENT 7: Protect Drain Inlets ❑ 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). ❑ 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. Version Date: December 19, 2018 ❑ 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. ❑ Inlets should be inspected weekly at a minimum and daily during storm events. Inlets will be protecting using BMP C220. A Supplement detail will WSDOT Standard Detail 1-40.20-00 Storm Drain Inlet Protection since DOE does not have an equivalent detail to use. 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. The Natural Discharge location will be protected by BMP C233 Silt Fence. ELEMENT 9: Control Pollutants ❑ 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. ❑ 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. ❑ 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. ❑ 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. ❑ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. Version Date: December 19, 2018 ❑ 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 on4te using temporary plastic placed beneath and, if raining, over the vehicle. All chemicals, liquid products, petroleum products, solvents and other potentially environmental hazardous products will be locked in the site job trailer. BMP C154 Concrete Washouf Area will be utilized. A Concrefe Washout area has been installed within the Rock Ridge Phase IV and V subdivision. No fueling or oil changes are being performed on -site. Contractor will be required to have a Spill Kit on -site that is accessible by all workers on the project. 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. ❑ 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 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. Site is solid rock. No Dewafering is anticipated 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. ❑ 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. ❑ 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 Version Date: December 19, 2018 shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑ Remove or stabilize trapped sediment on site, removal of BMPs or vegetation. Permanently stabilize disturbed soil resulting from See Element 3 above for additional BMP's that will be on hand for additional runoff measures. BMP's will be reviewed and inspected daily and revised accordingly. 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. ❑ 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. ❑ Maintain, update, and implement the SWPPP. ❑ Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑ 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: 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. ❑ 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. Since this lot is part of a Common Plan of Development a qualified CESCL will be on -site. A sign will be posted on -site with a name and 24-hour number, ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. There is no Low Impact Development BMP's proposed with this project. icant Signature Date Version Date: December 19, 2018 BMP C107: Construction Road/Parking Area Stabilization Purpose Stabilizing subdivision roads, parking areas, and other on -site vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. Conditions of Use Roads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use by construction traffic. • High Visibility Fencing (see BMP C103: High Visibility Fence) shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. Design and Installation Specifications • On areas that will receive asphalt as part of the project, install the first lift as soon as possible. • A 6-inch depth of 2- to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH monitoring and BMPs (BMP C252: High pH Neutralization Using CO2 and BMP C253: pH Control for High pH Water) are necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade. • Temporary road gradients shall not exceed 15 percent. P.oadways shall be carefully graded to drain. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super -elevated section. Drainage ditches shall be directed to a sediment control BMP • Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet - flows into a heavily vegetated area with awell-developed topsoil. Landscaped areas are not adequateI if this area has at least 50 feet of vegetation that water can flow through, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. Version Date: December 19, 2018 The 50 feet shall not include wetlands or their buffers. If runoff is allowed to sheetflow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. • Storm drain inlets shall be protected to prevent sediment -laden water entering the storm drain system (see BMP C220: Storm Drain Inlet Protection). Maintenance Standards Inspect stabilized areas regularly, especially after large storm events. Crushed rock gravel base, etc. shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. Following construction, these areas shall be restored to pre -construction condition or better to prevent future erosion. Perform street cleaning at the end of each day or more often if necessary. Version Date: December 19, 2018 TAB 5 (MINIMUM REQUIREMENT #5) • Minimum Requirement #5 — On -site Stormwater Management All sites are required to utilize BMP T5.13 — Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on -site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5 — On -site Stormwater Management. Lawn and Landscaped Area: • BMP T5.13: Post -Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP http//www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf See below for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material, Version Date: December 19, 2018 PROJECT INFORMATION "Model Soil Management Plan for PMP T5.13" age # of pages Complete all information on nape 1: only site address and hermit number on additional owes. Site Address / Lot No.: Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) Site Plan showing, to scale: Areas of undisturbed native vegetation (no amendment required) New planting beds and turf areas (amendment required) Type of soil improvement proposed for each area Soil test results (required if proposing custom amendment rates) Product test results for proposed amendments AREA # (should match Area # on Site Plan) PLANTING TYPE _Turf Undisturbed native vegetation Planting Beds Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION inches (depth) of scarification needed to achieve finished total 12" loosened depth. Subsoil will be scarified PRE -APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3_1 (conversion factor; inches to cubic yards) PRODUCT: _ Topsoil import = cu. yards per 1,000 sq. ft. _ Amend with compost X ,000s sq.ft. in this area _ Stockpile and amend = cubic yards of amendment QUANTITY: CU. YDS, cu. yds. stockpiled) needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. _ Topsoil import inches organic matter or topsoil import PRODUCT: _ Topsoil & compost lift X 3_l _ Amend = cu. yards / 1,000 sq. ft. _ Stockpile and amend X ,000s sq.ft. in this area cu. yds. stockpiled) = cubic yards of amendment QUANTITY: CU, YDS. MULCH 000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) = cubic yards of mulch QUANTITY: CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan ❑ Product #1: ❑Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native )ants "stable" es/no ❑ Product #2a ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 exce t mulch, or <35:1 for nativeplants) "stable" es/no ❑ Product #3: ❑ Quantity. cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch. or <35:1 for native plants) "stable" (ves/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: December 19, 2018 APPENDIX 1 — Survey performed by a Professional Land Surveyor Note: Submitted with permit application Version Date: December 19, 2018 APPENDIX 2 — Model Soil Management Plan for BMP T5.13 Note: Document is provided under Minimum Requirement 5 in this document. Soil report attached below. Version Date: December 19, 2018 ti r 0 N M r CM O d r N O U r d N d (i coN*� cc ==I 0) Cc a >>Q0 qr to let 7 CM O �— 07 W T" LO ti 0 Ln X O Z Z U)ma QLO N OTC a Q U) U OC M m zn Z 'o a � LL (n w 0 G tri H H 00 o q rn o a m w o a rd o rd JJ � o 4.3 E U E W � U 0 APPENDIX 3 - Determining Construction Site Sediment Damage Potential (Appendix 7 - NPDES Phase II Permit) Note: See attached Version Date: December 19, 2018 n Western Washington Phase H Stormwater Permit i. APPENDIX 7 - Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site -specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. STEP 1 — Sediment/Erosion Sensitive Feature Identification 5ediment/erosioi � se..Sitii/e features are areas subject to Significant degradation due to the effect cf sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near -shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. STEP 2 —Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight -lined to the feature or flows to the feature through a channel or ditch. Poer?iial Pad e 1 � _ Version Date: December 19, 2018 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature vi. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. vii. STEP 3 —Construction Site Sediment Transaort Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low ❑ 100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoffI Construction Site Sediment I ransport Potential Worksheet A. Existing slope of site (average, weighted by aerial extent): Points 2% or less .110 >2-5%.............................................................................................. 5 >5-10%..........................................................................................15 >10-15%........................................................................................30 >15%...........................................................................................A.50 B. Site Area to be cleared and/or araded: <5,000 sq. ft................................................................................... 0 5,000 sq. ft. — 1 acre......","",, ............... 30 >1 acres....................................................................................... 50 C. Quantity of cut and/or fill on site: <500 cubic yards. A I I I I I 1 0 A 4 0 1 V 0 9 A V A 0 0 0 A A 0 0 9 0 9 0 0 9 A 9 A 9 a A 0 a 0 9 a 0 0 0 a F 9 0 a * a P m m a k A A 0 A , 0 , a A 0 0 0 * 0 0 a 0 & 0 500 — 57000 cubic yards..................................................................1 5 >57000 — 10,000 cubic yards........................................................10 >10,000 — 20,000 cubic yards..................................................A...25 >20,000 cubic yards.....................................................................40 D. Runoff aotential of aredominant soils (Natural Resources Conservation Service Hydrologic soil group A. A I 1 0 . TS TOTAL POINTS.............................................................................................> 00 1 If no surface or groundwater enters site, give 0 points. APPENDIX 4 - Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) Note: Submitted with permit application APPENDIX 5 — Documented Site Photos (Show all directions of the site, including frontage) Location: West side looking South -East. Description of the photo: Frontage of property. Photo taken by: Jason Sterling sLLLLLL r NI -a Solde.: t ^ ' ffff od Pa Vols7 a y� od ad -£!; �r?iL -Ve'Ad ANN find ^�ab''aP Aw Nod 1 Y i'Now A .� i r� �,_> r-.fit C s� mw Ad : i i t F{s ;to "1 — ,•4 N. e 4An 4 A rad _, %.- . -ij S, Aria+ r no t Ad IY4 _. _ - .'� n t . 16' ..Iles ; - _y '1. L - 4.L. P� Location: South-West corner looking North-East side. Description of the photo: Frontage of property. Photo taken by: Jason Sterling r v.z ?LoIdAnno P � �-1�� - Ida: as Iak da PIP Aw ddr _y Id 4 Location: South side of lot looking North side. Description of the photo: South side of lot looking North side. Photo taken by: Jason Sterling Ida— LL PP pP _ - -. - - /.� d W Id PP POP all '.Idd _am d-w III Rs6 I*_® , ,r - - �Wad-41.i41 p.4 i. J Pf A J eel - i Y f Pe Aqt s s "..ram - �` ! f Y n i. r��%r..gsyJ i'�_PI + _ yY-- 1j{�" 1',� .i s�. } �. `'' ` `.,I'F '. small Ilk 7 qq.�,,� q4 is Y t so Flold'`w. y,1�3��1 : Kt 4 I a' sad ��? to �, , ` , 116 Pl� id r s 31 ,,+ .�. .1 ,f5 Location: Middle of South side of lot looking towards North-West side of lot frontage. Description of the photo: Center of lot looking South. Photo taken by: Jason Sterling Q� OO �x / cz +4 439.5' ELEV. @ / MID POINT OF LOT V 8. IL I I z � 1 t �0 440'/ ` / t`901L 9TOC'ILE / CB WSERTS lao �+ J �P / cz ONNECTION f LOCATION) ° 25 5 5/8 < J NOTE: CLEARING LIMIT TO BE ENTIRE LOT STANDARD HIGH VIZ. CONSTRUCTION ENCE TO BE INSTALLED WHERE HIGH VIZ. ILT FENCE N/A, CUTAND FILL AREAS TO BE ANYWHERE HOUSE, RNEWAY, OR PATIOS LOCATED, CUT AND FILL PPROXMATE, DEPENDENT ON FINAL GRADING, CONCRETE WASHOUTAREA LOCATED ON SITE OR T ROCK RIDGE PH5 DEVELOPMENT WASHOUT LOCATION. VERIFY UTILITIES EXACT STUB AND HOOKUP LOCATION WITH SUPERVISOR. 2 CAR 'GARAGE ]_ BELOW FF = 442.6' 460'; _ M.TRAFTON J. STERLING 03-21-2020 LANDSCAPE LEGEND fV! LAWN AREA OR L z EXISTING VEGETATION ^n,1U) \ W o CONCRETE DRIVE to fl MULCH - PLANTING BED C EL . 441.5' F-1 EXISTING BEDROCK/ VEGETATION e.� DECIDUOUS TREE � 2,882.49 SO. FT. OF ROOF WILL TIE INTO THE STORM WATER TIGHTLINE. SFR FF = 452.5'- �DRIVEWAY PAD 6 - 1 CAR E 454.25' GARAGE "Q- FF = 452.5' �1 A LOT 7 / ,452,542532 SF e. SLT FENCE WA, 4 � MAR 2 4,1020 { � G�-+�OH 1 LFi' AI Ay 1e, �Xr�s�:• o CONIFERTREE m a o 0 3 LL m to � n / \ � W M ~ n SHRUBS /PLANTINGS o 00 ' S Ci O Q m Iia M� MINIMUM TREE DENSITY _ Calalallon of We Total Tree Units Required. The total number of Iwo units required b be proNded by a regulated project or tree consoNailon permit approval listed in Sechon 16,50.100 shall be calculated by divid rtg gross site area, minus any public or DrWala siroet nghlsoIw y, by one thousand Table 16.50.120(D). The result of the pkulabonwl0 ba Wa brat number of Use units required for We project approval wIWIn Wa bugdlrg she. LOT SIZE : [7, 532] SQ.FT. TREES REQUIRED: 8 0 �a N MINIMUM REQUIREMENT #2 BMP'S Z J U Q rn LU Q A BMP T5.13: POST -CONSTRUCTION C2 SOIL QUALITY AND DEPTH W �! w 0 J ai Q In C2 BMP C233: SILT FENCE U ♦♦�/�1 C BMP C105: STABILIZED CONSTRUCTION U j C2 ENTRANCE / EXIT O V �/ 0 C2 I-00.20-OO�IN INLET PROTECTION a � Q LL m C2 BMP C154: CONCRETE WASHOUT AREA LOT INFORMATION LOT SIZE: [7,532] SQ.FT. CLEARING LIMITAREA: [7, 532] ACRES W MAX BUILDING COVERAGE (35%): 2,636.2 SQ.FT. Q ACTUAL BUILDING COVERAGE (33,73%)=2,540,6 SQ.FT. ♦U�/� IMPERVIOUS ROOF AREA W/ OVERHANGS: 2,982.49 SQ.FT. v! IMPERVIOUS DRIVEWAY B SIDEWALKAREAS: 1,933.9 SQ.FT 7 z TOTAL IMPERVIOUS AREA: 4,916.39 SQ.FT. L J PARCEL# P127677 �J( ADDRESS: 3921 ROCK RIDGE PARKWAY,ANACORTES, WA962g1 0• OWNER: Rock Ridge - Lot 7 W F=W PLAN AREAS (n \ MAIN FLOOR 1,899 SQ.FT. ` BASEMENT 994 SQ.FT. OWNER APPROVI INRIPL TOTAL LIVING AREA: 2,$93 SQ.FT. GARAGE 519+293=812 SQ.FT, PAGE E ENTRY 73 SQ.FT, COVERED DECK 112 SQ.FT, PAGE: OPEN DECK 49 SQ.FT. nl� PATIO 161 SQ.FT. © BMP C154: CONCRETE WASHOUT AREA © BMP C235: WATTLES © BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT BMP T5.13: POST -CONSTRUCTION SOIL QUALITY AND PURPOSE PURPOSE PURPOSE DEPTH M. TRAFrON PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTSTO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATUESARETEMPORARY EROSIONAND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW, COMPOST, OR OTHER STABILIZEDCONSTRUCTION ENTRANCES ARE ESTABUSHEOTOREDUCETHEAMOUNT OF SEDIMENT TRANSPORTED ONTO PIIRPMFANDnFFINMnN WASHOUT OFFSITE, OR PERFORMING ONSTTEWASHOUT INAOESIGNATEDAREATO PREVENT POLLUTANTS FROM MATERMI-THAT IS WRAPPED IN BIODEGRADABLETUBULM 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 NATURALLYOCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANTSTORMWATERFUNCTIONS ba' ENTERING SURFACEWATERS OR GROUNDWATER VELOCIIYAND CAN SPREADTHE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTUREAND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. INCLUDING: WATER INFILTRATION;NUTRIENT, SEDIMENT, AND POLLUTANT ADSORPTION; SEDIMENT AND POLLUTANT ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW TRENCHES CONDITIONS OF USE CONSTRUCTION ENTRANCES SHALL BE STABILRED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION BIOFILTRATION; WATER INTERFLOW STORAGE AND TRANSMISSION: AND POLLUTANT DECOMPOSITION. THESE FUNCTIONS J, STERLING CONDITIONS OF USE CONCRETE WASHOUTMEA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES. SEE FIGURE II4,2,14 WATTLES(P. 378) FOR TYPICAL CONSTRUCTION DETAILS. WSDOT STANDARD PLAN F30.3MD ALSO PROVIDES INFORMATION ON WATTLES SITE IF PAVED ROADS OR OTHER PAVED AREAS ME WITHIN IJIM)FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL TOPSOIL AND SODNOT STORMWATER FUNCTIONS LOST, BUT LANDSCAPES e -CONCRETE IS USFDASACONSTRUCTION MATERIAL (HTTPJM1YANy.WSOOT.WAGOVIOESIGWSTANDAROSnsLANS.HTMNSECTIONp STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE, RATHER THAN ONLYAT THE MAIN SUBDIVISION . THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, _ _ f - IT IS NOT POSSIBLETO DISPOSE OF ALL CONCRETE WASTEWATERAND WASHOUT OFFSITE(READY MIX PLANT. ETC.). - ENTRANCE. STABILIZED SURFACES SHALL BE OFSUFFICIFM LENGTHMADTHTO PROVIDE VEHICLEACCESSIPARKINGI BASED ON LOTSIZHCONFIGURATION.ON LARGE COMMERCIAL, AND ROAD PROJECTS, THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLDANDUSTRIAL CHEMICALS, THE CONCENTRATION OF PET WASTES, 1/4 "='I' U.N.O. -CONCRETETRUCKS,PUMPERS, OROTHERMNCRETEGOATEDEQUIPMENTAREWASHED ONSITE. NOMIFLESSUPN 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ONSITE, THE WASHWATER MAY BE DISPOSED OF IN A CONDITIONS OF USE USEWATTLES: INCLUDE ENOUGH EXTRA MAMPUALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN IN AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER. ESTABLISHING BOIL QUALITY AND DEPTH REGAINS GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE, PROVIDES INCREASED TREATMENT OF POLLUTANTS FORMED AREAAWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR - IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION, THE INITIAL CONSTRUCTION SWEEP, IT IS DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS WILL AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION, AND MINIMUMS THE NEED FOR SOME LANDSCAPING -- GROUNDWATER, THE UPLAND DISPOSAL SITE SHALL BE AT LEAST M FEET FROM SENSITIVE AREAS SUCH AS STORM - ONEXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS, OR OVER WINTER MONTHS. TAKE PLACE; ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALLTHEM WHERE NEEDED. CHEMICALS, THUS REDUCING POLLUTION THROUGH PREVENTION. - DRAINS, OPEN DITCHES, OR WATER BODIES, INCLUDING WETLANDS, -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABMSHED. APPI ICATInN.e AND LIMITATIONS 03-21=2020 -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE, GENERALLY, WATTLES ARE TYPICALLY ESTABLISHING A MINIMUM SOIL QUALNYAND DEPTH IS NOTTHE SAME AS PRESERVATION OF NATURALLY OCCURRING SOIL a EFFECTIVE FOR ONE TO TWO SEASONS. AND VEGETATION. HOWEVER, ESTABLISHING A MINIMUM SOIL QUALITYAND DEPTH WILL PROVIDE IMPROVED ONSITE - PREVENT RIW NG 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 WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST, COMPOSTED WOODY MATERML, BIOSOUDS, AND FOREST PRODUCT RESIDUALS. IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL OUALITYAND DEPTH BMP BE APPROPRIATE DESIGN CRITERIA NOTTOSCALE AND BENEFICIALTOTHE PLANT COVERTO BE ESTABLISHED, LIKEWISE, IT IS IMPORTANTTHATIMPORTED TOPSOILS -- - - INSTALLWATTLES PERPEI]DICULARTO THE FLOW DIRECTION AND PARALLELTOTHE SLOPE CONTOUR IMPROVE SOILCONDITIONSAND DO NOT HAVEAN EXCESSIVE PERCENT OF CLAYFINES. THIS BMP CAN BE CONSIDERED - NARROW TRENCHES SHOULD BE DUGACROSSTHE SLOPE ON CONTOURTO ADEPTH OF 3-TO 5-INCHES ON CLAY SOILS INFEASIBLE ON TILL SOIL SLOPES GREATERTHAN 33 PERCENT IIIIISM 3m Moisture AND SOILS WITH GRADUAL SLOPES, ON LOOSE SOILS, STEEP SLOPES, AND AREAS WITH HIGH RAINFALL, THE TRENCHES QFglLN Mural D,FR SHOULD BE DUG TO A DEPTH OF 5-TO T-INCHES, OR 12 TO 2J30F THE THICKNESS OF THE WATTLE /� -SOIL RETENTION, RETAIN, IN AN UNDISTURBED STATE, THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT I Lam ]eagag - START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP. SPREAD i PRACTICABLE. IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A O D CD 0 arlwas EXCAVATED MATERIAL EVENLYALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. CONSTRUCT TRENCHES AT INTERVALS OF 10- TO 26-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE, SOIL TYPE, AND DESIGNATED, CONTROLLEDAREA, NOTADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS, TO BE REAPPLIED TO Sardby - ii OTHER PORTIONS OF THE SITE MERE FEASIBLE. RAINFALL.TH E STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES, ' _SOIL QUALITY, A. AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS • INSTALL ME WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END, DO NOT OVERLAP THE ENDS, i SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT Ba `Sari URNE THE �` p7gTOPSOIECT L THE LMATTER�CONTENT UAM IO MpusEcYmg EQUIR HOLESFOR THE STAKES USINGASTRAINTGRHT BARTO HOLES THROUGH WATTLE IF REQUIRED, � YL / J4 ORGANCTE LAYER WITH A MINIMPLEMONa OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% k } AND NTOTE SOILALPILOT ESOIL 1S�Y� ORGANIC MATTER CONTENT IN TURF AREAS, AND APH FROM 6.0 TO ILO OR MATCHING ME PH OF THE UNDISTURBED SOIL C7 g \ V O A O A •WOODEN STAKES SHOULD BE APPROXIMATELY 314 %3N %24INCHES MIN. WILLOW CUTTINGS OR LB -INCH REBAR CAN ALSO BE USED FOR STAKES. / TILE TOPSOIL LAYER SHALL HAVEA MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT ME DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERMa. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE A L a -STAKES SHOULD BE DRIVENTHROUGH THE MIDDLE OFTHE WATTLE, LEAVING 2TO 3INCHES OF THE STAKE PROTRUDING ' SCARIFIEDAT LEAST4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIALTOAVOID STRATIFIED LAYERS, O T 0 tin ABOVETHE WATTLE, - \ WHERE FEASIBLE, 2, MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL Basin MAINTENANCESTANOMDS 3, USE COMPOSTAND OTHER MATERIALS THAT MEETTHESE ORGANICCONTENTREOUIREMENTS -WATTLES MAY REQUIRE MAINTENANCETO ENSURE THEYARE IN CONTACT WITH SOILAND THOROUGHLY ENTRENCHED, A THE ORGANIC CONTENT FOR •PRE-APPROVEWAMENDMENT MISS CAN BE MET ONLY USING COMPOST MEETING THE 0 0 0 Section A ESPECIALLYAFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. �i Mount COMPOST SPECIFICATION FOR BMP TT.3D: SIORETENTION CELLS, SWALES, AND PLANTER BOXES(P.959), WITH THE EXCEPTION THATTHE COMPOST MAY MVE UP TO 35% BIOSOUDS OR MANURE. THE COMPOST MUSTALSO HAVE AN � g -A \\\ NITROGEN RATIO BELOW 25:1. THE CARBON TO NITROGEN S ` pk5 DMg ./rf f) 10 ORGANIC MATTER CONTENT OF %TO 66%, AND ACARBON TO Plan Nobs. 1. Adu�al llerrj / RATIO MAY BE AS HIGH AS 35: 1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION, A8 B. CALCULATEDAMENOMENT RATES MAYBE METTHROUGH USE OF COMPOSTED MATERIAL MEETING (.)ABOVE; OR Type"Below Grade" z. nm.�ne inera� bseMIa rmaity o.WOr[if8leresa OTHER ORGANIC MATERW.S AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTSAND NOT EXCEEDING NTR, THE CONTAMINANT MITS TIFIED PAMTATION ,IN WACAMASU-22D. D / sgnstMYb.ilzknea saadsEa dLUI psesek BE CONNTABLE2THETESTING THE RESULTINGSOILSHOULD VEGETATION BEECANBE HEp. SOIL SHOULD ample ID motssa ,'-B' quarry -' A THE SOILQUALRY DESIGN GUIDELINES LISTEDABOVE CAN BE MET BY USING ONE OF THE H SOILOUIVETO DESIGN GEID g 3m 1A'®n`^I IaliP°raY gala wa:loNaed°tY sP°9s METHODS LISTEDBELOW: METHLIMPLEMENTATIONBELOW. It E 1. LEAVE UNDISTURBED HATNE VEGEfATI0NAN0 SOiL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. 5 J 2.AMEND EXISUNGSITETOPSOIL OR SUBSOIL EITHERAT DEFAULT"PRE-APPROVED• RATES, ORATCUSTOM CALCULATED + e \Naas Marne 4L RATES BASED ON TESTS OF THE SOIL AND AMENOMENL j5 B B securely Tashmea (leaedus 3, STOCKPILE EXISTING TOPSOIL DURING GRADING, AND REPLACER PRIORTO PLANTING. STOCKPILEDTOPSOIL MUST c aauntlen� ;' ALSO BE MENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS, EITHER AT A DEFAULT•PRE- „ permit« vwn hw 3'-4' '\ APPROVEW RATE OR AT CUSTOM CALCULATED MTE 4. IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENTAND DEPTH TO MEET THE REQUIREMENTS. uJ a nMes Varies MOM IYN) {, MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OFTHE SAME SITE SOILTHATALREADY MEETS THE Z� Winkil g �L. DEPTHAND ORGANIC MATTER QUAUTYSTANDARDS,AND IS NOT COMPACTED, DOES NOT NEED TO BEAMENDEO. •��- _ l �1J Wks —}L\ 15 �' IRRR MAINTENANCE - ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED, PROTECT FROM O Sukn(1Yy.? //!'', - 1 Drive"shell mast 1 12' msinMm INtbKss — COMPACTION, SUCHAS FROM LARGE MACHINERY USEAND FROM EROSION, O av tots trust be YN iheethMxmems01me - PLANT VEGETATIONAND MULCH INSTALLATION. — Section B-B abng slope y`r Alsaare selat �pMp�yJ°�, TON THE OIL SURFACE REPLENISH ORGANIDESANDR. - LEAVEPLANTDEBRLSO ITS EQUIVALENT ON THE N 10milpiamessng c«eevs :: •v atrag l'jroJ aka Comod OFIRRIRFACETO -REDUCEANDADJUST, WHERE POSSIBLE, THE USE OFIRRIGATION.FERTILIZERS, HERBICIDES AND PESTICIDES, RATHER WHERE W Tw°skriad ,,If Y A is rcromara3tled Mart Provide'uewl0m THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES, On q O al2roVgh Plan wmtlM1mm yy'''" ceaned so drat newff, area >.��I•, O T `m Type "Above Grade" with Wood Planks ~LL assists on the N.1 C) (0 JO TOT TO SCALE m F_ n a w 00 . Q m \°'Te) ``�� �^ ¢ Figure II-4.1.7a 9 ;,�fy Fi ure 11 4.1.1 g o o Concrete Washout Area, , ?., ' Stabilized Construction Entrance m a d M DEPARTMENT OF RaNad JMM2015 W sell was DEPARTMENT OF Revised June2015 ECOLOGY sbR's'eearass Senarera, enigma teal 'ECOLOGY Please See la:p%meery.so 9av/caPN+gi8lVM fa comirght nave nWLypbrMssteas. Please see Mtp'�watve[Y.n'89e.A�Pyriyw%MtNiet mTys;ht reheB including Permatil 6, slate at Washngton argument of liatiNty. antl 6sdakrre. arq reWe eaeda ale (Stale of Washington Mntatrn ofULgity. artl doclknlet. sapbeed latBrN WerNa. __ _- - Q BMP C1230: SURFACE ROUGHENING N, (D STORM DRAIN INLET PROTECTION 1-40.20-00 a Purpose: SIZETHE BELOW INLET GRATE DEVICE(BIGD) FORTHE STORM WATER STRUCTURE R MU -SERVICE O BMP C233: SILT FENCE O .4../ of Surface roughening aids [a Me eslaNshmem ofvegelaliva cover, reduces unoff velody, Increases lnhltraton, and provides for sediment bappbmg trough Me Pvlslon of a rough sol surface. Hedxontal depressions are crashed by spanning a Met orolhersuftable equipment THEBMaDSM MVEABUILTINHIGILFLOWRELIEFSYSTEM(OVERFLOWBWASS). PURPOSE IL 1, 1 O W co onthe mnlourorbyleaving slopes in amughened ceroiganbynot5negreding them. Use this BMPm cenjuncion wihhoOer BMPssudh a sseedhMmWdhimmorsodding. 3•-T IT6-125mm) - 3 THE RETRIEVALSYSTEM MUSTALLOW REMOVAL OF THE BIGDWITHOUT SPILLING THE COLLECTED MATERIAL USE OFASILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENTFROM ACONSTRUCTION SUE BY PROVIDINGA TFIAPORMYPHYSICAL BARRIERTO SEDIMENTAND REDUCING THE RUNOFFVELOCMES OF OVERLAND FLOW. SEE FIGURE Z J ' ` LLLLLLJJLLLL V Q 0) \, 114.2.12 SILT FENCE (P.369) FOR DETAILS ON SILT FENCE CONSTRUCTION. t a Q CONDITIONS OF USE:.` 8• -10' OmNNI. 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD 9PECIFCATION 8-01.3(15). % -AFL slopes sleeper Nn a3HlV and greater Nan 5 vertical feat require surface roughening to a depth oft to 4 Inches prior to seeding. '� I Y ��" D°) !„k CONDITIONS OF USE A` �• (J�'� -Mess Met" not be sbbllhed immediately maybe maybe"hento reduce runoff velocyunMseedingbkesplace. - � SILT FENCEMAYMUSED DOWNSLOPEOFALDISTURBEDAREAS. lZ Y/ 111 /TL s a a - Slopeswilh a stable rockfam do not require roughening. _ SILT FENCESMLL PREVENTSOILCARRIED BY RUNOFF WATER FROM GOING BENEATH, THROUGH, OR OVERTHETOP OF V -Sbpes where mawerg is planned should not be excessively roughened. Uw Stake JJ �, THE SILT FENCE, BUT SHAIlALLOW THE WATER TO PASS THROUGH THE FENCE. ALLAMOUNTS V Q Q SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR [SIT INTENDED TOMEATSUBSTAN SYSTEM TOASEDIMENT POND. W JJ vI - ----- OFOVERLAND FLOW. CONVEYANYCONCENTRATED FLOWS THROUGH THE DRAINAGE DO NOT CONSTRUCTSILT FENCES IN STREAMS OR USE IN VSHAPED DITCHES. SILT FENCES DO NOT PROVIDEAN _ iTyj, ,�it� 2 �� ADEQUATE METHOD OF SILT CONTROL FORANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. Y (25 ) O �. Pm�- W HO W U a i.1 1. slaw lm.rarar�Lanr w,Lea lie plaRlnerAaro:seed FHatyLh�---.�� r W gw roY n a bends 3'. 5" (t5-125;svn) deep. Eu9 on canlau. O U n/ W Q \�\.., as a=�ac.ac \� Imo a RreWlm lrwtm �Owadbrun umloraarane rN. NOT TO SCALE ®'�'V40O1^�..�, 1 Z \1 -. v \\ \\ 1 f� fax \ '. ,\., \ , \. m Q v Figure I1-4.2.14 vr,r.e. <..cn-e¢ Javla u, flbr labr�e snau to sFLm1 h.0 eabpRs re g m IN '�\\�� o - - ICIeklPatahfaGicmpm6 \ a Wattles am •\•\ �`. \ o \ \ •� \ I DEPARTMENT OF Rannsal NOvemMer 015 /r 21rtry 1S Ga. rare «a9rivel«rL asiandam sleMhfabdc usm ECOLOGY Plea.e te,@p1Mwv_aryxa.go.VcepydgM.MM br copyright notice ima sn9 p=mbswle:. s State of Washington bruBafaudfiaD;Yty, aMGsdamKer. 0 ill Z3 _ Trecyng tdN mactu uPand M1exe Mho sbpa Prmpes gopres that vNl as 6�� 6 �_ Q FF BMP C123: PLASTIC COVERING PUfiPOSE: `i v, trL¢ caldN eased, rainfall. and reduce runo0. \ \� ���� oa a= PLASTIC COVERING PROVIDES IMMEDIATE, EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. C Oragaa3 amm�re vix 154v6 CONDITIONS OF USE: ..ttom� I 1 �t\�� .s C iV F� mC Tracking COVERINGUSED ON DISTURBEOAREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, -- i i-----------------' i spa a ELASTIC BELOW. PLASTIC IS PARTICULARLY USEFULFOR PROTECTING CUTAND FILLSLOPESAND STOCKPILES, NOTE: THE RELATIVELY RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX I8 Ag'„ MONTHS)APPLICATIONS. - DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING, DO NOT USE THIS METHOD UPSLOPE OF AREASTHAT MIGHT BE / _€ ADVERSELY IMPACTED BYCONCENTRATED RUNOFF. SUCHAREAS INCLUDE STEEPANDIOR UNSTABLESLOPES, Post sibei way asnacasdJ 1 ` rr2' twod assetsteel • PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES, REQUIRING ADDITIONAL ONSITE to SiflatebaJnsfis ae•J rervx posh sv+m"Iesd 4 bo 31E MEASURESTO COUNTERACTTHE INCREASES. CREATING ATROUGH WTIW HWATTLES OR OTHER MATER.CAN CONVEY -NmAVAnwaawrt • Q @B`a CLEAN WATERAWAY FROM THESEAREAS. -TO PREVENT UNDERCUTTING, TRENCHAND BACKFILLROLi EO PLASTIC COVERING PRODUCTS. .- - --�es"usvuarramTJSg GZ -WHILE PLASTIC IS INEXPENSNETO PURCHASE, THEADDED COST OF INSTALLATION, MAINTENANCE, REMOVAL, AND :\-�' ���\ IflYaif DISPOSAL MAKETHIS AN E%PENSNE MATERIAL, UP TO$1:50-2,00 PER SQUARE YARD. WHENEVER PLASTIC IS USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURESATTHE BASE OFTHE SLOPE. ��-� rxrby to GavmeoreT - _ ,%�� - QSLVMard abengla faL olued C 9bid THESE MEASURES INCLUDE PLASTIC -COVERED BERMS, CHANNELS, AND PIPES USED TO COVEY CLEAN RAINWATER AWAY FROM BARE SOILAND DISTURBED AREAS. DO NOT MD( CLEAN RUNOFF FROM A PLASTIC COVERED SLOPE WITH DIRTY p�]! �i X8> B 56' G'nun �� _\- ltzpmm) RUNOFF FROM APROJECT. �� ` "� ,' Freerfthew ® �w8 rmn o$�R /(jw` QI Contour Furrows oP a� MMaona- 'Y %�\_q�, rr OX ,,,ep,, Maximum i Bndfd ba.^.ch vitH `\ % " 5va sw «Y.' • 1.S OWNER APPROVAL ^ washed grovel seed, hdlver, Gr7rainfal. MYwnum 4•ra•vPAG rru1 decease rvrroa AWARD) PAGE#: unga 'x.lenhxra NOT TO SCALE IegYETPo0 VEN cmraKArslams TxT*a d1 post sued tcrceposis aequYlakM HCTTOSCAIE 'q____- ^�I smm pIGIN Figure II-4,1,5 Surface Roughening by Tracking wPLM"D TECTIO000 Figure II-4.2.12 PAGE: STAIN Silt Fence and Contour Furrows DEPARTMENT OF Rt i40d June 2015 Paa�BataEe8ltl a��,'. DEPARTMENT OF Retied O-dober201< ECOLOGY ECOLOGY PlaaeC 6t rAp/Aewnecy. d.gdvi:dp)r,gM.MM for Cepyt'rgN nNKa nckbsg phsnli9fgM. Please sae h'rN/Mww.eey.waymYcopyY:lylsAmdMr mplTUM rpdcel SWtng perndsebm. State of Washington Iiniielbndledgh-sat QmWYTer_ Slate of Washington Ymlahiwl olpeb8y-areldkcbnnet STANDARD PLAN F-10.12-03 - CONCRETE CURBS STANDARD PLAN F®80.10-04 - CONCRETE DRIVEWAY ENTRANCE M.TRAFTON MAX 201 DRIVEWAY WIDTH PER S's OF EDS STANDARDS r------------------------- ---� J.STERLING '"N I I WRITSSE_E CONTRACT! 0 _ ' FACE OF CURB -- VARIES 17 TO 24' - FACE OF CURB __ - FACE OF CURB -- FACE OF CURB Is � �-- Is, - IBFE IJOlE 1j- VAq ES,SEE :;UNil'T•;:I - VARIES I Ott I B12' VARIES FROMe'(INITOP(N)- Is _ - - - FININT`tQ I aNWI.IED 114"=11 U.N.O. 1Is _ 10T022• _ 1' (SfE CONTRACT) I I MAINTAIN IN:SV SLOPE S t2 1' VARIES / 1L�/_ _ „ CWVEJIAv XPAt ! - i FINISH ITlP J JUIN EL NOTE p ENTRANCE CEMENT COMIC. PEDESTRIAN CURB ITYP.I + IN' E STANDARD p E STANDARD PLAN 1 ON) R 1" (N) R. -`. I I - =� ! R. (WIIEN SPECIFIED IN CUrHTPACT) - K / SIOp ":AL __ HATCH ROAOwL4V t I spill 7 I MATCMI ROADWAY / ATCH ROADWAY 12"TOMR-. / MATCH ROMINAY I ' SLOPE SLOPE ' l SLOPE SEE STANDARD PLAN 3S'nN'JiPANSiUf1JOWT CEMENT F-1013 - - _ r r CONC SIDEWALK ,'.ENEH' CONCRETE � O . - / �� I SLOPE V2'(INIR _ �) �` TYP1-cEE STANDARD- SIDEWALK 03-21=2020 - is I-.. /2' fep R 1 \ IP _ -: 6 i 1(I IIM R b R pN) RDMWAJ i / 1T (INl RCADLYAV 31111R 'IttP PLAN F 7010 � * X' / r% JLPI�, ROADWAY - R -`_ r.�.�� jR ROA•'•P•Y �1- I _� I 1 _ ,._... ..... .. ........ ..... -. --- - l J \ MAt LN SIDEvIAIJKJiH I •- I %T _ _ - _. -- Is - �- yO ISEE CON' •. - _F '', 1 6d` ' > 1 b .' +.. b� .r. FLUSH WITH GUTTER PAN AT CURB RAMP ENTRANCE- ON)VERTIAL *I i A 1,\ - tEEB GITNTRA.-'•- 1,.. 1112' 1112' 1 1 \ LIP AT DRIVEWAY ENTRANCE r 5' I fi• T /r.` �f i Y- _ i -� _!� �13 r i r DUAL -FACED CEMENT CONCRETE 1 CEMENT CONCRETE I DEPRESSED CURB SECTION 1 - 1--- -- --- x TRAFFIC CURB AND GUTTER i TRAFFIC CURB AND GUTTER ATCURB RAMP5AND PLAN VIEW B CEMENT CONCREINC WORG_ -DAPERV(ATYP.) - - - - - pRN FLVAY FNTRA Nr:F.S L - - - - - J -USE THIS DETAIL - CEMENT CONCRETE TYPE 1 CURS SEE NOTE PNO GCTIER ISEE MOTE J) S,-D, 2'-_G DRIVEWAY ENTRANCE - - -_... - NOTES TYPI TYP; PLAN VIEW SIDE �L LT € TYPE 2 1 When the width exceeds 15• Construct ie TUN depth ///EEE a � - 2S' MPS (SEE!hTiE 6) VARIES IS IAUt (SEE NOTE B) � joint vay alo gMe centerline OI )om(h filler along m ay (IN) UP BETWEEN eeaaStan � up O � 1 (IN) VY I" R R F CEMENT CONCRETE NOTE GRADE _ RYp T (SEE cONTPhrTI' ;TIP.! Sq FAK � GRADE - GRADE BREAK - Parallel ROADWAY SEE Stentlard Plan FJ0.10. Construct expansion )Dims parallel ROADWAY GUTTER Standard tan F-3 10. n joint MAIL the centeifine As required at 15• (RI 1. um spacirg when (SEE CO.NTRACI IEEE GONTFLION AND CURSOR SEE ss T CEMENT CONCRETE OR i? (IM R. -�` _ CURB RAMP, LANOING, tp BREAK MIT STEEPLF IRAN _ * jT •R ROAD GRADE .- N.. .. CONTRACT PLANS driveway N'IdlhS exceed 30 (N). - - -- iti I ABFNALTCONCREIE _ 14(Ur OR DRIVENAY SIDEWALK OR PATH ENTRANCE i. Sea Sfantleftl Plan F.i0.10 for Curb Expansion and R' _ i .�T=- \ 2 See Standard Plan F-30.10 for sidewalk details. LAX TIN) R IP.P) -.. a _ { bIII VARIES FROM Canlradlon Joint s ad and SSB Standard T(IN) TO Toll / Specification Sections 8-04 and 9-04 for i-_m - % * DEPRESSED CURB AMID 3 Curb and Gutter Shown, See the Contract Plans for the - �- +`IC GUTTER SEE NOTE n � $ `I EIWIN .. 7 qu'vemen e - addtionalm requirements. S PEDESTRLN RAMP \ PEDESTRIAN RAMP ��� __ Coro design spec had. See Standard Plan F-10.12 forCEMENT 3'd'(IN)PPEMOIDED 6 + JOINT FILL -ER S - SIDE IT PRI?_ F SECTION OA _BEE-N)N0PAAf SIGN IO NT ITiPr� Cam De[alls pglLklW � 4. AVOID drainage boxes ISEE NOTE!) S.OENAU( R INVIILN ADJACENT TO CEMtNT pa'UNjo PRELIOLDED SEESTANDARD PLAN F.30.10 plat tg structures. junction - Dftf✓E1vAY RAMP - CONCRETE SIDEWALK) JONTFILLER I. IN) LIP SETYEN his other ohsinr..(cns in from of drivewa enhances Y P' IINI EXPANSION JOINT TYP 1 - _ SEE STANDARD PUN FJ0.10 SECTION O CIO I 5. Where GRADE BREAK Is Called BILL the entire length Of the CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB nOAVJJAY GUTTER _ iseE coNTAcn __ IsrF r.GNregr-n - aND cope tort SEE - brie between Ina two adjacent surface planes shall be flush. S _ CONTRACT) I R 6 The P d St An Ramp length is not required to exceedl5 feet LEGEND AT CURB RAMPS LANDINGS, AND DRIVEWAYRAMP ENTRANCES YP.i 1 DEPRESSED CURB (unless[I Abe snOwn n the Contract Plans) When applying �__.� SLOPE IN EITHER DIRECTION S (SEE CONTRACT) _ - AND GUTTER the 15 fool Max. length (measured from back of Sidewalk) the LSia FL4IAWO RECOMMENDED OF 15SIGN'FORI A R aE (SEE NoIE 3t runningslope t the pedestrian ram S allowed to exceed E.3% * N P I I A Q A•I-RTC Use a '�ngle constant slope from bottom of ramp to top of : i T5"n OR FLATRR RECJINIMENDED FOP V Jl w 10 OF aA, Q DRIVEWAY RAMP T- ramp to match into me sidewalk over a hormonal distance ** DESIGNfrDRMJWJnK(d.+.--MAX; Vh (N 15 (eBi. w4 IJ•' ��+ FACE OF CURB --�- - FACE QF CUisi w -FACE OF CURB BT'(NI UPANSIOJ JDNT ,TYP'- ORIVFI'JAV - - Of ISEE NOTE BI I�. J VARIE31TTO2T - Wit/ -- FACE OF CURB `J4�� rsEE NOTE 11 SEE STANDARD PUN F-]o.to ,p2 i Beyond limits Shaver. Pay item doEA notInclude driveway. 1 E > VARIES 9 I� PA) - SECTION 1 B J_'CEMENT See Contract Plans. CONCRETE DRIVEWAY +{,Sa^�' ty tO T022' to 6in, v , ISEE CONTAC 4y R.� S UJ• 1" I t2' (W) R -P Aq b0 4a ENTRANCE TYPE PAY LIMBS p J. iT2 b TYPE I' PAY LIMITS 'OR RAMP LENGTHS GREATER THAN 9-•Y PROVIDE PJ r.`11TTFiJ � _ 'CFTRENT CONCRETE ORNEVIAY ``j DNTACTJON JOIIR ITTP, SEE STANOARDPIANF-]0.10 TN_p i"(R4 rl'IIMyR``Pjsgg� ION TIN) R \� 1' ON) R ENTRANCE 'TJ ( � Np VL' ON) 0.1-JCONTRACTION JOINT EQUALLY SPACc0.1' o' MIN OC INAI N 43 ROADWAY/ u`\ROApNWV ' ul ROAOWAV ROApNMV i ORNENAY ` Q` CDO pa«). Cd 5 ISEENOlsiVAY �`� aL.y 1�nw :.31 r>t c�TE v r Q - ENT CONCRETE OCEMENT CONCRETE CURBS - - - DRIVEWAY ENTRANCE z m LU-its,C': F 4xu CONCRETE - TYPES 11 21 31 & 4 STANDARD PLAN F-10.12-03 CL4oJ000MIr•RE'E P�STANDARDSPEaepose _ PFq STANDARD SPEC Se6.] �'� STANDARD PLAN F-80.10. 14 UJ Xcc m O - 13Tq' tY4' a1M" S"A' SWEET 10FtSHEET _ SHEET I OF 2 SHEETS J sps APPROVED FORNPUBUaps CATIONpps, - APPROVED FOR PUBLICCATR N Q 3 rr.. _r + m d rNi DUAL -FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT Wv Pprion $1„aP„IN,,,,Dong,,he ISOMETRIC v1Ew ISOMETRIC VIEW �Yhett.ae" R. o.,..r,...4.ft P.,'.cm. CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB - TYPE 1 - PAY LIMITS TYPE 2- PAY LIMITS STANDARD PLAN F-30.10-03 - CONCRETE SIDEWALKS STANDARD PLAN F-80.10=04 - CONCRETE DRIVEWAY ENTRANCE 1 Q N MAX 201 DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS z J W � DO 1'-0'8'I SIDEWALK VAR ES Q (SEE CONTACT) 1' FOR50ETREATMENT SIpEYJTLLK al? SEE© B12" ^- IANTRA FACE OF CURB I\ eROOMED_ - FINSNIttP ISEE CONTACT PLANS) ) - EB'(IMAIXPANSIONV T SEE STANDARD PLANT J01V r h I CL Q 1'-0' P SEE OTHER SDEVJAIJ( SECTIONS (SEE CONTACT) JOIIM 812- t'`- Z W S ROUNDIND i 1TI(am R ITYP.) tr2'OM R. f1YPI \� CURB NOT INCW DED IN BID ITEM - CEMENT c _� -..-. CONCRETE - : __ MATCH OEWALN WiDIH (SEE CONTRACT, W b a,096 (AT, /F- _ SEE STANDARD PLAN F-10.13 " 20A'� , r '- SIDEWALK IF _ / NT5EE / H ROADWAY �' '-.�''•' !�T, *� 1F� , ♦ � LU .. ... .. ..: - i (TINR CCRJMACMOTH ��..- \ _. u VARIES E C, a Feet` - L /: -Yc1`p :... t t S ° -- I - - l (SEE CON'RACT SEE RAISED EDGE �/ ]le'(IM PREflL J '' DETAIL-THISSWET JOINT FILLER SEE CURB FACE DETAIL -�-� "' -- - E%PANSIONJDIM(TYP)-_ - - ---- - WW1 U O . �� ----- F SEEXPANOANDPUNTMPL- FIT�r'1T W / INISH (!I Y O (� WITH RAISED EDGE K� FINISHED GRADE IN MOB BELOW MONOLITHIC CEMENT CONCRETE Ir svr i \ j I. ' /��// 2' V SIDEWALK TOP OF CONCRETE SURFACE CURBANDSIDEWALK - i 0 Is __ i , OA// Z NOTE - � r IN a Q r m P 0' MIN. (SEE CONTRACT CURB FACE DETAIL - mW \ " -- / W: N UIP (IN) A. ITYP) 1. Four feel of the sidewalk width Shag be the Minimum pedestrian accessible )) - / / e_:. ...._......... ._�- - - `I, ., r: _ t -- I.J. � /- ROUNDING / route of vertical and horizontal obstructions r EXTEND SIDEWALK TRANSVERSE EXPANSION INCLUDED IN BIp ITEM - Gratings, - LA•i / 1 3.06 MAX `SEE STANDARD PLAN F-fe.12 Junction BOXCS, Cable Vaults, WI1 BO%¢9 and other BppVROnBnOCS within 1n0 JOINTS TO INCLUDE CURB (TOLL DEPTM, SEE STANDARD onance within, __ - _ _ - �2.0% _ / sidewalk must have sills resistant surfaces. be Rush with surface, and match _ _ .e ✓h, r ,+4 _ grade of the sidewalk (SEE NOTE N - BUFFER STRIP ITYP) E C 0 _ Cc CONCRETE DRIVEWAY ENTRANCE -. ISEE NOTE it - CEMENT CONCRETE F 6 .Y ! -` CURB S P C1JRp ANC GUTTER SIDE SLOPE (TYP) ND Hr CURS ASEE HYY, FREMOLpEU �J ;t PREMOLDER WALL OR BARRIER l (cEE NOTE ]'. NOTE JOINT 1 - PLAN VIEW PLAN VIEW ADJACENT TO CURB - TYPE 3 _ DRIVEWAY ENTRANCE SIDE SLOPE (ttPJ TYPE 4 (STEEP FILL SLOPES) SIDEWALK - BROOMEO FINISH (Is cis *THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEOESIN VAN ROUTE Hug _ 1ALL CUTM.N CONTACI7 12-NmR, 7t-lfjY/ E // �;I PE(flNMEIER $MOOTI4'rttDWELEDto (SEEIDEWAINIL SLOPES- / e\. U I2 IN)R(ttP.) m -.,-/ / 2 p'4 20%YgX �$EE ' I-sd / CEMENT CONCRETE CURBIIy CURB HOT INCLUDED IN BID ITEM- (`%IUj/T ` (CURB AND GUTTERSHOWN) - NOTINCLUDED IN WO ITEM STANDARD PLAN F-t0,12 �' 1 4 SEE STANDARD PLAN F-t0.tt JIB'(IN) PREMOLOED Is / MATCHSD_NALK I•APT: SEE::CMr.^_-� L nITHLAITYP.I ISEE LCIJTACi? .J Q ReAa yen m \M 01\ `_ JDNT FILLER 4••% . ISEE LGHlP.4CT SaIN AF�'S`V } Y- `\ \ / C '�- '' 15 ENu6T£A1 r +,2'(Pa UP BETWEEN * yy GUTTER,INDCURI(ORME `'C `T ROADWAY 12,11•N R, ,T, lI2(IN) UP BETWEEN ROADWAY Z m) GUTTER AND CURB (OR SEE F 3JM ..SPe . J .. O Sra (INS) PMMOLDED J + JOINT FILTER ,'- - - J' a,\\ \.. > ` �� CONTRACT) - _ - .. 'T - CONTRACT)E9 1-_ wUJ a`=C B SIDEWALK ADJACENT TO WALL DETAIL \\ \ /% 1 - '! ��I/ ADJACENT TO CURB OmOGE qt PEDESTRIAN �@�\ \ /. SIDEWALK DRIVEWAY DRIVEWAY ISEE MOTE II N J.. MEW. MEB RARIAN \ 2d' IIH) E%PANS'ON JOINT IttP RAMP DEPRESSED DRIVEWAY DEPRESSED RAMP S G= • ��CONTACTION JOINT IN SIDEWALK ONLY SEE STANDARD PUN F-]0.1D CURB AMID OUTER SEE NOT=.I SECTION CUPS AFJO GUTTER ISEE NOTE 3) Q o� mill QE EARRIER see SIDEWALK ��e \/- a' Ip %- _,'> / % /;,,\�,-, SECTION OE m il g at CONTRACT PLANS (SEE CONIRACD 12' Div\ ❑ CgR�'yy VIT ON) R.(TYP.) LEVEL_ ,- EURANSIONJOINTIN BOTH QATRIC `'k� CUR80.N0 SIDEWALK '� �yI �aA`��-` - pT'i %i, ti / Z Y g2csa / i%W FLUSH �' 20]4 NAX CURB NOT NCLUDED IN BID ITEM- 12'NN)R- 5EE STANDARD PLAN F10.12 I / wO posts [U IIJ , 't, �� 97 \OF S(. yJI - <R It Q 33 v s \ as �. m� 1 ' / Qsp a N is U VERTICAL WALL - �- S N) PRBAOWEO / NNN •'C LI 1"(IN) R - j ISOMETRICVIEW - n '� JOINT AND FINISH m -CEMENT CONCRETE ORIYE`WNY _ \ ENTRANCE TYPE Y PAY LIMIT - "\ 1\, "CEtAENT CONCRETE DRIVE\VAV � P _�J�-- aBBm4 .8 g SEE DErNL „ JOINT FILER (DP.) s O W DETAIL ggcT4 ` ab 2 9J DnwEwav _ ///% ENTRANCE TYPE A' PAY L'MIl ', - q D _ III eJ • I 1 a ADJACENT TO CURB AND RAILING OR WALL RAISED EDGE DETAIL Jy 6vD` SE" NOTE TI ,, ' F / ORAL L 4000 CONCRETE % pRIVEWAY 1 %�� D4AI OWNER APPROVAL T _ W MIN EXTEND SIDEWALK, TRANSVERSE JOINTS TO INCLUDE RAISED EDGE - PER STANDARD SPEC&PS.] - -K SEE NOTE TI - 1,- 1..41-I _ 1W I' uiir. AM FOR SIDE TREATMENT SIDEWALK BUFFERSTRIP Null WITl4L sEE OTHER SIOEVIALK (SEE CONTACT) (sEE CONTACT) tre•m v4' CEMENT CONCRETE CkM NT CONCRETE SECTIONS' i J IN SIDEWALK - CL nave CONCRETE DRIVEWAY ENTRANCE PAGE#: O ✓'(IN)R b 20%MAX (TYP) CURB NOT INCLUDED SIP REM- SEE STAMMOPUNF-10.12 S PER STANDARD SPEC. as - TYPES 19 21 39 & 4 Ir i • .... ._ ,. "'� • J-,"Ta•' •'' ° STANDARD PLAN F-30.10-03 T b - STANDARD.10 PLAN F 80 -04 ay, - "• a:�o ' �• SWEET 1 O SLEET 5 i SHEET 2OF SHEETS FINISHED GRADE 1" (IN) BELOW TOP OF CONCRETE1� J �i, APPROVED FOR PUBLICATION - APPROVED FOF PUBLICATION PAGE: SURFACE FOR P VNTING - FLUSH IF PAVED , ri, �./I fir. - " e'er+t �iI{( . PREMOLDED _ - I ISOMETRIC VIEW - _ ISOMETRIC VIEW ADJACENT TO BUFFER STRIP JOINT FILLER 1"' O'Pirenva of T'^"" F^Am � OE EXPANSION JOINT © CONTRACTION JOINT w"1ie TYPES - PAY LIMITS TVPE4-PAY LIMITS w.,N.sr., srut v' of 18 DECLARATION/DEDICATIONS: KNOW All PERSONS BY THESE PRf3'EN75 THAT THE UNDERSIGNED SUBDfVIDLR(S) HEREBY CERTIFY THAT THE ATTACHED PLAT IS MADE AS OUR FREE AND VOLUNTARY ACT AND DEED. THE UNDERSIGNED OWNERS IN FEE SIMPLE AND MORTGAGE HOLDERS OF THE LAND HEREBY PLATTED, HEREBY DECLARE THIS PLAT AND DEDICA770M TO THE USE OF THE PUBLIC FOREVER ALL STREETS, AVENUES EASEMENTS AND PUBLIC PLACES FOR ANY AND ALL PUBLIC PURPOSES NOT INCONSISTENT N1IN THE USE THEREOF FOR PUBLIC HIGHWAY PURPOSES ALSO, ALL CLAIMS FOR DAMAGE BY THE OWNERS AND THEIR SUCCESSORS AND ASSIGNS AGAINST ANY GOVERNMENTAL AUTHORITY ARE WAIVED WHICH MAY BE OCCASIONED TO THE ADJACENT LAND BY THE ESTABLISHMENT, CONSTRUCTION, DRAINAGE, AND MAINTENANCE OF SAID ROADS. 774E UNDERSIGNED OWNERS IN FEE SIMPLE AND MORTGAGE HOLDER ALSO DEDICATE TRACT 9i' TO THE CITY OF ANACORTES FOR THE PURPOSES STATED HEREIN. !N jNTNESS THEREOF, WE HAVE HEREUNTO SET OUR HANDS AND SEALS THIS DAY OF -1 ,[1 AJF . 20086 I. ROCK/yRII'DLDGGEE LLC, A WASHINGTON LIMITED LIABILITY COMPANY: A :IWMY L MALO JR _ MANAGING MEMBER ROCK RIDGE SOU/TH'LEG, A WASHINGTON LIMITED LIABILITY COMPANY: �� AN�L MALO JR, MANAGING MEMBER AN7HONY L MALO, JR. AND CHRfS77ANE MALO, HUSBAND AND W/FE: A ONY L MALO JR. A Y L MALO JR., AS POWER OF ATTORNY FOR CHRIS77ANE MALO TH tAS A. CSC ONE AND LAURA ANN GIACALONB HUSBAND AND •WIFE.• I 7HOMAS A. GIACALONE URA ANN GIACALONE I ; iDll r1: L�%G+Z1. U7:1.1. I:A nTLe EXCEPTIONSAND RESTRICTIONS: SUBDIVISION GUARANTEE, CHICAGO 711LE, ORDER No.: fCG45685, DATED MAY 2, 2008. 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Unpotented mining claims; reservations or exceptions in the United States Patents or in Acts authorizing the Issuance thereof; water rights, claims or title to water. IF 3.77tle to any property beyond the lines of the real property expressly described herein, ". or title to streets, roads, avenues, lanes, ways or waterways on which such real - property abuts, or the right to maintain therein vaults, tunnels, ramps or. _any other structure or improvement; or any rights or easements therein unless such property, rights or easements are expressly and specillcally set forth In said description. 4. Easement provisions contained on the face of said plat, as followsIF An easement is hereby reserved for and granted to the City of Ahgcortes Puget - Sound Energy, Verizon, Cascade Natural Gas Corp, AT&T Broadband, 'other public and franchise utilities and their respective successors and assigns under and upon the exterior ten (10) feet fronting all interior street rights'=of-way, herein dedicated to the .. public, of all lots and tracts as shown on the face 'of.. this plat.. together With the right to enter upon the lots and tracts at all times ,for the. purposes'stoted, with the understanding that any grantee shall be responsible for restoring "the property, to conditions found prior to work within the easementIF 5. All down spout drainage systems=and any side yard and rear yard drainage easements will remain private with all. operations and maintenance being the responsibility of the homeowners or others. Down".spouts°shall''be connected to the storm sewer, except for Phase 1 Lots 9 13, inclusive, and Phase 2, Lots 1-8, inclusive. Sold excepted-lots'sholl outlet roof and footing drains at an appropriate location along the developed side of the Native Growth Protection Easement Boundary, for the purpose of. hydration of 1.the adjacent wetland area. All other drainage from said excepted lots shall sheet flow on. the,surface of the developed landscaped yard toward sold native arowth protection eosement .boundary. Concentrated surface B. All drainage and utility easements identified as public hereon are hereby granted and conveyed to the. City of Anadortes the city shall have the right without prior Finstitution of any, suit •or proceedirlg`at law, of times as may be necessary, to enter upon -said easements for<the;purposes of operating, constructing, repairing, altering, or `>. reconstructing, or sanitary sewer facilities or other utlifty facilities and appurtenances or:.moking any connections therewith, without incurring any legal obligation or liability therefore. Provided that if the area within the easement is disturbed by such operating, constructing, repairing, altering or reconstructing of said facilities and appurtenances, the city shall restore the surface of the easement as "any practical to the original grodes which existed prior to the cities entry upon the easement. Such restoration to be to rough grade only, not replacement in kind. The.. lot owners shall retain the right to use the surface of said easements, so long as i'such use does not Interfere with the installation, operation and maintenance of the drainage and sanitary sewer facilities or other utility facilities and appurtenances and so long as no obstructions or structures such as buildings, rockerles, retaining walls or similar obstructions are erected within the easements. CONTINUES ON SHEET 2 OF 5.01.111, PLAT OFROCKRIDGE SOUTH, PHASE 3 NW1/4, SEC. 26, T" 35N, RNG. IE, W,M, OIYNER'S ACKNOWLEDGMENTS (CONTINUED): STATE OF WASHINGION ) ss. COUNTY OF �� ) J HEREBY CERTIFY THAT 1 KNOW OR HALE SATISFACTORY EVIDENCE THAT ANTHONY MALO. JR. AND ANTHONY MALO JR AS POWER OF ATTORNY FOR CHRISnANE AM HUSBAND AND WIFE, IS THE PERSON WHO APPEARED BEFORE ME, AND SAID PERSON ACKNOWLEDGED THAT HE SIGNED THIS INSTRUMENT AND ACKNOWLEDGED IT AS HIS FREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES MENTIONED IN THE INSTRUMENT 9`°TUR�lrrrter, AUDITOR'S CERTIFICATE FlLED FOR RECORD AT THE REQUEST OF c eAAvsF°,, DATED: - 2008 �*�'' '-'r �F` - 1 � APPROVALS: LL /lyyt�,V,X/ clip THE Y PUBLIC FOR MY COMMISSION IXPIRESE STA 7E.OFY� 7QNPao jti�ON RESIDING AT.• \. / L' `11 SER STATE OF WASHIN 70N ) r''✓f ire��� AD17 COUNTY OF _ ) ZIFF PIA 1 HEREBY CER77FY THAT I KNOW OR HAVE SATSFACTORY EVIDENCE THAT ANTHONY L. MALO. JR. IS IF IF I I THE PERSON WHO APPEARED BEFORE ME, AND SAID PERSON ACKNOWLEDGED THAT HE SIGNED THIS INSTRUMENT AND ACKNOWLEDGED IT AS THE MANAGING MEMBER OF ROCK RICE LLC. A WASHINGTON IF LIMITED LIABILITY COMPANY, TO BE THE FREE AND VOLUNTARY ACT OF SUCH PARTY FOR THE USES AND . APF PURPOSES MENTIONED N THE INSTRUMENT. PPF,° FJAA'gF',� OF DATED: — 200�� .. eCv4 I IF IF IF FIF NOTARY PUBLIC FOR//7HEIVSTVATEvOV,Fy��WASNfNG,LON� A� MY COMMISSION E)SREyS LJ�c1C•+' I / _.1. STATE IF OF WASHING ) ^ � " L a - S) �lr 1l oi,BR 3SAtR5° it � La'U75 DID'F1N THE PUB USE. AND % RATOR; TO IXECUTE ITS v N IulAll ill ellaall 200 06 0 5 Skagit County Auditor 6/30/2008 Page 1 of 6 2:01 PM UY"DEPU IF IF NACORTES, MEETING IN REGULAR SESSION 'LRTOF ROCK RIDGE SOUTH, PHASE 3, •HAS AUTHORIZED ITS SUBDIVISION ROVAL HEREON. D BYCOUNCIL OF THE CITY OF ANACORTES, WASHINGTON THIS z DAY 2008.eiri J /� CITY CLERK �(�"S COUNTY OF � ) EXAMINED AND APPROVED THIS � DAY OF ✓�N� 2008. I HEREBY CER1lFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE THAT ANTHONY L: MALO. JR. IS THE PERSON WHO APPEARED BEFORE ME, AND SAID PERSON ACKNOWLEDGED THAT HE SIGNED THIS IF INSTRUMENT AND ACKNOWLEDGED IT AS THE MANAGING MEMBER OF ROCK RIDGE SOUTH.' LLC., A WASHINGTON LIM17ED UARLITY COMPANY TO BE, THE FREEANDVOLUNTARY ACT OF SUCH PARTY FOR THE USES AND, PURP�0;3'ES MENTIONED IN THE INSTRUMENT. 2004r. IF f na IAr�llr 4 °PiIF g CI G NEER /I IF IF IF PC STALE OF WASh G COUNTY OF � I HEREBY CER7d EKP 5£ STA7F( J �_ NG7pN ) " ) Pr 'Y THAT F'KNOW OR HAVE. -SATISFACTORY EVIDENCE THAT HN88Mfl)'; ARE=THE PERSONS WHO APPEARED BEFORE M THAT TMEY SIGNED :THIS_ INSTRUMENT AND ACKNOWLEDGED IT AS IN FOR THE USES AND RURPOSES MENTIONED IN THE INSTRUMENT. � 2008 -g0 r T`f1D fY� `jurPO pP% WARY lfq 0 T�HEA STATE WA, ,�� ; GOtf rtRlSs� �P.,^ 4 nt q�l. ,�L1^ m2Y1 ne5AOd� R MORTGAGEE ACKNOWLEDGMENT: ' �'C `'i' ° ° c STATE OF WASCCHINGTON j � +i ��4 �j0,,���,`, COUNTY OF J C ) I HEREBY CERTIFY THAT I KNOW OR HAVE SATISFACTORY EVIDENCE THAT SUSAN MEDALIA IS THE PERSON WHO APPEARED BEFORE ME, AND SAID PERSON ACKNOWLEDGED THAT HE/SHE SIGNED THIS INSTRUMENT, ON OATH STATED THAT HE/SHE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT AS VICE PRESIDENT, OF W-IIDBEY ISLAND BANK, TO BE THE FREE AND VOLUNTARY ACTOFSUCH PARTY FOR THE USES AND PURPOSES MENTIONED IN THE INSTRUMENT. DATED: 2008 LL- , NOTARY PUBLIC FOR THE AITE1 qOF' �WASHINGTOIJ'Al' g.. MY COMMISSION EXPIRES: ^^"i t'W '* A'dv'' RESIDING AT: CAM& LA ✓4PP V✓ _ r„ y, "� SURVEYOR'S CERTIFICATE: 1, YOUNG-S00 KIN, A PROFESSIONAL LAND SURVEYOR REGISTERED IN THE STATE OF WASHINCION HEREBY CERTIFY THAT THE PLAT OF ROCK RIDGE SOUTH PHASES 3, IS PREPARED BY ME AND IS BASED UPON AN ACTUAL SURVEY AND SUBOMSION OF SECTION 26, ]OIYNSHIP 35 NORTH, RANGE 1 EAST, W.M.; THAT 174E COURSES AND DISTANCES ARE SHOIWN CORRECTLY THEREON, THAT THE MONUMENTS HAV£ BEEN SET AND THE ALL LOT AND TRACT CORNERS ARE SET CORRECTLY ON THE GROUND AND THAT I HAVE FULLY COMPLIED WITH THE PROVISIONS OF 774E CITY OF ANACORTES AND STATE OF WASHINGTON STATUTES AND PLATTING REGULA77ONS SHEET 1 OF 5 PW#03-037-DEV COUNTY TREASURER'S CERTIFICATE: THIS IS TO CERTIFY THAT ALL TAXES HERETOFORE LEVIED AND WHICH HAVE BECOME A LIEN UPON 774E LANDS HEREIN DESCRIBED HAVE BEEN FULLY PAID AND DISCHARGED ACCORDING TO THE RECORDS OF MY OFFlCE UP TO AND INCLUDING THE YEAR n'��y I, e(?aaz d��A"7" TREASURER OF SKAGIT COUNTY, WASHINGTON, H REBY CERTIFY THAT A DEPOSIT HAS BEEN PAID TO COVER ANTICIPAMC TAXES UP TO AND INCLUDING THE YEAR a00J 4 _ �eC �r THIS�DAY OF 200B. v CITY'S TREASURER'S CERTIFICATE: I HEREBY CERTIFY iHAT THERE ARE NO DELINQUENT SPECIAL ASSESSMENTS AND ALL SPECIAL ASSESSMENTS ON ANY OF THE PROPERTY HEREIN CONTAINED DEDICATED AS STREETS, ALLEYS, OR FOR OTHER PUBLIC USE, ARE . PAID IN tFUQ0LL TIilS . DAY OF suTLPI NM 2008 ;g DEVELOPER/OWNE1t• ANTONY MALO, JR. MANAGING MEMBER ROCK RIDGE LLC k ROCK RIDGE SOUTH LLC P.O. BO% 1358 ANCORTES, WA 98221 03203 SUMMIT ENGINEERS &SURVEYORS, INC. 2218 OLD HIGHWAY 99 SOUTH ROAD, MOUNT VERNON, WA. 98273 PHONE: (360) 4164999 FAX: (360) 4164949 [� �( E-MAIL: YSK@SUMMITES.COM SLM PLAT OFROCKRIDGE SOUTH, PHASE 3 NW114, SEC. 26, TWP, 35N, RNG. 1E, W,M. I FGAL DESCRIPTION (PHASE 3): 1HAT PORTION OF BLOCKS 11, 17, 19, 19, 38, 39, 40, 45, AND 48 IN THE PLAT OF 'TUTILE AND BUCKLEYS PLAT OF ANACORTES', ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 2 OF PLATS, PACE 23, RECORDS OF SKAGIT COUNTY, WASHINGTON AND THE NORTHWEST QUARTER OF SECTION 26, TOWNSHIP 35 NORTH, RANOE I EAST OF THE WILLAMETTE MERIDIAN, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF THE NORTHWEST QUARTER OF SECTION 26, TOWNSHIP 35 NORTH, RANOE 1 EAST OF THE WILLAMETTE MERIDIAN; 1HFNCE SOUTH 8955012" FAST ALONG THE NORTH LINE OF SAID SUBDIVISION 1,984.37 FEET TO THE NORTHEAST CORNER OF THE WEST HALF OF THE NORTHEAST QUARTER OF SAID NORTHWEST QUARTER, THENCE NORTH 89'58'12' WEST ALONG THE SAID SUBDIVISION IOM31; THENCE SOUTH 69'41'S1' WEST ALONG THE SOUTHEASTERLY LINE OF ROCK RIDGE SHORT PLAT NO, 98-004, 390.61 FEET TO AN ANGLE POINT IN SAID SHORT PLAT SOUTH UNE; THENCE ALONG THE SOUTH LINE OF SAID SHORT PLAT, NORTH 8B642'4B' WEST 87.23 FEET TO THE SOUTHWEST CORNER OF SAID SHORT PLAT LOT 2; hIENCE CONTINUING NORTH 88'42'48' WEST 135 FEET TO THE SOUTHWEST CORNER OF SAID SHORT PLAT LOT 1; THENCE SOUTH 0117'12' WEST 16 FEET TO THE NORTHWEST CORNER OF SAID LOT 12, BLOCK 11 IN THE PLAT OF TILE AND BUCKLEYS PLAT OF ANACORTES'; THENCE SOUTH 0117'12' WEST, ALONG WEST UNE OF SAID LOT 12 TO THE SOUTHWEST CORNER OF SAID LOT 12, BLOCK 11; THENCE CONTINUING SOUTH OluirlY WEST 40 FEET TO THE CENTERUNE OF 30TH STREET OF SAID PLAT OF 'ILITTLE AND BUCKLEYS PLAT OF ANACORTES', AND THE TRUE POINT OF BEGINNING; THENCE SOUTH 01171120 WEST 23,54 FEET; THENCE SOUTH 5750'37' EAST 105.71 FEET; THENCE SOUTH 46160590 EAST 50.05 FEET; THENCE SOUTH 463521' EAST 120,24 FEET; THENCE SOUTH 43'26'45' WEST 587.85 FEET; THENCE NORTH 4873'33' WEST 98,51 FEET; THENCE NORTH 02'OY40' WEST 70,82 FEET; 1FIENCE NORTH 43630011' WEST 180,05 FEET; THENCE NORTH 1826'3B' EAST 114.85 FEET; THENCE NORTH 01174120 EAST 126,13 FEET; THENCE NORTH 8164SO9' WEST 5,84 FEET, TO AN ANGLE POINT IN THE SOUTHEAST LINE OF LOT 7, OF THE 'PLAT OF ROCK RIDGE WEST RECORDED UNDER AUDITOR'S FILE NO. 200203250231, RECORDS OF SKAGIT COUNTY, WASHINGTON;; THENCE NORTH 35*401450 EAST 239,89 FEET TO AN ANGLE POINT IN THE SOUTHEAST LINE OF LOT 3, OF SAID 'PLAT OF ROCK RIDGE WEST: THENCE NORTH 4554'57' EAST 100,05 FEET TO AN ANGLE POINT IN THE SOUTH LINE OF LOT I OF SAID PLAT OF ROCK RIDGE WEST, AND THE NORTHWEST CORNER OF LOT 17, SAID BLOCK 11; 1HENCE SOUTH 88'42'48' EAST 60,00 FEET TO THE NORTHEAST CORNER OF LOT 16, SAID BLOCK 11; THENCE SOUTH 011T72' WEST, ALONG THE EAST LINE OF SAID LOT 16, BLOCK 11 AND THE SOUTHERLY PROLONGATION THEREOF, 140,00 FEET TO THE CENTERUNE OF 30TH STREET OF SAID PLAT OF TUTTLE AND BUCKLEYS PLAT OF ANACORTES; THENCE SOUTH 8B442048' EAST, ALONG SAID CENTERLINE, 90,00 FEET TO THE TRUE POINT OF BEGINNING, AND BEING A PORTION Of TRACT G, PLAT OF ROCK RIDGE SOUTH, PHASE i AND 2, ACCORDING TO THE DULY RECORDED PLAT THEREOF, RECORDED ON JANUARY 24, 2007, UNDER AUDITOR'S FILE N0. 200701240094, RECORDS OF SKAGIT COUNTY, WASHINGTON; AND AMENDED BY AUDITOR'S FILE NO. 200701250133, RECORDS OF SKAGIT COUNTY, WASHINGTON; JULY 19, 2004, DECISION TO ISSUE A PRELIMINARY PLAT PERMIT FOR FINDINGS OF FACT (CONTINUED): Rock Ridge South (23) The existing detention pond, when converted to a wetpond faclllt t Flndings of Fact and Conclusions of Law, the Anocortes Planning Director Is hereby authorized to Issue a o. Have a gravity drain system to the new pond bottom. Prdlminory Plat approval for Rock Ridge South subject to the following conditions (Fndings of Fact and requiring vegetated on the perimeter odd cesrior for semen screening, !ow n CondutIons of Law numbers 11 through 42, Inclusive, are the only Andfng listed as per Findings of Fact c.Sh mowingfe habitat value and access management. c. Shill have safety benches or other safety features. and Conclutions of Low number 43): (24) A secondary access (through driveway easements as needed) shall 12t St I I�IY�I�II�IINIInI�I�I�III�I111 20080ti300185 Skagit County Auditor !008-Paae 2 of 5 2:01PM (l.e., no grasses o iehfde outlet to W. (11) Fencing, as required by the Parks Dlract0r, shall be constructed on the perimeter of Tract B (25) Each phase, as constructed and recorded, shill how oN `neeeawry Improvenients'(roads, utll/tlw, adjacent to Phase V, Lots 8-15 and the cue -de -sac. This fence shall continue north along the western Are protection, eta) In place and accepted prior to that phase reco/ding. r. and no,them edge of the Jo' NGPE Welland buffer located In Lots 10-12 of Phase IV, Fencing shall be (26) A heavy maintenance truck access mad (15-foot Width) shell be provided to all;utlllty._ structures non -sight obscuring, the Intent of the fencing is to minimize disturbances to the Wetlands and not located in the right -of --way. -IP adjacent buffer. The access comldor between lots 10 and 11 of Phase /V shill be eliminated and added (27) Pedestrian access tracts shall be public,,. surfaced, and fenced (per Parks Director It design) to the adjacent Jot(s). Prior to any adjacent site disturbance, the permanent fence fine as described, prior to that phase recording. _ ' I together with the 30' NGPE buffer adjacent to the AC°t., shall be delineated with construction fencing. (28) Tract A shall be privately maintains d by.a Homeowners: Association, 1 Tract B and the 30' ACFL buffer shall be left untouched with the following exceptions: (29) The 4 acres of Welland habitat 'adjacent to the A&L (Tract B) shall:be subject to a conservation a. Hand removal of non-native or adventlf/oua plants as approved by the Park Department easement administered by an established locally based land. trust. b. Hazard bees will be Identified with the concurrence of the Padre Department, Hazard trees removed (30) Tracts A and C shall be dedicated as open apace and managed by the Homeowners Association* or blown down shall be replanted by the Homeowners Assoc/at/on, subject to approval of the Parka - Department, with o 3-toot minimum appraprlote native stock which shall be maintained by the (31) The City right-of-way east of Lot 1 Phase Ill, shill be retained by the City. Homeowners Association until able to survive without cars. (32) Maximum slope /a, any dliv tidn, In cut -alb -sacs shalt be 6% o. Fallen tress In the NGPE shall only be removed from the site with the approval of the Parks (33) Legal and practical acceaa by Public road shall, be provided to the Kilkenny property. Departmant, (34) Condition Nat of -the Dectbmtfon of Access. Easement from the applicant to the Bowmans under d. If the buffer /9 disturbed, a landscaping plan using appropriate native stock shall be submitted to the Auditor's File # 2002032201$9 shall be deleted In its entirety, tha: legal access to the Bowman Forest Advisory Board for approval and once approved shall be implemented by the Homeowners property, from Antone Way extends to ingrem egrew, and utilities but may not actually provide any Association. pmctleal use•(depending''nnllnal engineering grades), e. Trails through the NOPE shall not be permitted without the approval of the Parka Department, (0) The expansion of the %West 8th, detention pond shall be done in such a way that: the ponded area (12) In keeping with the Cl" street grid street name systems the Building Department shall approve remain a "'Wet pond (with the .: capability of periodic main tenancti/dro/ning); 8 inches of topsoil be street names. placed on the 'enewly disturbed salt and around the entire pond,* and, submit a wetland landscaping plan (13) fie City of Anacolles Public Works Department and the Postmaster shall approve mailbox locations. for approval by the Planning Director. (1{) Streat lighting shall be energy efFictent and provided as required by the City Engineer, ` (36) Bloating can only occurs Weekdays between 8:00 3.m. to 6:00 p.m. (15) A detailed. And landscaping plan shall be approved by the Planning Comm/ssfon prior to (37) Gea-fechnicof anginpering reports shall be provided for of/ lots where any structure may be located eonstruetlon beginning on each and. awry phase together with on overall conceptual Landscaping Pfon on or within 15' o(. a slope of 40x grade or steeper, submitted with the Ont phase; Lot 7 of Phase V seall have a separate detailed one opproled - (�) A„ tiWgatlon easement !n o form aeaepto6le to the Planning Director shall be placed on each Londacaping Plan that minlmlzes Impacts to the hillside. ',Phase prior touts recording. (16) The developer shall purchase and Install all street signs, `- (39) No. dear(ng shall occur on the site prior to a detailed, phased clearing plan being approved by the (17) fie project shall comply with the City of Anocortes design constuctlon stondords as- required by Planning Cohn Ission. the Director of Public Works for Water sewer, street access and storm drainage. (40), No construction shall begin without a 10-year water quality management plan and Implementation (18) A minimum of two off-street parking spaces shall be provided for each dwelling unit as required;-- program being approved by the City Council. this plan and program shall be undertaken by an by Clty Ordlnanees. Required off-street parking locations ehall not interrupt ar bloc* In my way the Independent consultant retained by the City and paid by the applicant. It shall detail the currant water required cul-de-sac diameter or sidewalks. quality in the Cranberry Lake Watershed and then describe a process for periodic monitoring and review (19) he Developer will construct the downstream sewer eopocity as required by, : the Clty Publle Works by the City Council and spedflc remedial actions that will be taken If any signiAeont water quality Director. - degradation Is documented to have occurred as a result of the Rock Ridge South plot; public comm ent (20) A potable water system with necessary pump stafiona(s)J Pressure reducing stetions,: and storage will be solicited on all phases of the water quality program. will be designed to meet City of Anaeorles, DOH. AWWA, NEC,:' and other applicable requironients=tb (41) Only organic, as opposed to chemical agents may be used to combat weeds underbrush, and the provide a minimum of 40 psi to each home building pad and necessary flreflows like. (21) All Infrastructure Improvements for each phase shall be constructed and approved prior to the (42) A flw-year maintenance band shall be established after completion of the final phase of the issuance of building permits for that phase. - a : -- project; this maintenance bond Is to assure that any remedial water quality actions that need to be (22) A pedestrian pathway shall be established genarolly as shown on the revised site plan dated May taken are taken. 12. 7. A 30 foot native growth protection e condition, os stipulated under Condition 8. Taxes or assessments which are not : that levies tows or assessments on real AND A PORTION OF TRACT C, PLAT OF ROCK RIDGE WEST, RECORDED MARCH 25, 2002, UNDER AUDITOR'S FILE 9. Unpatentedi;mining claims; Reservations w N0. 200203250231, RECORDS OF SKAGIT COUNTY, WASHINGTON, authorizing the��Jssu-ante thereof• water rights, SI7UATt� IN SKAGIT COUNTY, WASHINGTON. FASt= ui= NT PROVISIONS 1. AN EASEMENT IS HEREBY RESERVED FOR AND GRANTED TO THE CITY OF ANACORIES, PUGET SOUND ENERGY, VERIZON, CASCADE NATURAL GAS CORP., AT&T BROADBAND, OTHER PUBLIC AND FRANCHISE':. UTILITIES AND THEIR RESPECTIVE SUCCESSORS AND ASSIGNS UNDER AND UPON THE EXTERIOR TEN;-;(10; FEET FRONTING ALL INTERIOR STREET RIGHTS -OF -WAY, HEREIN DEDICATED TO THE PUBLIC, OF ALL L:OT AND TRACTS AS SHOWN ON THE FACE OF THIS PLAT TOGETHER WITH THE RIGHT TO ENTER . UPON THE LOTS AND TRACTS AT ALL TIMES FOR THE PURPOSES STATED, WITH THE UNDERSTANDING THAT ANY GRANTEE SHALL BE RESPONSIBLE FOR RESTORING THE PROPERTY TO CONDITIONS FOUND . PRIOR _ O WOI WITHIN THE EASEMENT, FOR 2 ALL DOWN SPOUT DRAINAGE SYSTEMS AND ANY SIDE YARD AND REAR YARD DRAINAGE EASEMENTS WILL REMAIN PRIVATE WITH ALL OPERATIONS AND MAINTENANCE BEING THE RESPONSIBILITY OF, THE HOMEOWNERS OR OTHERS* DOWN SPOUTS SHALL BE CONNECTED TO THE STORM SEYIER,'EXCEPT , PHASE 1, LOTS 9-13, INCLUSIVE, AND PHASE 2, LOTS 1-86 INCLUSIVE. SAIDEXCEPTED COTS SHALL" OUTLET ROOF AND FOOTING DRAINS AT AN APPROPRIATE LOCATION _ ALONG'•THE DEVELOPED SIDE OF THE NATIVE GROWTH PROTECTION EASEMENT BOUNDARY, FOR THE PURPOSE OF HYDRATION OF THE ADJACENT WETLAND AREA, ALL OTHER DRAINAGE FROM SAID EXCEPTED -MOTS SHALL SHEET FLOW ON THE: SURFACE OF THE DEVELOPED/LANDSCAPED YARD TOWARD SAID NATIVE GROWTH PROTECTION EASEMENT BOUNDARY. CONCENTRATED SURFACE DISCHARGE SHOULD BE.`AVOIDED - 3. ALL DRAINAGE AND UTILITY EASE) ARE HEREBY GRANTED AND CONVEYI WITHOUT PRIOR INSTITUTION OF ANY ENTER UPON SAID EASEMENTS FOR' OR RECONSTRUCTING DRAINAGE OR APPURTENANCES OR MAKING"ANY`0 LIABILITY THEREFOR, PROVIDED;, THAT OPERATING, CONSTRUCTING; � REPAIR11 APPURTENANCES, THE CITY SHALL R TO THE ORIGINAL GRADES WHICH EX RESTORATION TO BE TO: ROUGH GRA THE THE GF� ]E OF AND I xATEDALONG LOT tS� AND 76, IDENTIFIED AS PUBLIC HEREON IE=CITY OF,.ANACORTES,. THE CITY SHALL HAVE THE RIGHT PROCEEDING AT LAW, ItiT TIMES AS MAY BE NECESSARY, TO POSES' OF,.OPERATING . CONSTRUCTING, REPAIRING, ALTERING, !SEWER:, FACILITIES OR'OTHER UTILITY FACILITIES AND INS THEREWITH, WITHOUT INCURRING ANY LEGAL OBLIGATION OR AREA':WITHIN THE EASEMENT IS DISTURBED BY SUCH RING. OR RECONSTRUCTING OF SAID FACILITIES AND 1HE+SURFACE OF THE EASEMENT AS NEARLY AS PRACTICAL IOR 1n,THE CITYS ENTRY UPON THE EASEMENT* SUCH NOT REPLACEMENT IN KIND, THE LOT OWNERS SHALL RETAIN ASEMENTS, SO LONG AS SUCH USE DOES NOT INTERFERE WITH ANCE OF THE DRAINAGE AND SANITARY SEWER FACILITIES OR :ES AND SO LONG AS NO OBSTRUCTIONS OR STRUCTURES WALLS, OR SIMILAR OBSTRUCTIONS ARE ERECTED WITHIN THE FOOT tJATLVE GROWTIi PROTECTION EASEMENT AS SHOWN ON THE PREVIOUS RECORDED PLAT & 2}`HEREIN,.:IS HER®Y ESTABLISHED AS CONDITION, AS STIPULATED UNDER CONDITION NO, 110 ]F FACT, ABOVE ''§. A 15-FOOT WALL EASEMENTS IDENTIFlEO ALONG LOT 13, 14 AND 15 AS PUBLIC HEREON ARE HEREBY GRANTED -AND` CONVEYED TO THE CITY OF ANACORIES THE CITY SHALL HAVE THE RIGHT WITHOUT PRIOR �.:. INSTITUTION'OF ANY SUIT OR PROCEEDING AT LAW, AT TIMES AS MAY BE NECESSARY, TO ENTER UPON EASEMENTS FOR THE PURPOSES OF OPERATING, CONSTRUCTING, REPAIRING, ALTERING, OR 'i- RECONSTRUCTING WALL WITHOUT INCURRING ANY LEGAL OBLIGATION OR LIABILITY THEREFOR . PROVIDED THAT IF THE AREA WITHIN THE EASEMENT IS DISTURBED BY SUCH OPERATING, CONSTRUCTING* REPAIRING, sALTERING, OR RECONSTRUCTING OF SAID WALL. THE CITY SHALL RESTORE THE WALL WITHIN THE EASEMENTS AS NEARLY AS PRACTICAL TO THE ORIGINAL CONDITION WHICH EXISTED PRIOR TO THE CITYS ENTRY UPON THE EASEMENTS. THE LOT OWNERS SHALL RETAIN THE RIGHT TO USE THE LAND WITHIN SAID EASEMENTS, SO LONG AS SUCH USE DOES NOT INTERFERE WITH THE INSTALLATION, OPERATION AND MAINTENANCE OF THE WALL. as shownon ;the plot therein, !s hereby established as 7ndings of Facts aboves v"'exlatliy liens by the records of any taxing authority y or by the public records. ieptfons In the United States Patents or in Acts alms or tiIts to water. 10.7ftle to any property,beyond the; tines of the real property expressly described herein, or title to streets roads, avenues, IoPes ways-or;waterways on welch such red property abuts or the right to .maintaln'dherefn vaults tunnds,-`iampa' or any other structure Or improvement; or any rights of easemIt ents therein unless such property, rights or easements are expressly and specifically set forth In Said 'description, - 11 An easement on the Plat of Rock Ridge West Is hereby reserved for and granted to the City of Angeortees Puget Sound Energy, Verizon, Cascade Natural Gas Corp. AT&T Broadband, other public and franchlas utilities and" their respective successors and assigns under and upon the exterior ton (10) feet of the front boundary lines of all lots and tracts as shown on the face of the plot together with the right .,to enter upon the lots and tracts of all times far the purposes stated, with the understanding "chat any grantee shall be responsible for restoring the property to conditions found prior to work within the easement, Affects: Portion Trost C, Rock Ridge West 13. Note on the face of Plot of Rock Ridge West, as follows: Down spout drainage systems and aide yard and rear yard drainage easements will remain private with olf operations and maintenance being the responsibility of the homeowners or others. Down spouts shall be connected to the storm sewer, 13. Maintenance obligations as set forth on the Plot of Rock Ridge West, as follows: The 5 foot private drainage easements shown hereon are hereby granted and conveyed to the owners of the abutting lots and tracts. Lot and tract owners abutting one another shall share equally the responsibility for maintaining the easements, except that no lot or tract owner shall be responsible for maintenance of that portion of any private drainage easement upstream from their lot or tracts. Affects: Portion of Tract C, Rock Ridge Wwt low, tin 14. Note on the face of Plat of Rock Ridge West, as follows. All drainage and utility easements ldentlAed as public hereon are hereby granted and conveyed to the City of Anaeortes. The City shall have the right without prior institution of any suit w proceeding at at times as may be necessary, to enter upon sold easements (or the purposes of opera g, constructing, repolrTng, altering or reconstructing drainage or sanitary sewer facilities or other utility facllWas and appurtenances or making any connections therewith. without Incurring any legal obligation or ability therefore. Provided that if the area within the easement Is disturbed by such operating, constructing, repairing, altering or reconstructing of sold facilities and appurtenances, the city shall restore the surface of the easement as nearly as practical to the original grades with existed prior to the city's entry upon the easement Such restoration to be to rough grade only, not replacement in kind. The lot owners shall retain the right to use the surface of sold easements, so long as such use does not interfere with the Installation. operation and maintenance of the drainage and sanitary sewer facil[ties or other utility facllitles and appurtenances and so long as no obstructions or structures such as buildings rookeries. retaining walls or similar obstructions are erected within the easements. Restrict[( 15. Covenants, conditions one restrictions contained In Declaration of but omitting any covenant, condition or restrictions based Oil race, odor, reli5 sex, handicaps familial status or national origin unless and only to the extent said covenant (a) !s exempt under Chapter 42 Section 3607 of the United Si Code or (b) relates to handicap but does not dlscrimlnata ago inst handicap peroons; Recorded: March 14, 2002 Auditor's File No.: 200203140025, records of Skagit County. Washington Executed By. Rock Ridge West, LLC, a Washington limited liability company, Ostergaard and Christine A. Ostergaard, husband and wife and Kent Robinson Judy Ann Robinson, husband and wife Affects: Portion of Tract C Rock Ridge Wwt SHEET 2 OF 5 16. Assessments or charges and liability to further assessments or charges, including the terms, cavononts and provisions thereof, disclosed in Instrument; Recorded: April 26, 2002 Auditor's fie Na: 200204260193, records of Skagit County, Washington imposed 8y. Rock Ridge West LLC Affects Pardon of Tract C Said instrumant is a ra-recording of Instrument (s); Recorded: March 14, 2002 Auditor's Flla No(s),: 200203140025, records of Skagit County, Washington orientations 17. Covenonts, conditions and restrictions contained in Dedarotion(s) of restrictions but omitting any covenant or resWetfons, if any, based upon race, colors religion, sex, sexual familial status, morttal status, dlsablltfy, handicap, nations! origin, ancestry or source of Income, as set forth in applicable state or Federal laws except to the extent that said covenant or restriction Is permitted by low; Recorded: April 26, 2002 Auditors File No.: 200204260193 records of Skagit County, Washington Executed By. Rock Ridge West LLC Affects: Portion of Tract C Said instrumant is a ra-recording of Instrument (a); Recorded: March 14, 2002 Auditor's Flee No(s).: 200203140025, records of Skagit County, Washington 18. Easement contained In Dedication of sold Plat of Rock Ridge West; For. All necessary slopes for cuts and file and continued drainage of roads Affects: Any portions of sold premises which abut upon streets, avenues, alleys, and mods and where water might take a natural course Aflects: Portion of Tract C, Rock Ridge West 19. Public and private easements, if any, over vacated portions of sold promises. cry Washington 20. Terms, conditions one obligations, of the Declaration of Access Easement; Recorded: Febru 28, 2002 Auditor's fie No.: 200202280226, records of Skagit County, � Affects: Tracts 8 and C, Rock Ridge West easement; Washington 21. Terms, conditions and obligations of the Declaration of access Recorded: March 22, 2002 Auditors fie Na: 200203220149, records of Skagit County, Affects: Portion of Tract � Rock Rfdge Wwt Washington 22. Easement, Including the terms and conditions thereof, granted by Instrumont(s); Recorded: July 110 2006 Auditors No{s),: 200607110107, records of Skagit County, In favor oF. Puget Sound Energy, iris For. Electric tmnsmlesfon and/or distribution line, together with necessary appurtenances Affects: Portlon of Tract C. Rock Ridge West CONTINUES ON SHEET 3 OF 5.41.111, PW#03-037-DEV DECL�1 Rf1TlON REFERENCE THE DECLARATION OF COVENANTS, CONDITIONS AND RESTRICTIONS PREPARED FOR 1HI5 SUBDIVISION -PHASE 3 AND TO WHICH THIS PLAT REFERS IS RECORDED WITH THE UOITOR OF SKAGIT COUNTY, WASHINGTON ON UNDER AUDITORS FILE NO, �IgDae7�aoo18n¢ RECORDS OF SKAGIT COUNTY, WASHINGTON. DEVELOPERIOWNER: ANTONY MALO, JR. MANAdNG MEMBER ROCK RIDGE LLC Ik ROCK RIDGE SOUTH LLC P.O. BOX 1356 ANCORTES, WA 98221 SUMMIT ENGINEERS &SURVEYORS, INC. T3 2218 OLD HIGHWAY 99 SOUTH ROAD, MOUNT VERNON, WA. 98273 PHONE: (360)YSK@S9 FAX: S.0 41611949 D I E-MAIL: YSK@SUMMITES.COM JvMV1 EXCEP7TONSAND RESTRICTIONS: 23. Recitals on the face of plat as follows: A. Zoning — R2 — Residentiol Low Density. B. Sewage Disposal — City of Anacortes. C. Water — City of Anacortes. D. Storm Drainage Pipes In right of way 8 Inches in diameter or smaller are for the benefit of the lot owners. All maintenance and operation shall be the responsibility of the lot owners. E. As per condition No. 3, under Findings of Fact, about, Tract C shall be open space dedicated to the home owners association with this plat, for the benefit of the Rock Ridge South Homeowners. Maintenance, and costs thereof, of sold Tract C, Shall be the responsibility of the Homeowners Association. Tract A Is to be open space for the benefit of the homeowners, and shall be dedicated to the homeowners association at such time as an adjacent future plat phase of the Rock Ridge South Development is recorded. F. Tract B is a wetland habitat preserve to be dedicated to the Clty of Anacortes herewith. G. Tracts D and E are pedestrian access tracts to be dedicated to the City of Anacortes herewith. H. Tract F is an Ingress, egress and utility easement In favor of Lots 7, 8, 9, 10 and 11 of Phase 2, as shown herein, owners of said Lots 7 through 11, shall have for the maintenance and associated costs, thereof. I, Tract G is hereby reserved for future development in accordance with the approved preliminary plat of Rock Ridge South, and in, accordance with the conditions of sold approval, as shown hereon, under Endings of Fact. J. Conditions, covenants, and restrictions, designed to establish rules and guidelines for the home owners, land owners and the homeowners association, with regarding to the use of the land and the existing and proposed structures thereon, shall be recorded with this plat and included by reference in the title of ail real properties resulting from this plat. K. Geo—Technical engineering reports shall be provided for all lots where any structure may be located on or within 15 feet of a slope of 40� grade or steeper. 24. Setback Ilnes as shown on plat; 7.5 feet on sides 20 feet front and rear 25. Covenants, conditions, restrictions, and easements contained in declarations) of restriction, but omitting any covenants or restrictions, if any, based upon race, color, religion, sex, sexual orientation, familial status, marital status, disability, handicap, national origin, ancestry, or source of Income, as set forth in applicable state or federal laws, except to the extent that sold covenant or restriction is permitted by applicable law; Recorded: January 25, 2007 Auditors No(s).: 200701250001, records of Skagit County, Washington 28. Dead of Trust, including the terms and conditions thereof, securing an Indebtedness of �4,700,000.00; Dated: March 10, 2008 PLAT OFROCK NW 1/4, SEC. 26, Recorded: March 17, 2008 Auditor's No.: 200803170120, records of Skagit County, Washington Grantor. Rock Ridge South, LLC, a Washington Limited Liability Company, as to Parcel AA and NN; and Rock Ridge LLC, a Washington Limited Uability Company, as to the remglndery Trustee: Chicago Title Company Beneficiary. Whidbey Island Bank - Affects: Sold premises and other property 27. Terms and condltons of the Llmlted Liability Company under which #Itla is vested. 28. Dues, charges and assessments, if any, levied by Rock Ridge Community Assoclptton. 29. Liability to future assessments, if any, levied by the Clty df, Anacortes. 30. Real estate excise tax at the current rate of.1':78 e u of unpaid. NOTE Whan presenting excise tax for pa ent, The�Skagit Col of a 4—part carbon Real Estate Excise- T&x Afifdavil, and WILL NOTE Beginning July 1, Technology Fee must be 31. General taxes for th unpaid. Amount Due.$§OZ97 Totat Amount: 41,205.9`. Account No.; 4918-002- Pfoperty No i P1;25867 Looated.in: 'the City of 32. If an abbreviated'fo( if REQUIRES the use any facsimiles Excise Tax Eloctronic 2008, which become delinquent November 1st, if is required, it can read as follows: SOUTH PHASES 1 and 2; pin. Tract C, ROCK RIDGE WEST al description in this commitment is boxed on information provided with the and: the public records as defined in the policy to issue. The parties to the transaction must notify the title insurance company prior to closing if the does not conform to their expectations. 34.'Due to the homestead law, any contract, conveyance or encumbrance must be executed by Vestee and spouse, if marled, if the premises is/or will be their residence. (RCW 6.13.060) DEVELOPER/OWNER: ANTONY MALO. JR. MANAgNG MEMBER ROCK RIDGE LLC & ROCK RIDGE SOUTH LLC P.O. BOX 1356 ANACORTES, WA 98221 UTH, PHASE 3 RNG.1E, W.M. 5 2:01PM 03203 SHEET 3 OF 5 PW#03-037-DEV � E-MAIL: YSK@SUMMITES.COM f,JV��/,�Vj,1 j FOUND 6' DIAMETER CONCRETE NORTH LINE OF SECTION WEST ONE OF THE SE 2 0 i 8 0 6 3 0 01 8 5 Skagit County Auditor PLAT OF ROCK RIDGE S / MONUMENT WITH BRASS PEG, IN CASE. 26, T 35N, R fE, W.M., 1/4, SW 1/4, SECTION , � / (06130197) ACCEPTED AS THE ESTABLISHED BETWEEN 23, T 35N, R IE, W.M. ;�,,: \ •\ 6/30/2008 Page 4 of 5 2:01 PM 1 yTV114 SEC \2f �'WP. 35 NORTHWEST CORNER OF SECTION 26, FOUND MONUMENTS ,\ y T 35N, R I& W.M., PER R.O.S. FOR N89"56'12"W 2645484'\ \' / ROCK RIDGE L.L.C., AF#200203070086 - - - - - 20 1322,920 F------ � � 86 0 \\ TT----- - - -- ------ ---------------------- 1-- -T ° 72.61' 7B.2s' \ 510.59 -- 66L46 A - --------- ---- -- ----- - -- f` - - 1V a _� - - 73.26' S. 0% \ ` \. •". g9.56'12"W 2 IF /�� i �sE co�ERrs r,4s7sW� --� ^ , r- �� - r-- \ r�.�61/' 108031' \ /" � +SECTION 2 , T ,55N, FOUF(D MONUMENT IA( 390• _ - �- -I -.F - r. -� I ''I I \ /� / / R 1 E, W.M.I I I 1" I I CASE PER ROCX RIOC€ ;:. \yam i i I I I I I M WEST, AFf 200203250231 W"" } JJ88.42'481'W I I I I I o" I \ /E I I ) '.1 ' L J_J so.00' I I I I I I \ ��rt1 51 I, I i I N88.42'4I 6 > / I L` 222 23'� N I I I" 1 - i-i i- i I // \\ / \\ 1 F 105.0 +11723' / L LJ-LJ I \ \_ M5y 0� o I^oBNa .yf y /�I el L. Lv _ `� _ - - -'�FLIFF / / \ \ v I to hn : °' ,�,�Log y I . ,t' ICI \ h� _ IF IF-: 2 2 ^ \ , / 1LIF IF-1L 11Lilsy� ll ^ -- - �/ \ \ / \� i - T - T 88 42'48"W' ) 320,1 18 SF ' S w ]214Y 8d , ( I I I \ \ yb� 9 v TED 0.00' 3�•S 7.349 ACRES \ h Land Faa%tI I I I I I \�\ �1 �� RIGHT- -WAY N 70� �u� / F / IF \ IF I I I I I I I I I I N81.43'Os" 3h� $ N - j �� s? �Al . /II L_L �_ LJ . M APPROXIMATE .:, < ` . - _I_,♦ ^ _ RIGHT-OF-WAY, `1` �C" SO • I N I I I I ,10 N PHASE 3, 243,528 F/ / o �a . y / N88"32'42"W. I I I I I 9/ p SEE SHEET 4 OF 4. I S- u• 79.05 .b b r 2 5.59 ACR S 9 c' y o /� IM I I I I J L"-I _ J I 4 ,t I M .". W 3139•sr I ----- �� GtiLF' rroty \.. ®\ j / x�• .. :/ •1,yy: - 01'_L-1-L`J `1' SOUTH, IF r. LI PHASE 3 N, R1VG. IE, W.M. FOUND 1" PLUGGED PIPE NORTH OF 6 LAKE TRAIL (07101197) IJORTH 1/4 CORNER, S£CjION 26, T 35N, R i£. W,M, SET REBAR AND CAP, MARKED `''SUMMIT 32169 ; AS THE INTERSECTION OF THE NORTH NE OF SECTION 26, T 35N, R lE, W.M., AND THE EAST LINE OF THE WEST 1/2 OF THE NORTHEAST 1/4 OF THE NORTHWEST 1/4, SAID SECTION 26. NORTH/SOUTH CENTER SECTION LINE SEC. 26, T 35N,W.M., ESTABLISHED BY RECORD ANGLE THE EAST LINE OF THE WEST i/2 OF THE NORTHEAST 1/4 OF THE NORTHWEST 1/4, SECTION 26, T 35N, R 1 E, W.M. SURVEY REFERENCE REFER TO RECORD OF SURVEY '7 T- -I - � ,GjJ- � �� -1 •uzr�' 1 + A.F. N0. 200203070086 FOR � 0+ BOUNDARY CONTROL DETAIL IWEC crlJ�£ o!{ I I o `'o �ry�y _ 1 SEC 3$N N 26E I I N p� / > +'� �d965 , ; C38 N6�.?' g5 N81 O 34" °`� r - r BASIS OF BEARING ABLISHED f�,a y' / / 4N �• ;� 1b2• 33 W' I p I I I I THE BASIS OF BEARINGS FOR [BY (2£COIRO ANGLE I W flc]' O�' - . `r - 6 5 6 p1 e� . /V123f �, �^ I I I THIS PLAT ARE BASED ON THE - / 0 S C37 , (� - 68.73• 49'E: IN I 1 I I NORTH LINE OF THE iLF to i e +, _ : O / .�+./.- ,� O \�j ,5 ; W NORTHWEST QUARTER OF 7 - T- �- J/•off.. - wo�i5` �5`6 ` �Z: - i- _ L'J sEcnoN 26. TOWNSHIP 35 'O NORTH, RANGE t EAST, I I I I i 4 ti . o F / / ,py�0 OO o 9s \ \ �o+ _ WILLAMETTE MERIDIAN. COUNTY I I I I o e +S. •o o.� ��(- OF SKAGIT, STATE OF 2■ .dry ry / y u'. �y \ - -: o�- I I I I IRECORD OF WASHINGTON, AS SHOWN ON I I I I FILED S 07 40 I Iz 2 UNDER AUDITOR'S FILE NUMBER I I I 1 N8 42 48"W pp . J. ,e L„J u J �I TL - N / i 0. - 2002FF 03070086. MARCH 7. F.IF �� I ® ? APFRDXIM LEGEND N51 1 '21 'W ICHT-OF- Y, O ry I . �\(�� E �-FOUND - FOUND REBAR WITH CAP I 19 37 `98 `�FIF TURF PHAS ry, �� tb i u RAC �` B h ® NOTED MONUMENT AS MARKED - SUMMIT 32ft j' - - - - N88 42 48:: si,� - O .� ' .V. 182, 934 SF M �%l PER ROCK RIDGE WEST �, t J / 388, SF ry O ry ", O„ 4,200 ACRES u AFC 200412020087 J 17 00 8.9,3 AC ET PK' AIL = / "/ - Dry,�+� : O T - r- 7w -� 0 SET CASED CONCRETE / APPROXIMATE / / . i 2: �, H• wj MAN WITH 2" BRASS n T OF -WAY, - - I r\ i H O I I I I DISK <<7/ -,, FUTu ASE 183,988 SF� .. °0�I I I I ILL.0 4.224'ACRES J hrj - _ ' _ _ - I I V-F I 1/4 OR SECT70M CORNER ,�. I _ - - :.w - - - / / IV. II I I I I AS NOTED. ( t ''y69'q). -- 0i :. TRACT - B -SHALL, BE U� Ltd--L.J \ J /FILL .I: I :. a._ �' ; t, I •� � - ?`C 9); 59 / �i �00E ANACORTES CATED TO THE CITY �F - f- -i - 1- • ALL TRACT CORNERS AND I IF 'O� YRECORDING OF THIS PLAT FO PLAT BOUNDARY ``pnqr 1 / 2 ^ / �( AD1AL) . �ry��O^ PRESERVINTHE G THERWEILAND I I I I INCHPOSE OF BDIAH� WITH A INCH LONG 2 _ (-'N8/I17�0620"E HABITAT THEREfN, AS PER I REBAR W`7H CAP q/ \ _ `� y"' " CONDITION NO. 29, FINDINGSI w \ :- �:: / \ C42 70.,54' OF FACT, SHEET 2.OF 5. e I 1 1 1 _ I MARKED "SUMMIT 32169" ( \ O N O ---. :' ''. - L''J - L,: UNLESS OTHERWISE h,, PUBL N88'42'48"W h ' e-' 5O 100 NOTED. (SEE 5 OF 5 FOR i T-OF-WAY C41 .'') °j NOT 13'00 ALL SET LOT CORNERS) 43.89' o� O e' Z 74,83, . WETLAND HABITAT \I ^ RETAINED BY T N88.42'48"W 240, 00' ry N - (PRESERVATION TRACT/ �¢I SE CORNER OF THE NORTH o o y 3 W }" T ST ),N . -,REBAR '& CAP CITY OF ANAL RTE$ W- I I j %� .. ,lV SOUTH LINE OF THE II (1N FEET 'A SECTIONOF THE N26,THT�35N, o PERCFINDING OF c W^ ro• R 1E, W.M., ESTABLISHED 4i a / -1 $24 ON. LINE N ry pO I I .. W ' - 0b�h _ ,1 NORTH 1/2 OF THE 8T - r ].�inetr�-,100 feet BY RECORD DISTANCE. FACT CON ON % N - �� 0 i NORTHEAST f/4, SEC. 26, I I I I am \ #3f. I I I I I I fro^ �� h ry' h ^ I I I I I I I^'tom oro 'IJi.pi'tj' O• T 35N. R 1£. ;W.M., I I I I _ \\ - ^ �^ 90.00' 91.32'60 ANGLE BY RECORD I 1 I I DEVELOPERSlO t o I I I I I I h --"" "-- N89'14 46"W .i h� 8 I \ 1_ L J FILL L'_L _ L N89" f 4'46"W 181.320 . 170.26' \ N89'14'46"W 2 - _gi „ I I I I I ANTONY MALO. Jit. 11!40.00' 117 28 • L,� _ L J MANAGING MEMBER "...."""... SOO _ _ ROCK RIDGE LLC h N89'1,4'46"W 7$5. 16' RocK RIDGE souTH LLC IF 2f0.01' N89"14'46"W 689.80' N89'14'46"W ao. Box 1356 N89'14'46"W 320.01' FOREST LAND 658.35' ANCORTES, WA 90221 FOREST LAND N89.14,46"W 2633,31' .��� NOTES. 10 ZONING::.R2- RE51DEµ71AL LOW DENSITY, 2, SEWAGE DISPOSAL CITY OF ANACORTES 3q, WATER: CITY OF ANACORTES 4, STORM -DRAIN PIPES IN RIGHT OF WAY 8 INCHES IN DIAMETER OR SMALLER ARE FOR THE B. TRACT'G" IS HEREBY RESERVED FOR FUTURE DEVELOPMENT IN ACCORDANCE WITH THE '...BENEFIT OF THE LOT OWNERS ALL MAINTENANCE AND OPERATION SHALL BE THE APPROVED PRELIMINARY PLAT OF ROCK RIDGE SOUTH, AND IN ACCORDANCE WITH THE RESPONSIBILITY OF THE LOT OWNERS. CONDITIONS OF SAID APPROVAL, AS SHOWN HEREON UNDER 'FINDINGS OF FACT'. 5. PEDESTRIAN ACCESS TRACT "H" SHALL BE PUBLIC AND DEDICATED TO THE CITY OF 10, CONDITIONS, COVENANTS, AND RESTRICTIONS, DEIGNED TO ESTABLISH RULES AND :ANACORTES WITH THIS PLAT, FOR THE BENEFIT OF PUBLIC. MAINTENANCE, AND COSTS GUIDELINES FOR THE HOME OWNERS, LAND OWNER AND AND THE HOMEOWNER'S ASSOCIATION WIT THEREOF, OF SAID TRACT "H SHALL BE THE RESPONSIBILITY OF THE CITY. TRACT "A" IS TO SHALL BE RECORDED OF THE PLATNAND INCLUDED BY REFERENCEEN THE TIITTLEE OF ALLEON, BE OPEN SPACE FOR THE BENEFIT OF THE HOMEOWNERS, AND SHALL BE DEDICATED TO THE -REAL PROPERTIES RESULTING FROM THIS PLAT. FILL": I'HOMEOWNERS ASSOCIATION AT SUCH TIME AS AN ADJACENT FUTURE PLAT PHASE, OF THE 11. GEO-TECHNICAL ENGINEERING REPORTS SHALL BE PROVIDED FOR ALL LOTS WHERE ANY ROCK RIDGE SOUTH DEVELOPMENT IS RECORDED, STRUCTURE MAY BE LOCATED ON OR WITHIN 15' OF A SLOPE OF 407• GRADE OR STEEPER. SHEET 4 NOTES 1. THE METHOD OF SURVEY WAS FIELD TRAVERSE WITH A NIKON DIM-520 TOTAL STATION. 2 THE LINEAR AND ANGULAR CLOSURE OF THIS SURVEY MEETS OR EXCEEDS THE STANDARDS SET FORTH IN W.A.C, 332-130-090. 3. SEE CURVE TABLE ON SHEET 4 OF 4 FOR CURVE DATA. 03203 SUMMIT ENGINEERS & SURVEYORS, INC. 2218 OLD HIGHWAY 99 SOUTH ROAD, MOUNT VERNON, WA, 98273 PHONE: (360) 416-1999 FAX (360) 416-4949 [�tj T� {' (�� PW#03-037-DEV E-MAIL: YSK@SUMMITES.COM VIO I I 'I J � i / / / /�` � 2 � � 6� 71 g � T �� � I t' PLAT OFROCKRIDGE SOUTH, PHASE 3 i / I � NW 1/4, SEC. 26, TWP. 35N, RNG.1E, w.M � � so.DD' BLOCK 11 - - `,. , �� / �\ � 3 � � kg�� %- -�- -� 15 I 14 I 13 I I� I �\ I I I �� I �� 2 o G 8 0 6 0 01 8 S """".���� \` Skagit County Au�ltor %� V� � \ bah 9�0/ I I I I I I I \ � \ �\ I I \� 1 6/3012008 Page 5 of 5`2:01PM / 1 ,� � � � 15 i � � P�6044� I � \ �� � � LEGEND // o ' � � � • // \ 4. \ ® \ 114,995 SI� Igo I I I I \� .r(� 1 \� I I � / � � r ® FOt1ND CONCRETE MONUMENT ON MAY2 2006 �-- - 20 ^\ 78 17 76 Z 72 ii \ �Y�^ I � ` / I/ � 0 SET CASED CQyCRETE MQN N17N 2• BRASS D!S!C ' .�F / � - � - I - I- -'- -- � � ._ J i � ��/\ � \V•. _ ,g \ .8 � 16 BSBL Bfl(.L[NNC SEIBAgfG LINE 5': � ;I \ / ?�� ACCESS, DRAINAGE & U LITY �� � '� -' � ' 1- r'`\ ,� ��� � �" \ I ESM'T BENEFIT OF LOT 4, �'� i � •\ �� O SEL "Pk NAfL'AND SHfNER MARKED 'SUMMIT / \ J '' 0 J (SEE NOTE 3 EASEMEN �� �� � � J2f8y IN CONCJt€lE CURB, ON Pf;f1f:ONGA710N OF t� �\ �/ PROVISION ON SHEET 2 OF , �i � � �i �- LpT UN� DFFSET tNSTANGE AS SHOWN. � 5 � 7 �• �\ '` 14 \ �•�" / / / \� \ / l / /-,� � ADDRESS: ROCK RIDGE�PARKWAY N88'42'48'W ('� / 2311 \ 30' c�v � EXIST. ESM'T � S P `-' \ \ \ I 12,608 SF I � � sEE sF#20D7o1240094 t � jam''/ / � J'` �� �� \ ` � - 3 BSBL- / / � � � ADDRESS: ANTONE WAY . � � \` � 15' WALL MAINTENANCE iv � / / � :. � X � EASEMENT TO THE a .- � / �:- - ,- \ (� ,\ � I/ �bp�'9�,�TY� A�A'CORlES � r - �,� I- � "�"\ � � / /!/ �/ -\ - � - O \ 6 ky •� / a I 'y'Z \ �/ I�' _ � \ erg{ 16 1 / / -�I � � � •\�\ I t�i SET REBAR AND CAP 0.5' NW FROM ACTUAL CORNER \ 'yb�� �� I I � � �C5 CB \� ` I 1 ,818 SF I I � /` bry� � � � I . -' �" I _ � j , ,� -�, O SET REBAR AND CAP 0.3' SE FROM ACTUAL CORNER g`'� � I � I / / K PK� 10' U LITY � oi,• / �i / I 3 5 �/ I I P `S \ I I EASEM�NT / yk/ i I Q3 SET REBAR AND CAP 0,T NW FROM ACTUAL CORNER 16 � 48 SF � Q, bWj. � 10 I, a `tom_ I / � � � � I � .I \ � � //�/� I I ,� ti . �, � I g I 0y�� {,�� yt�5t0��0'S X / / I I .;-` I � ® SET REBAR AND CAP 5.0' SE FROM ACTUAL CORNER I f o' uTIUTY � I soo° �^` cos /,��0 � � �.. F � I�, ' L I EASEMEfl1T I �5,0a�•W �I 1 1 // �•�j,� L1 �I 1 2 I 3 11 4 Y\ 6 II I • T+�, � / �a^ / 7 10' UTIIITYf 5., '�� � �: 1'7ti� � � K Lb`�' k � 5 _�_ cg' t' ! 7 8 / rZ 1\ l � E(;SEM,ENT 5 �� \ - • � I 12 I I/ �ry� ?s" / /1'�� I/\_ I I b / kb� � njg •- ,1 � '., O,O b� ad��N N I O I � IUI I � � / � T o`� �\ I / �.� �/ � \� 907 ::. �� �?�iy I I m 2319 ? . \.) / ♦ +�'• ib .� / �:- 815&7 SF I : I x \ o I 16,031 SF I f / � J� \ /(// t1 ��.h ^�`�h/./ � \� � � 'oir t7 76 I �" I I I I I� s � 4, 5 �k, � �,sb s` ! I C I ,�1 I I �i NOTEs: JI � IN I I 24 4 I � j ' / �f � �� �\ 20 /�� 7 `��kg y8 � \ L � �16��'� � 1 I� 1 I t I 8,501 SF �� /4 I � <� _: y, ry � � � 1, h1E METHOD OF SURVEY WAS FlELD TRAVERSE WITH A NIKON \ 0 / � �� / 2 � � \ �k� DTM-520 TOTAL STATION 74 7_3 � I2 _ tt _1 �8�� � 20 I � 19 � t8\�7 i � t6 75 / %bb �';:. � bry��' /�� \ 9Q ��\h EAS�MEa1TM o clTv -1-- b 1 8,53fi SF 2. THE LINEAR AND ANGULAR CLOSURE OF THIS SURVEY MEETS I ' s 1 1 I I OR EXCEEDS THE STANDARDS SET FORTH IN W.A.C. - 3 y -/ \� �` ��� ��� V� y^ %� - ��\�� �� ` T � -, .L `�, .- � - 332-130-090. f� � ll \ � ' (�� y ir�, �2 .2oi ©/ //( �: D.Q��"\ � /0�'e o����„ � \ \ 3. SEE SHEET 3 OF 4 FOR SECTION TIES. ro/SV / 15,464 SF /\ � O s6 1�,_ - \ - 3�� \7� V 1 ,,16 � �1 \ / 4. SEE NOTE 5, SHEET 3 OF 4, REGARDING THE DISPOSITION OF � l �/ \xs. Ji�� � rV �/ � �-- 3911 \ k� \\ � I S T � TRACT `H', SHOWN HEREON. G � ` ` / 1� "A,�� \ R�� �- ��gs '/ '�M�/ / � y \ �/ K \� � 5. ALL LOTS &TRACT CORNERS ESTABLISHED WITH 1/2" IA- �}� DIAMETER BY 30" LONG REBAR N1TH CAP, "SUMMIT 32169" � T�9g• \/ �� \ P $/ i� ��'�r'� bb0 � EXCEPT AS NOTED ON THE PLAT PLAN (SYMBOL NOT SHOWN FOR ryry,,, �l//,���1�j����',(��� 1� ,� �. ��.y �° � I P� / ,,pyry���` � ✓ � CLARITY) _ -I- vY lV I�� 918 ��/ � /'hb I y m I \ � I 2407 111 �� I - ! A 7.7663SF I � �k � � I I \ I I I R I 9 971 F � ?al /: ,�Jbry��� �. �!j � I� I l S I � �\ I I \ '°??���\-��,/`�igb� � as �// � ?�.��g I�, 0�ey �;' Ll-1 I I I I I I / I �L \ 3920 I "!y �.�,.I / -._,. �k � I ���� I C I 3915 I � v � I _ I I 2 I o I /� � / / I \ I I \ \� ,6�F : I � / I � q �� 7,544 SF II `/ ' I 7 I 8/'�� 9 �1 ��;� } ��-//-,2�� 5'��°�^`,,l T`1�i � �y\4j\�;.� 7 10c0�8 ,,, �I� g\ \\. 7p ^� �i. I / I I � �/// I �J L � I.-KT- � � F \� "� � / �� ,._TB L%�C � / / �p Yh \ ^'" �!�s- ^OyII\ / � _ -_" /- /� -- -I ��+ II I � '/.�M'`�, ',/ f�,� � / '�� 7.5� � � a �ky+4r � \\ \ / I I I I I- `/ / h0�1/ /� Y��� I /0�0y��/�e, K �a�� I I I � I I I I ::. ( � � I I a dbk' I � I I '� I � \ � I I :,. r\ �` i ._, a� � 'Y�,cp/ � 7�F I/ l K I I I / I ,/ I \�`\� I I I � I � I �" I I I \ id� �3 I 1� \17 I�� ,:� /* ( 2 �/�y/ ^ � I � I I//// / I I I -1-� J // mI 1.,;_�� I-ig � �� I � ��6� 15 I 14 1 13 I-t2 if Y I 20 I 79 � 9 17 i6 I t CURVE TABLE f CURVE LENGTH RADIUS ANGENT DELTA c1 ss.v iozoo 33s9 34s7'os• C2 7274 107.00 37.84 3857'09' C3 21,04 25.00 11.19 48'12'49• C4 59.69 50.00 33.98 88'24'01" C5 3274 50.00 16.98 3731'17" C8 3254 50.00 16.87 37Y7'28" C7 30.52 50.00 15.75 34'S8' C8 81.05 50.00 34,98 89'SY2T C9 24,84 50.00 1257 28'13'49' CIO 20.98 25.00 11.15 48'05'28• c11 aD.10 s7.00 48.26 eD'3o'43• ' • C72 40.81 25.00 28.59 93'31'20" C73 -1220 107.00 6.11 OB'32'OD' C14 37.73 25.00 23.51 8628'40• C15 115.23 8200 89.43 80'30'43• y `/ � � , \ . // `` 7,52535E / I � / \\,l �.-�- D�NVE MOPOF.R/OWNER: 921 � � /' ` y�`A ��_� /b ^� MANAGYNG MEMBE1t A� yg11D 6 0 25 50 100 /// / � � �� b�b•k/ I / / � / ROCK RIDGE LLC Ac f 6 y a (IN �i ) - / � \/ ,yry ` 3 2 nl a ROCK RIDGE SOUTH LLC � 1/24/2030 SCALE I" - 50' P,O. BOX 1358 " �� W � ��k I / w \ ANACDRTEs, wa sa221 03203 6{ � �� % (� - I- T-- -� --- -T � 1- _ _ _ _ SUMMIT ENGINEERS St SURVEYORS, INC. �^�,,, \`� \ � I 1 ' ! � � Q I � � 1 �_� 2218 OLD HIGHWAY 99 SOUTH ROAD, MOUNT VERNON, WA. 98273 ��� I � � � I I � i � / I \i. I I \ I � 1 I I �. I PHONE: (360) 416-4999 FAX: (360) 416-4949 SHEET 5 OF 5 P➢V#03-037-DEV E-MPJL: YSK@SUMMITES.COM LINE TABLE LINE LENGTH BEARING L1 5,84 S81.43'09•E L2 23.54 N01'17'12"E L3 10.07 sa1'I1'se"w L4 10.03 N4326'45"E h� C . R City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 3921 ROCK RIDGE PKWY Permit Type ANACORTES WA 98221 Project: APN: Remarks: NEW SFR Owner: RR SUMMITT NW LLC Contractor: Address: PO BOX 319 Address ANACORTES WA 98221-0319 Phone: Phone License #: Invoice/Permit IF: BLD-2020-0171 Applied date: 03/25/2020 Issue date: Expire date: 09/21/2021 Single Family Residence Permit STRANDBERG CONSTRUCTION PO BOX 319 ANACORTES WA 98221-0319 (360) 293-7431 General Information: Fees: Occupancy Group it-1 Plan Application Fee Use Zone R-2 Building Permit Fee Building Valuation 651600 Plan Review Fee State Building Code Fee Resi Sewer Inspection Fee Storm Drain GFC-Residential Sewer GFC-Residential Park Impact Fee Traffic Impact Fee Non Sprinklered SFR Fire Fee EMS Impact Fee SFR/duplex: site plan/design Total Calculated: Deposits/Receipts: Total Due: Permits and Insp... -BLD-2020-0171 - 2020 020115-0171 Erin Wil... 03/25l2020 OB:26AM 3459 - STRANDBERG CONSTRUCTION 200.00 3,955.75 2,571.24 6.50 51.08 1,696'09 9,140.86 615.00 2, 765.69 100.48 356.26 60.00 21, 518.95 0.00 21,518.95 rHIS 20�R��TIBECO�E"��if��U��Lsi��fJ�@VI �U�it IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF f�Dril8Tl$Od'n'O1V OR WORK i-§V&PENDED OR ABANDONED FOR A PERIOD OF t80 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I Fl�ciiFiaYtTHAT I HAi(itPTXD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS Of F AO ERMITI CES GOVERNING THIS TYPE OORK ICOMPLIEDLL BE I DOES NOT PRESUME TO GIVE AUTHORITY ETO VIOLA OR CANCEL WHETHER SPECIFIED O PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY Project Site Address b!1ildin Q10, /SAS I i � ------ 4 --- -- -- /��-�GY �S P LD i Works n f;b 1Gv _efis i T4 o6 S�O:)7nwater I Fire C)Old Project Inter-De�arlmental Plan Review Tracking 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies 3921 Rockridge Parkway, Anacortes, WA 98221 PARCEL# 127677 MAIN FLOOR: BASEMENT FLOOR: Conditioned Floor Area 2,893 Component Performance, R occupancies Doors U = 0.300 Overhead Glazing U = 0.500 Vertical Glazing U = 0.300 FIatA/aulted Ceilings U = 0.026 Wall. (above grade) U = 0.056 Floors U = 0.029 Slab on Grade F = 0.540 Below Grade Wall U = 0.042 Below Grade Slab F = 0.570 Missing Vertical Glazing Information Code Target Values Area UA 48 14 0 0 434 130 1,981 52 2,543 142 884 26 69 37 543 23 72 41 Target UA Total 465 Target Credits from Table 406.2 3.5 Proposed Design Area UA 48 13 0 0 530 143 1,981 53 2,447 98 884 20 69 37 543 19 72 38 Proposed UA Total 423 Proposed Credits from 3:5 Table 406.2 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 ID _ ___ Description D01 Codel Door D21 Cadet Daor Overhead Glazing: Plan Component ID Description Door Width .Height Ref. U Ot. Feet �"on Feet i"°'' Area UA � Custom 0.28 1 3 ° 8 ° 24 7 � Custom 0.28 1 3 ° 8 ° 24 7 _ � Custom 0.00 0 0 � Custom 0.00 0 0 � Custom 0.00 0 0 � Custom � 0 0.00 0 0 0.00 0 0 Sum df Area and UA Glazing Width. Height Ref. U Ot. Feef �"`n Feet Inch 48 13 Area UA � 0 0.00 0 0 � 0 0.00 0 0 � 0 � 0 0.00 0 0 0.00 0 0 � 0 0.00 0 0 Sum of Area and UA 0 0 Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 2015 Washington State Energy Code: UA Alternative Worksheet, Type R=3 Occupancies Vertical Glazing Plan Component ID Description Glazing Width Height Ref. U Qt. Feet Inch Feet Inch Area UA W01 Milgard Montecito - M 0 Milgard Montecito qV 0 0,27 1 2 e 1 s 4 1 W02 0,27 1 2 6 1 ° 4 1 W03 W04 Milgard Montecito qw 0 Milgard Montecito VF 0 Milgard Montecito 0 Milgard Montecito w 0 Milgard Montecito 0 Milgard Montecito 0- Milgard Montecito 0 Milgard Montecito 0 Milgard Montecitogw 0 Milgard Montecito 0 Milgard MontecitogV 0 Milgard Montecito 0 MagardMontecito 0 Milgard Montecito 0 Milgard Montecito 0 Milgard Montecito 0 Milgard Montecito 0 0,27 1 2 6 1 ° 4 1 0.27 1 2 6 1 6 4 1 W05 0.27 1 3 ° 1 6 5 1 W06 0.27 1 3 ° 1 ° 5 1 W07 0.27 1 3 ° 1 6 5 1 W08 0.27 1 3 ° 1 0 5 1 W09 0.27 1 3 ° 4 ° 12 3 W10 0.27 1 4 ° 6 ° 24 6 W11 0,27 1 4 01 6 ° 24 6 W12 0.27 1 4 0 6 ° 24 6 W13 0.27 1 4 ° 1 6 6 2 W14 0.27 1 4 ° 1 6 6 2 W15 0.27 1 4 ° 1 6 6 2 W16 0,27 1 4 ° 6 ° 24 6 W17 0,27 1 4 ° 6 ° 24 6 W18 0,27 1 4 ° 6 ° 24 6 W19 0,27 1 4 ° 6 ° 24 6 W20 Milgard Montecito - Patio Door 0 0.27 1 12 ° 8 ° 96 26 W21 W22 Milgard Montecito 0 Milgard Montecito qV 0 Milgard Montecito 0 0.27 1 2 s 5 s 14 4 0,27 1 2 6 5 6 14 4 W23 0,271 1 2 6 51 6 14 4 W24 Milgard Montecito 0 0,27 1 3 0 1 e 51 1 W25 Milgard Montecito 0 Milgard MontecitogV 0 Milgard Montecito 0 Milgard Montecito 0 Milgard Montecito 0 Milgard Montecito w 0 Milgard Montecitogw 0 Milgard Montecito 0 Milgard Montecito 0 Milgard Montecito 0 0 0 0 0 0 0 0 0 0 0 0 0 0,27 1 4 ° 31 ° 12 3 W26 0.27 1 2 ° 5 0 10 3 W27 0.27 1 2 ° 5 ° 10 3 W28 0.27 1 4 ° 5 6 22 6 W29 0.27 1 4 ° 5 ° 22 6 W30 0.27 1 4 ° 5 6 22 6 W31 W32 W33 W34 0.27 1 3 01 5 0 15 4 0.27 1 3 ° 5 ° 15 4 0.27 1 3 ° 5 ° 15 4 0.27 1 3 ° 4 10 15 4 0.00 0 0 0.00 0 0 0,00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0,00 00 0,00 0 0 0,00 0 0 0,00 01 0 0 0,00 0 0 0 0 0 0 0 0,00 0 0 0.001 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0,00 0 0 0 0,00 0 0 0 0.001 0 0 Sum of Area and UA 530 143 Glazing Area Weighted U 0.270 Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) snnmmn 9 of a 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies FIat/Vaulted Ceilings Plan Component ID Description Manufactured Trusses W/ R-49 Blovm Walls (Above Grade) Plan ID 2x6 Wall With R-21 Insulation Component Description Floor (over crawl or exterior) Plan Component ID 11 7/8"Joists With R-38 Batt Description Attic .Ref: U � .Custom 0.027 � Custom 0.000 � 0 0.000 0.000 � 0 Wall _ Ref. U _�_ Custom � 0 0.040 0.000 _ � 0 0.000 � 0 0.000 Floor Ref. U � Custom 0.023 � 0 0.000 � 0 0.000 � 0 0.000 Slab on Grade (less than 2 feet below grade) Plan Component Slab -- - ID Descripti_o_n _ _ _ Ref. F R702'horizontalrr/TB � WSU 0.540 _ _ � 0 0.000 _ � 0 0.000 " � 0 0.000 Below Grade Walls and Slabs Plan ID R21 Batt 7' depth tv/rB R21 Batt 3.5' depth R21 Balt 2' depth vi/rB Component Description Wall Ref: U Sum of Area and UA Sum of Area and UA Sum of Area and UA Sum of Area and UA Wall Wall Slab Area UA F Area UA 1,981 53 0 0 0 1,981 53 Net Area UA 2,447 98 Q 2,447 98 Area UA �� —� —� —� Slab Length UA 69 37 0 0 0 69 37 Slab Slab Length UA � WSU 0.035 495 17.3 0.503 55 28 � WSU 0.038 32 1.2 0.627 9 6 � WSU 0.042 16 0.7 0.592 8 5 � 0 0.000 0.0 0.000 D Sum of Area, Length and UA 543 19.2 72 38 Copyright 2013, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) zron nr»n z�rn 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit s 1a Efficient Building Envelope 1a 0.5 O 0:5 1b Efficient Building Envelope 1b 1.0 � 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficieht Ventilation 2a 0:5 O 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 O 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 O 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, WSUEEPIO-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) snemm� a �t a Hydrant Flo Test Date 5/22/2018 Location 3924 & 3932 Rock Ridge Parkway Anacortes, WA 98221 1 p w Test Report Test Time 9200 AM ,F �VAPIGOV, f Tested by Mark Taitano Commercial Fire Protection, Inc. 17199 Bennett Rd Mount Vernon, WA 98273 (360) 84&9093 Notes Read Hydrant Hydrant 920 & Hydrant 921 59 psi static pressure Read Hydrant= Hydrant 921 26 psi residual pressure Flow at 2.5" ports of both hydrants using 2" pitotless hydrant elevation nozzle on 2.5" Hose Monster. 75 60 45 psi 30 15 0 Flow Hydrants) Pitot Outlet Eiev Size C Pressure NOW #1 2.0 1.38 7 436 gpm #2 2.0 1.38 7 436 gpm #3 2.0 1.38 9.2 500 gpm #4 2.0 1.38 9.8 516 gpm - Total 1888 gpm Flow Graph 0 500 1000 1500 gpm 2000 2066.4 gpm at 20 psi Created with the free hydrant flow test program from www.igneusinc.com 2500 3924 & 3932 Rock Ridge Parkway, Anacortes, WA 98221 gLD - 262C -o 071 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLICATION J ailing Address: P.O. Box 547, Anacortes, WA 98221 lice Location: 904 6`h Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 293-1938 I_. PLEASE REFER TO THE:RESIDENTI�L BUILDING PERMIT CHECKLIST BELOWFOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #): Parcel(s) #: P127677 3921 ROCK RIDGE PARKWAY, Anacortes, WA 98221 Subdivision/Lot#: Project Valuation: $ 651,600 LOT 7, PLAT OF ROCK RIDGE SOUTH, PHASE 3 APPLICANT: Phone:360-293-7431 Fax: Strandberg Construction, Inc Address (Street, City, State, Zip): &Mail Address: 2018 R Ave, Anacortes, WA 98221 PROPERTY OWNER: Phone:360.293.7431 Fax: RR SUMMIT NW LLC Address (Street, City, State, Zip): E-Mail Address: PO BOX 319, 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 *All Contractors & Subcontractors must have a valid City of Anacortes Professional License #: STRANC1020CC Date:02/02/21 business license prior to doing work in the City. Finance Department at (360) 2994968. Contact the City's Business License #: 601839950 EExp. Date:12/31 /2020 PROPOSED WORK New Construction of Single Family Residence PROPOSED NEW SQUAREFOOTAGE: Basement SQ': 994 sf V Finished Basement: ✓❑ Unfinished Basement ❑ — 11 Floor SQ': 1,899 sf yGarage /Carport SQ': 519 sf lower + 293 sf upper 2" d Floor SQ': Deck/ Covered Porch/ Patio SQ':49 sf + 112 sf 1161 sf + 73 sf entr Fire Sprinkler: Yes ❑ No ❑✓ Lot Area SQ` 7,532 sf 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: Jason Sterling Owner ❑ Agent I] (specify): Designer Signature: Date: Page 1 of 3 Existing Impervious SQ': IMPERVIOUS SURFACE AREA, New Impervious SQ: 2,592 sf Total Disturbed Land/Soil SQ': 7,532 sf Total Proposed: -564 va3 Cut: Fill: New hard surfaces (pervious & impervious) 4,916 sf Land converted from native vegetation to lawn or landscaping SQ': 3,470 sf +/- LancTeonverted from native vegetation to pasture SQ': 0 MECHANICALO Equipment Type: Appliance/Equipment Information (new and relocated), Total #: Furnace: Gas #: 1 Elec #: Other #: 1 Gas Water Heater: #: 1 Location(s): Downstairs Garage 1 Heat Pump: Elec #: Other #: Air Conditioning: Elec #: Other #: Boiler: Gas #: Elec #: Other #: BTUs: Exhaust Fans: Bath #: 4 Laundry #: 1 Other #: 5 Range Hood: #: 1 Location(s): Kitchen 1 Fireplace: Gas #: 1 Elec #: Other: #: Location(s): 1 Clothes Dryer: /Duct: Gas #: 1 Elec #: Other: #: Location(s): 1 Stove/Range/Oven: Gas #: 1 Elec #: Other: #: Location(s): 1 Range Hood: Location(s): Kitchen Gas Outlet(s): #: 2 Location(s): Upper Deck, lower porch 2 Other: #: Location(s): TOTAL OUTLETS: PLUMIBING Fixture Type (new and relocated): Total #: Fixture Type (new and relocated): 12 Total #: Water Closet (Toilet): 3 Refrigerator water supply (for water/ice dispenser): 1 Kitchen Sink: 1 Pressure Reduction Valve/Pressure Regulator: 1 Utility Sink: 1 ater Service Line: 1 Tub: 1 Water Piping: 1 Hand Sink: 4 Clothes Washer: 1 Shower: 1 Electric Water Heater: Tank -less? Yes ❑ No 0 Dishwasher: _ 1 ackflow Prevention Device: Hose Bib: 5 TOTAL OUTLETS: 17 TOTAL OUTLETS: 5 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST MailingAddress. P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6rh Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: SUBMITTAL REQUIREMENTS: � o o' The number indicates the number of copies o for submittal (if applicable). 0 0 a+• Residential Building Permit Application 1 1 1 1 l Site Plan (Drawn to Scale) 2 2 2 2 Copy of Boundary Survey ✓ ✓✓ rO Building Plans (Drawn to Scale) 2 2 2 2 ® Reduced Site -Plan (I I" X 17") 2 2 1 1 ® Reduced Floor Plan (11" X 1759) 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance (shown on plans) ✓ ✓ Complete Stormwater Plan 2 2 0 2 13 Elements SWPPP Checklist 2 2 0 2 Landscape Plan 2 2 2 Grading Plan/Cut/Fill 2 2 2 �- Critical Areas Report (if applicable) 1 1 1 1 {� Geotechnical Report (if applicable) 1 1 1 1 Plan Review Deposit (due upon submittal) ✓ I. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org_or can be obtained at City Hall during normal business hours. 2. Plans, calculation, & reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. 3. The Stormwater Plan &Drainage Analysis shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington (as amended in December 2014). For details on the Complete Stormwater plan, please see the Residential Stormwater Application Checklist. Page 3 of 3 Tim K. Garrison, P.E. Professional Engineer 2316 Antone Way Anacortes, WA 98221 Phone: (360) 708-1865 TimG@TimKGarrison.com Structural Analysis o Nc� l�iolne at 3921 Roc�� Ridge Park�v��� �Im���rtes, WA Client: Strandberg Design Job Nu�nbeN: T20024 Building Design: Jason Sterling Date: March 16, 2020 INDEX: Design Sketches Callouts and Tables Standard Specifications Calculations. Total No. of pages excluding cover slieet: SKl — SK4. CO1 —COS B=H Cl—C19 35 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). � MAR � 4.2020 ;I r'F-----------�— d' —r rc rQ I � I I oa I i �w � I 1 � I x� I Tl m� I it I II I II I LI------------------� I I � �1� a v U X v Q d O In N � L ro O .� �� � � � � Q LL O r-1 � � O I _`' I � a --T--------------- --� . 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MEMO WN .--i 0 Q. y cc iC \ POOR( w ON O v ORONO a. a V Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L" configuration Default Trimmer, use 1, 2x stud or Simpson LUC or HUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Trimmer, each end King Stud, each Calloutt Mfln, use Alt 1 min. use Alt 2 unpin., use (if blank use default end (if blank use above.) default above.) 20H 2x6, "L" config 4x6 21 H 2x10; "L" config 2- 2x8 22H 4x10 23H 5.5x10.5 glulam 24H 5.5xl5 glulam 25H 4x10 5.5x6 qlulam 1-2x, or HUC 2 Beayrts Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials - see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE,' EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid=post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. blank' Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) Notes 30B 6x12 5.5x9 glulam Use min., 5.5xl5, 24F-V8 glulam. Min. backspan = 16'. This beam is the header for windows below it. If this beam 31 B acts as wall top plate, connect studs and mullions to this beam with A35 and screws, typ. If beam bears on wall top plate, connect with SDS 1/4 x 6 @ 12" max up through top plate into bottom of beam. 32 B 4x8 40B 1.75xl 1.8 LVL in addition to floor joists 41 B 2, 1.75xl 1.8 LVLs 3.5x11.8 LVL in addition to floor joists 42B 5.5x16.5 glulam 43B 1.75xl 1.8 LVL Connector (if 446 5.5x12 glulam 45B 1.5x118 LVL or P(ZL 46B 5.5x9 PT glulam HUC or HUCQ to 47B 5.5x18, 24F-V8, PT glulam. Min. backspan = 14.5'. This beam is the header for openings below it. If this beam acts 476 as wall. top plate, connect studs and mullions to this beam with A35 and screws, typ. If beam bears on wall top plate, connect with SDS 1/4 x 6 @ 12" max up through top plate into bottom of beam. Connect this beam to 73P at backspan end with CS16 x 32" vertical strap, each side, centered on beam / post intersection for uplift. G®� Posts - Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, i434 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ ---- -- - Alternate bottom connection on concrete: #5 rebar or 5/8" all -thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. fC®rrng�e��®rc (if blank ��)<)<®a�� l�tnnIlo9 ��c �1« ]l �¢�>irrne9 ��e �I<g � IIIlunlrno, ��e use default, above) �®te� 70P 2- 2x4 4x4 71 P 3- 2x4 2- 2x6 4x6 -- — -- -- 72P 3- 2x6 6x6 4- 2x4 73P 2- 2x6.. _ sister to 71 P and connect with SDS 1 /4x6 @ ' 12" 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 famar 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.ownershould 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. Compaction: Place all fill materials in lifts not exceeding 87inches. Compact using mechanical (vibratory or impact) methods. In paved areas and under structures, use structural backfill compacted to 9504relative 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. I'I 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 loose rock, dirt, moss, debris, or other deleterious substances. Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock. Where rock is sloped less than 4:1 (14-degrees), no dowels into rock are necessary: Where rock is sloped 4:1 (14-degrees) or greater (up to 45-degrees max),long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be '/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 36" OC max spacing. Dowels to be centered on stemwall. O For pad footings larger than 12" square or round, use three dowels spaced 8" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s). O For pad footings equal or smaller than 12" square or round, use two dowels spaced 6" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s). 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. FootingDrains. rains. 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 As 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: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars (rebar) for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy = 40 ksi) or better, unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars (rebar) for retaining walls retaining more than 44eet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans. Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. 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" For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND D®WELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques. Minimum concrete embedment = 44nches 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-EpoxySystems. 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, A30 / all -thread bolts as shown in Lite 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. CONVENTIONAL WOOD FRAMING: 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. 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%. Studs. Studs in exterior walls shall be a single member (not spliced nor discontinuous) from horizontal diaphragm to horizontal diaphragm (horizontal diaphragms are roofs and floors that connect to exterior walls.) Use balloon framing at stairwells, openings in floor diaphragms, etc. Stud size, material, and maximum length between diaphragms is shown in shear wall table. 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) maybe Hem Fir No. 2 or better. Glulams, PSLs, LVLs, etc, shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are "common" sizes, i.e. 16d, 12d5 10d1 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50% more nails are used. For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 12. As another example if 16d nails are called out at 4" spacing, the spacing of similar length, narrower nail gun nails shall be 4/1.5 = 2.7. Shear Walls: Walls called out as shear walls on the Plan shall bemconstructedper the Structural Shear Wall. Table herein using materials designated for lateral load resistance by nationally -approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out, or labled "NS" are not intended as shear walls and shall be built per minimum code. Sheathing. "PW" walls, use plywood or OSB, minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction. "GW" walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With "PW" and "GW" walls, no sheathing joints are allowed within 24eet in any direction of a door or window corner. 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, Epoxy. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET -HP, or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings, Header. Use minimum size as called out on Plans. 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 below or in the 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 Stttds. 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. Non -shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and c%orners 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 . Decks: Joist hangers used at decks shall be connected to all wood members with corrosion -resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only (not.LUS.) Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium -duty corrosion -resistant with galvanizing or similar. 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.) onstructural 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 ................... 3inches 3/4 inch diameter bolts ..................w 3.75 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 Tl galvanized or stainless steel.. If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. Simpson a 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 1 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. Use minimum 2.OE, 2,900 psi minimum allowable bending stress. LVL (Laminated Veneer Lumber). Use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL (Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress. Members indicated as 1..3E shall have min., 1.3E modulus of elasticity and 1,700 psi min. allowable bending stress. Glue -Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial appearance grade, unless visually exposed to interior living space use architectural appearance grade. Pressure Treated (PT) glulams shall be not less than 10% weaker than the above in bending, shear, and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. _ _ � � /may p M1� 1 �316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 .. Phone: (360} 708=1865 C0115U�tlt7g EIlgIlleeY S Time@TimKGarrison.com �� Z� Structural Strategy Lateral: Decks and porch roofs, use diaphragms to horizontal cantilever lateral loads back to building. Posts may be pin -pin -okay. Type 1PW shear walls have.low unit shear force thus no holdowns required byinspection. Where plate to plate height of shear panel > 3.5:1, use shear transfer around opening (STAG) and height of opening for aspect ratio calc. Use continuous king studs at sides of opening and no joints in sheathing within 2' of opening corners to achieve STAO. Structural Design Loads - IBC 2015 & ASCE 740 S)eismic C alculations m per ASCE I10 Projectl New home at Rock Ridge 7 Date 3/13/20 Location 3921 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response Ss = . 1.150 10. of gravity USGS 1.0 Second Response S) =1 0.409 % of gravity No. of stories above ground lev. Two Stores Slte CIBSS `Stifi$oilProfile, D ITypJ Risk FBCtOr Comm't, industrial, Residential - Med Hazard II StrUCtUral System Bearing v+a8 vaod or light steel shear wall Is structure regular and 5 stories or less? yes � Job No t20024 • Equiv Lateral Force Method Seis importance, IE = 1,00 .2 sec response, Ss = 1 A 50 Ss use for Cs = 1.150 Use Ss=1.5 max for Cs calc 1 sec response, S, = 0,409 Redundancy factor, p= 1 Period, long -period (Map, ASCE7-10, p. 224, fig 22A 2), TL = 16 Height of top of building, hn = 20 ft EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 , Required Seismic Design Category D Height Limit (feet) 65 Max. Allowable Story Drift 0.015 hsx or L 167 O - Str factor, 00 IN Seismic Base Shear, V 0.123 * W Horizontal Seismic Load Effect, Eh 0.123 * W Vertical Seismic Load Effect, Ev 0,159 * W Seismic Load Effect E = Eh + - Ev 0.282D &-0.036D LRFD Comb 5 1.359D + Eh + .5L + .2S LRFD Comb 7 0.741 D + Eh ASD Comb 5 1.112D + .7Eh ASD Comb 6b 1.08D + .525Eh + .75L + .75S ASD Comb 8 0.488D + .7Eh Wind Loads Per ASCE 7-10 -Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure -All Heights ASCE7-10, Chapter 27 Site coefF= 1 , a .040 Site coef, Fv = 1.591 Response mod coef, R = 6,50 O - Str factor, 0()= 3,00 DO Amplf, Cd= 4,00 Ht Limit 65.0 ft Spectral accel parameter, SMs = 1,196 Spectral accel parameter, SM, = 0.651 Design spectral parameter, SDs = 0,797 Design spectral parameter, Sol = 0,434 Building period coef,CT, = 0.020 Approx fundamental period, T. = 0,189 Upper limit period coef, Cu = 1,400 Building period, use, T = 0.265 Csmax = 0,353 Csmin = 0.010 Seis response coef, CS = 0,123 Min diaphragm force, Fpx min = 0.159D Max diaphragm force, Fpx max = .0.319D Project New home at Rock Ridge 7 Date 3/13/20 Building Wind Exposure EzpC Whereexp.Bandbtlon'tapply, � EnCIOSUre C18SSIfICatlOn i Unclosed Building (Typical) � 3-Sec Gust, Basic t20mph ASCE7-10 maps, Fig 26.5, p247 Method ASD, Banc Combos. Stress increases allowed for wood only.qW Roof Pitch 1, max. Roof Pitch 2, max: 3.00 /12 3.00 /12 Load Comb Factor Job No t20024 Slope 1 0 Slope 2 e = Hill Shape Tonudraphk factor Not Applicable Building Width Perp. To Ridge B = Building Length Parallel To Ridge L = Mean Height Of Roof (ft) hip = Eave Height (ft) heave = Directionality Constant Kd = 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = Narrowest Half -Width of Hill at Half -Height (ft) Lh = Horiz. Distance From Crest To Bldg. Site (ft) x = Windward Wall Pressures Elev Intermed. Windward Value q, Wall 0-15 feet 0,849 15.96 psf 10.85 psf 15-20 feet 0,902 16.96 psf 11.53 psf 20-25 feet .0.945 17.77 psf 12.08 psf 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1,044 19.62 psf 13.34 psf 40-50 feet 1.094 20.56 psf 13.98 psf 50-60 feet 1,137 21.37 psf 14.53 psf 60-70 feet 1.174 22.07 psf 15.01 psf 70-80 feet 1,208 22.70 psf 15.44 psf Transverse (Perp. To Ridge) Leeward Wall -6.96 psf (Outward) 13.34VpRsf 12.56 psf 12.08 psf 11.53 psf 10.85 psf ..,.,�,. Side Walls 9.75 psf (Outward) Slope 1 - 3.00 / 12 -8.10 psf -0.92 psf 56 ft 60 ft 17.0 ft 15.0 ft 0.85 -6.54 psf +1- 4.92 psf +/- 4,92 psf +/_ 4.92 psf 92 psf 56.00 ft h/L 0.28 Gust Effect Factor G = 0.85 3-Second Gust Power Law Exponent a = 9.5 Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft Velocity Press. Exposure Coefficient Kh = 0,872 IBC Load Factor for ASD Wind - 1605.3.2 0) = 0,60 Topographic Factor Kzt = 1,000 Velocity Pressure @ mean roof ht. qh = 27.31 psf Internal Pressure Internal Pressure +/- 4.92 psf Longitudinal (Parallel To Ridge) Leeward Wall -6.76 psf (Outward) Roof Pressures - Based On Posn. Down Ridge 0 to h/2 h/2 to Inhto2h > 2h Side Walls 9.75 psf (OubAfard) Pressure 54 psf 54 psf 54 psf 54 psf Horiz proi 20.3 psf 19.5 psf 19.0 psf 18.5 psf 17.8 psf Roof 1 slope: 14.04 deg Roof 2 slope: 3:12 0.24 rads 14.04-deg Press, slope 2, roof, horiz proj: 3.6 psf 3:12 0.24 rads Press, slope 1, roof, horiz prof: 3.6 psf ConstructianCalc, inc Lateral Load Calculator Job No.: t2oo24 . Job Name: RR 7 By: tkg Architect / Designer: Sterling Date: 3/13/2020, Building: House w/ gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.123 (Basic. Ma Roof Snow 25 psf Flr Storage LLO Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Dim 1 N Dim 2 ni Trib Area o Dead weight, psf. Seismic factor. Calc'd seis load up n-s up a-w 4 3085.00 1.00 3179.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 -------� 0.123 -----------•- 0.123 -- -- --------------- 0.123 0.123 -----------J----------- 0.123 ---------- ---�-- -- - 0.123 0.123 0.123 5867.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim:2 m Mul factor 230.00 88.00 5.00 18.00 1.00 1.00 1.00 1.00 1 1.00 1 1.00 1 1.00 1 1.00 y Trib Area 1150.0 0.0 1584.0 0.0 0.0 0.0 0.0 0.0 w Dead weight, psf.; 10.0 1 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Seismicfactor.) 0.123 1 0.123 1 0.123 1 0.123 1 0.123 1 0.123 1 0.123 1 0.123 1 Calc'd seis load 1414.5 0.0 1948.3 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim 2 Mul factor 56.00 1 15.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00ZL o Trib Area 0.0 0.0 840.0 0.0 0.0 0.0 0.0 0.0 Dead weight, psf.1---15.0 1 15.0 1 -15.0 1 15.0 1 15.0 1 15.0 1 15.015,0 --1-------------j- __--1------------- -------------J-----------'-J ___--______-i-_----------_I Seismic factor.1 0.123 0.123 0.123 1 0.123 0.123 ; . 0.123 0.123 1 0.123 ----- -------------------•--------- - �------------------------ J---------- --- - -- ---�-- - - --- - Calc'd seis load 0.0 0.0 1549.8 0.0 0.0 0.0 0.0 0.0 Other GLs 7281.5 3640.7 Seismic Applied V 7281.5 7281.5 7138.9 0.0 0.0 0.0 0.0 0.0 Dim 1 N Dim 2 ri Mul factor o Trib Area 0 Wind psf load Calc'd wind load WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up e-w 4 0 0 0 0 0 234.0 215.0 0.0 0.0 0.0 0.0 0.0 0.0 8.0 8.0 8.0 8.0 1872.0 1720.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 59:00 56.00 5.00 5.00 � Dim 2 A Mul factor 1.00 1.00 1.00 T 1.00 1.00 1.00 1 1.00 1.00LU X Trib Area 295.0 280.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind psf load 19.0---;_---19.0 19.019.0---;-_-19.0---;---_1910---;---19.0 19.0 Calc'd wind load 5605.0 5320.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 � Dim 2 Mul factor 11.00 18.00 1.00 1.00 1 01.00 1 1.00 1.00 I.00 1.00 1.00 X Trib Area 0.0 0.0 198.0 0.0 0.0 0.0 0.0 0.0 Wind psf load; 17.8 17.8 17.8 17.8 1 17.8 17.8 17.8 17.8 Calc'd wind load 0.0 0.0 3524.4 0.0 0.0 0.0 0.0 0.0 Other GLs 3738.5 Wind Applied V 7477.0 7040.0 7262.9 0.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: .Gridline: Gridline: Gridline: up n-s up e-w 4 0 0 0 0 0 Controlling V 0 lb 0 lb 0 lb 0 lb 0 lb - - - - - 7,4771b 7,281 lb 712631b Controlling Force Type wind seismic wind ConstructionCalc, Inc Description: up n-s Distribution of Lateral Loads Total V, unfactored I 7,': l % I') Building: House w/ gar Wind or Seis control? (w or e) \mind Total V, factored 41486 lb Grids 21-23 1 24 Percentage VI 50% 1 50% V / grid 2,243 lb 2,243 lb 0 lb Grid Pnl1 Pnl2 Pnl3 Pnl4 Seismic Adjustments per Grid R adjust Grid Rho adi Grid 0% Leftover 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 4,486 lb Sum check OK Min. Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 24.O If 3.0If 5.0If 5.0If 37.O If 61 plf 1PW 15.6 If 144 plf 'iPW 3.8If 3.8 If 4.2 If 3.8 If Description: up e-w Total V, unfactored I 7 98'i i Wind or Seis control? (w or e) . ss�s; ;!c Total V, factored 51097 lb Gridsl 2a, 2b I 2c, 2d Percentage V 50% 50% V / grid 2,549 lb 2,549 lb 0 lb Grid Pnl1 Pnl2 Pnl3 Pnl4 Seismic Adjustments per Grid R adjust Grid Rho adj Grid Adjst'd multiplier 0% Leftover 0 Ib 0 lb 0 lb 0 lb 0 lb 0 lb 5,097 lb Sum check OK Min. Pnl 5 Pnl 6 Pnl 7 Pnl 8 PH 9 Pnl 10 Sum Eh PW use 2.0 If 3.3 If 10.0 If 6.4If 6.5 If 28.2 If 90 plf 1PN1 51.2 If 50 plf 1PW 3.0 If 3.0 If 3.5 If 3.5 If 15.5 If 3.9If 16.0 If 2.8 If Description: 4.00 Total V, unfactored 1,2so i'D Wind or Seis control? (w or e)j vvinc; Total V, factored 4,358 lb Grids 4 Percentage V 100% V / grid 4,358 lb Grid Pnl1 Pnl2 Olb Olb Olb Olb Olb Olb Olb Olb Pnl3 Pnl4 Pnl5 Pnl6 Pnl7 Pnl8 Pnl9 Pn110 0% Leftover 4,358 Ib Sum check OK Min. Surn Eh PW use 3.91f 3.8 If 3.5 If 3.5 If 14.7 If 296 plf 2PW ProBeam Tim Garrison, P.E. CniftS iRUCTIONICALIC at - Lrtis�Lr+ 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. .lob t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 20h MM Other Info, 3/12120 �5Tr5�535 4z -- - - - — Type? Simple span, fully braced t 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: L/360 & L/240 - ..................................M......... _............... ........................,...,............................................. —....................................... 360 0_ ,13 in Total, L/20 in N/A 0 ( 240 M. 0..00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Main True Len: 4.00 it Add Self Weight? Yes - Self weight will be added to applied DIM Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? - No Increase Roof DL for pitch? Yes , V Roof Pitch 3.0 12 I Live Dead Snow Trib, Width Live Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld, 5 1000 500 0 500 Dead 293.8 I b/ft Snow 475.0 Ib/ft Tot Unif Load - 293.8 Iblft 475.0 Ib/ft Loads Poinl loads are 1/10 scale mallet (Lumber) Calc'd Member Results For 2 x 10 Using Self Weight of Sawn 2 x 10, 3.5 plf z x to � . Load Duration snow: 1.15 � % Overdesign 2x10 (4)2x4 (2)2x6 3xII Moisture Medium Dry - 18% V Douglas Fir -Larch W Repetitive Uses No V Pos Bending 31.3 Press Treated? No, Not P.T. V_ No. 2 V Flat Use? No Ne Bending NA _V Fb Neg 11072 psi Fcp 625 psi Span(s) Defl'n 611.6% Allow Pos Mom' 2,028 ft-lb 198.93 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -12910 ft-lb E 1,600 ksi Calc'd member OK by: 24.0 Allow Shear 1,915 Ib El 158,291 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3,55 pif For 2 x 10 Cond's Of Use: Load Dura0on:1.15-Snow 1.65 in 1.65 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,545 Ib 1,545 Ib - - 0 ft-Ib 0 ft•Ib 0 ft-Ib 0 ft-Ib Min Total 595 lb 595 lb 0 TIMID 0 ft-lb 0 ft-lb 0 ft-Ib 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 On Defl -0.028 in Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 5-23-19 ProBeam Tim Garrison P.E.(iT��fVSj':iiUCT3QiVf1i eats v6.0 Important: Notches and connectors hot cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 21 h Other Info. 3/13/20 0 7 8 Type? - Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever, Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 :............................................ —;...........................................,...........................................,......................................... 360 0.27 in Total, L/ 240 = 0.40 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: 8.00 ft Add Self W eight? Yes- Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member No 7 Loads From Continuous Member? ., - Increase p. - — Roof DL for Itch Yes . Roof Pitch r ------------ 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 61.8 Wit 100.0 lb/ft Tot Unif Load 61.8 Ilb/ft100.0 Ib/lb/ft 200 150 100 50 0 -50 4x And Smaller (Lumber) Calc'd Member Solutions Using Self Weight of Sawn 2 x 2 x 8 (4) 2 x 5 Moisture Medium Dry _18% 'J Douglas Fir -Larch v� Press Treated? ' No, Not P.T. No. 2 _l .: (2) 2 x 6 3 x 6 (3) 2 x 5 4 x 5 Temp Cond, 100deg F& less V -- Fb Pos 1,241 psi Fb Neg 1,011 psi Loads Point loads are 1I10 scale Results For 2 x 8 Load Duration j snow: 1.15 J� % Overdesign Repetitive Use? No Pos Bending 3.2% Flat Use? No V ! Neg Bending NA Fv 207 psi Shear 127.9% Allow Pos Mom 1,359 ft-lb 147.63 in^4 Allow Neg Mom -1,107 ft-Ib E 1,600 ksi Allow Shear 1,501 lb El 76,216 ksi Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit2,78 plf For 2 x 8 1.50 in 1,50 in Fcp 625 psi Span(s) Defl'n 100.9 Cantilevers) Defl'n NA Calc'd member OK by: 3.2% Controlling criteria is: Pos Bending 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 659 lb 659 lb 0 ft-ft Ib 0 ft4b 0 -Ib 0 ft-lb Min Total 259 lb 259 lb 0 ft-lb 0 ft-lb 0 ft4b 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in Allowed 0.400 in 0.400 in 0.400 in Max Dn Dell-0.199 in - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. Cr1�JS'fzt�cTt�f��t.t-� ProBeam �:t,YY°L-: , +�"1".�fYZZX�.yiiifir1�45 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 t20024 Spans and Supports (Note, pitch and fixlly, if any, not shown) Member I.D. 23h - Other Info. 3/13/20 q -- - Type? simple span, fully braced � � � � ' Left Cantilever Soan 1 Span 2 Span 3 Right Cantilever. Tot Member Length Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans - - - - - Live Only, LI Extra Stiff: L/600 & L/480 � 600 - 0.24 in Total, LI'; 480 = 0.30 in N/A = 0.00 in Total, L/ NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft - ' Add Self W eight? Yes -Self weight will be added to applied DL � Loads: Uniform Loads Over FUII Length of Member - r--------------------� Loads From Continuous Member? No-_ �_ Increase Roof DL for pitch? yes � Roof Pitch 3.0 :12 Llve Dead Snow Trib. Width Live Dead 1 Snow , Uniform Ld. 1 -Roof Point Loads 20 psf 15 psf 25 psf 4.50 ft Tot Unif Load 69.61b1ft 112.51b/ft 69.61b/ft 112.51b1ft Measured from left end of member. Member Total Length = 12 ft. Llve Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 8.00 ft 14.00 ft - 1,680 Ib 2,800 Ib 2.30 ft Loads Poinl loada•aro 1I10 scale 300 200 100 0 2 4 6 8 10 12 1 -100 Glu Lam Calc'd Member Solutions Using Self Weight of Glulam 5.5 x 10.5, 14.8 plf Misc manufacturers o 2.5x13.5 5.125x10.5 3.125x13.5 S.5x10.5 3.5x12 6.75x10.5 Req'd Bearing For 5.5 x 10.5 SUppOrt 1 1.50 in -- --- -- 8.75 x 9 Moisture Medium Dry - 18% � 5.5 x 10.5 0 Press Treated? No, Not P.T. � 29F-V8, DF/DF Temp Cond. too dey F &less �' Fb Pos - -- 2,760 psi Fb Neg 2,722 psi Allow Pos Mom 23,242 ft-Ib 1530.58 in^4 Allow Neg Mom -22,922 ft-Ib E 1,800 ksi Allow Shear 11,7331b EI 955,041 ksi Support 2 Support 3 Support 4 Self Wt 14.76 plf 1.50-in - - Results For 5.5 x 10.5 Load Duration % Overdesign snow; t.is � Pos Bending 121.1% �' Neg Bending NA Fv 305.psi "Shear 144.3% Fcp 650 psi Spans) Defl'n 16.4% Cantilevers) Defl'n NA Calc'd member Oi( by: 16.4% Controlling criteria is: Defl -Span Cond's Of Use: Load.Duration:1.15-Snow ReaCtlOnS SUppoft 1 SUppOft 2 SUppOrt 3 SUppOrt 4 MOmentS $UppOrt 1 SURROft 2 $UDpOrt 3 SDDDDrt 4 Max Total 4,802 Ib 2,040 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 1,864 Ib 828 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 SDan 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.258 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 Tim Garrison P.E.cALC Prolseam aR�tcrrrrr�a�y v6.0 Important: Notches and connectors hot cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. .lob t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 24h Other Info. 3/16/20a to 12 -°- Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16,00 it Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & tj240 V ......................4...................., -...........................................�................. .............._........... ?. -,....................... ........... 360 0,53 in Total, L/ 240 = 0.80 in N/A - 0.00 in Total, L/ N/A = 0.00 in . :...................................:............................................... ................ Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16,00 ft Add Self Weight? i Ye$ - Self weight will be added to applied DL - j Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member'? ' No Live Uniform Ld. 1 -Roof 20 psf Uniform Ld. 2 40 psf Uniform Ld. 3 50 psf Uniform Ld, 4 60 psf Uniform Ld. 5 Increase Roof DL for pitch? Yes Roof Pitch 3.0 :12 Tot Unif Load 320.0 Ib/ft 523.8 Ib/ft 475.0 Iblft Loads Point loads are 1I10 scale 1500 1000 500 0 - U 2 4 6 8 10 12 14 16 1 500 Glu Lam Calc'd Member Results For 5.5 x 15 Solutions Using Self Weight of Glulam 5.5 x 15, 21.1 plf � Mlsc manufacturers i � I Load Duration % Overdesign 2.5 x 21 5.125 x 15 8.75 x 12 Moisture Medium Dry- 180/0 S.5 x 15 Snow: 1.15 = Pos Bending 29.9% 3.125 x 18 5.5 x 15 Press Treated? No, Not P.T. Vii 24F_v4, DF/DF. J Neg Bending NA 3.5 x 18 6.75 x 13.5 Temp Cond. 100 deg F & less v Fb Pos 2,760 psi Fv 305 psi Shear 83.6% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 32.4% Allow Pos Mom 47,430 ft4b 1 1546,88 inA4 Cantilever(s) Defl'n NA Allow Neg Mom-36,560 ft-lb E 1,800 ksi . Calc'd member OK by: 29.9% Allow Shear 16,761 lb El 22784,375 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 21.09 pit Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 15 2.55 in 2.55 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,129 Ib 9,129 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 4,359 lb 4,359 lb 0 ft-lb 0 it -lb 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in Allowed 0,800 in 0.800 in 0,800 in Max Dn Defl -0,604 in Allowed 0.800 in 0.800 in 0.800 in ProBeam v7 WC 5-23-19 Tim Garrison, P.G. C&NS'IRUGTI0NCq At-C ProBeam sr.� ,:,ra rrssz xxa a� . 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 t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 25h _ 3/16/20 - Other Info. `� - -S Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 - Right Cantilever Tot Member Length Lenlh of Spans: 7.00It _ 7.00 ft Allowable DeFlecti_on,_Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240_ 360 - 0.23 In Total, L/i 240 i= 0.35 in N/A - 0.00 in Total, L/i N/A = 0,00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7,00It Add Self Weight? Yes self weight will be added to applied DL Vi Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No JI Increase Roof DL for . pitch. '_Yes___ Roof Pitch f 3.0 :12 Live- Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 'Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld: 5 1000 500 0 500 Tot Unif Load 293.8 Ib/ft 475.0 Iblft Loads Point loatls are 1n0 scale 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf q xx 10 _� Load Duration -� g _ tsnow: l.ls � % Overdesi n (4) 2 x.8 Moisture Medium pry - 1a �Douglas Fir -Larch _ Repetitive Use? !� No Pos Bending 8.5% (2) 2 x 12 3 x 14 Press Treated? No, Not P.T._ _0 V1 - , No. z . _ Flat Use? 'No y Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. 100 deg F &less Fb Pos 1,242 psi Fv 207 psi Shear 64.3 Fb Neg 1,242 psi Fcp 625 psi Span(s) Defl'n 207.9% Allow Pos Mom 5,165 ft-lb 1 230,84 inA4 Cantilever(s) De8'n NA Allow Neg Mom -5,165 ft-lb E 1,600 its! - Calc'd member OK by: 8.5% Allow Shear 4,468 lb El 369,345 its! Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8,28 DIV Cand's Of Use: Load Duratian:1.15-Snow For 4 x 10 1.50 in 1.50 in - - Vj Glu Lam Cale'd Member Results For 5.5 x 15 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Misc manufacturers Load Duration % Overdesign 2.5 x 7.5 5.125 x 6 8.75 x 9 Moisture . Med_lum Dry -1a_%_ V s __x 15 - snow: 1.15 _ Pos Bending 896.E Press Treated? No, Not P.T. i 1 24F-V4, DF/DF_ _ - !J Neg Bending NA Temp Cond. 100 deg F& less Fb Pos 2,760 psi Fv 305 psi Shear 5163 Fb Neg 2,127 psi Fcp 650 psi Spanks) Dell' 2221.5% Allow Pos Mom 47,430 ft-lb 1 1546.88 inA4 Cantilever(s) Defl'n NA Allow Neg Mom-36,561 ft-lb E 11800 Its! Calc'd member OK by: 516.3% Allow Shear 16,761 Ito El 21784,375 ksi Controlling criteria is: Shear Su000rt 2 Support 3 Support 4 Self Wl 21.09 pif Cond's Of Use: Load Duration:1.15-Snow 1.50 in A" lu 3.125 x 7.5 3.5 x 7.5 Req'd Bearing For 5.5 x 15 5.5x6 6.75 x ?.5 Reactions Su000rt 1 Su000rt 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,720 Ib 2,720 Ib - O ft-Ib 0 ft-Ib 0 ft•Ih c a, Tim Garrison P.E. _ '%ivSl'RUCTifJIV ALC ProBeam ^,-tf'33irJi2'_L1 v6.0 r. Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should Ipe checked by a competent professional. Job t20D24 Spans and Supports (Nate, pitch and Fixity, if any, not shown) Member I.D. 30b Otherinfo. 3/12120 Type? simple span, fully braced _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50It - 15.50It Allowable Deflection, Main Spans Live Only, Ll Code MIMmum - Normal: L/360 & U240 360 0.52 in Total, L/ 240 = 0.78 in N/A 1 = 0.00 in Total, L/I N/A ; = 0.00 in ...................................I........._. _ ... ..........._....................I.. ... I.: ................................-........... .... .......... ............ I.................... Pitch if Member Being Designed is Sloped' 0.0 :12 Main True Len: 15,50 it 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 _._ W: Increase Roof DL for pitch? yes - _.! Roof Pitch I 30012 Live - Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform I.A. 4 Uniform Ld. 5 92.8 Ib/ft 150.0 lb/ft. Tot Unif Load 92.6 Ih/ft 150.0 Ib/ft - Loads Point loads are 1/10 scale 300 200 100 0 2 41 6 8 10 12 14 16 1 -100 6x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Glulam 5.5 x 10.5, 14.8 plf '. 6 xt2 _ _ �. i Load Duration snow: 1.15 � % Overdesign 6 x 12 12 x 12 ' Moisture 'Medium Dry - 18 % V Douglas Fr - Larch v, Repetitive Use? No _ �' Pos Bending 25.8 8 x 12 14 x 14 Press Treated? No, Not P.T. V 1 WCL16- No. z _7� Flat Use? No _ Neg Bending NA 10 x 10 16 x 16 Temp Cond.:_too deg F & less_V'I' Fb Pos 1,006 psi Fv 196 psi Shear 304.0% - Fb Neg 992 psi Fcp 600 psi Span(s) Defl'n 96.6% Allow Pos Mom 9,728 ft-lb 1 652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -9,592 ft-Ib E 1,300 ksi Calc'd member OK by: 25.8% Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf . Cand's Of Use: Load Duration:1.15-Snow For 6 x 12 1,50 in 1.50 in - - Glu Lam Calc'd Member Solutions Using Self Weight of Glulam 5.5 x 10.5, 14.8 plf Misc manufacturers V. 2.5 x 10.5 5.125 x 9 8.75 Moisture 3.125 x 10.5 3.5 x 10.5 Req'd Bearing for 5.5 x 10.5 6.75 x 9 5.5 x 9 Su000rt 1 1.50 in Results For 5.5 x 10.5 Load Duration % Overdesign snow: 1. is v. Pos Bending 200.5% Neg Bending NA Fv 305 psi Shear 487.9% Fcp 650 psi Span(s) Defl'n 121.3% Cantilever(s) Defl'n NA Calc'd member OK by: 121.3% Controlling criteria is: Dail - Span Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Su000rt 2 Support 3 Su000rt 4 9 Max Total ,996 lb 1,996 lb - - 0 ft-Ib - 0 ft-lb 0 ft-Ib 0 it4b Min Total 833 lb 833 lb - 0 ft-lb 0 ft-Ib 0 it -lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max On Dell - -0.350 in - - - Allowed 0,775 in 0.775 in 0.775 in ProBeam v7 WC 5-23-19 e Medium Dry - IS h s.s x 10.5 Press Treated? No, Not P.T. � 24F-V8, DF/DF Temp Cond. Sao deg F& less • Fb Pos 2,760 psi Fb Neg 2,707 psi Allow Pos Mom 23,242 ft-lb 1 530.58 IM4 Allow Neg Mom-22,797 ft-lb E 1,800 ksi Allow Shear 11,733 lb El 955,041 ksi Support 2 Support 3 Su000rt 4 Self Wl 14.76 plf 1.50 in Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max On Dell - -0.350 in - - - Allowed 0,775 in 0.775 in 0.775 in ProBeam v7 WC 5-23-19 e Medium Dry - IS h s.s x 10.5 Press Treated? No, Not P.T. � 24F-V8, DF/DF Temp Cond. Sao deg F& less • Fb Pos 2,760 psi Fb Neg 2,707 psi Allow Pos Mom 23,242 ft-lb 1 530.58 IM4 Allow Neg Mom-22,797 ft-lb E 1,800 ksi Allow Shear 11,733 lb El 955,041 ksi Support 2 Support 3 Su000rt 4 Self Wl 14.76 plf 1.50 in e Medium Dry - IS h s.s x 10.5 Press Treated? No, Not P.T. � 24F-V8, DF/DF Temp Cond. Sao deg F& less • Fb Pos 2,760 psi Fb Neg 2,707 psi Allow Pos Mom 23,242 ft-lb 1 530.58 IM4 Allow Neg Mom-22,797 ft-lb E 1,800 ksi Allow Shear 11,733 lb El 955,041 ksi Support 2 Support 3 Su000rt 4 Self Wl 14.76 plf 1.50 in G b7� C ;NS ProBeam Tim Garrison, P.E. �`RUCTIQNALC . - L'�51.�t2t3:'I�CYII.TT,Y'r�:iRT.#3J v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should bechecked by a competent professional. Job t20024 Member LD. 31 b - Other Info. 3/13/20 Type? Cantilever(s), multiple spans, fixity, or not braced -I ; RI ht Cantilever spans and Supports (Note, pitch and fixity, 9 any. not shown) - 5 - 10 15 LA 20 - 25 Cantilevers. g Number of Main Spans Three Main spans Fix Left End of Main Span? No, Leave It Pinned Fix Right End of Main Span? ; NA_ -_Right end 1s cantilever - i Left Cantilever Soan 1 Span 2 Span 3 Ridht Cantilever Tot Member Length ft Lenth of Spans: 5.33 ft 5.30 ft 5.34 ft 7.00 it Top of Beam Lateral Support continuous _ Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support 'At supports only _ _ Bottom of Beam, Max Unbraced Length 2297 . 7.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, LI Code Minimum - Normal: U360 & U240 _ _ - - _ _ Vt Live Only, U Code Minimum - Normal: L/720 & L/480 _ _ _ _ s• ......................... ........ ............:......................................, ........ .. 360 27 in 720 = 0.18 in Total, V: 240 = 0.= 0.12 in Total, U 480 = 0.18 in :.......................................,.......................................................................... Pitch if Member Being Designed is Sloped: - 0.0 :12 Mem True Len: 22.97 ft . Add Self Weight? I yes -Self weight will be added to applied DL IV Loads: Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 22.9.733333: Root Floor 1 Point Loads Start Start End End Live Dead now Trib. Width Location Trib. Width Location 25 psf 15 psf - 8.00 ft 0.00 R 8.00 ft 15.80 ft 25 psf 1 15 psi 1 5,00 it 1 16.00 ft 1 0,10 it 22.90 ft Measured from left end of member. Member Total Length = 22.9733333333333 ft. " Live Dead Snow Trib. Width Trib Length Live Dead .Snow Location Point Load 1 25 psf 15 psf - 8,00 ft 5.50 ft 1,100 lb 660 lb - 2Z70 ft Loads ' Point loads are 1/10 scale 300 200 100 r 0 - 5 10 15 20 -100 Glu Lam - Caic'd Member Results For 5.5 x 15 Solutions Using Self Weight of Glulam 5.5 x 15, 21.1 plf I Misc manufacturers L�'J Load Duration % Overdesign 5.125 x 18 8.75 x 15 Moisture Medlu�m Dry.-18%IVl 5.5 x 15 snow: 1.15 w 11 Pos Bending 1458.5% 3.125 x 21 5.5 x 18 Press Treated? No, Not P.T.L24F_ve, oyD_F _ j Neg Bending 234.5% 3.5 x 21 6.75 x 16.5 Temp Cond. 100 deg F_&_less u Fb Pos 2,760 psi Fv 305 psi Shear 283.5 % Fb Neg 2,729 psi Fcp 650 psi Span(s) Defl'n 1526.6% Allow Pos Mom 47,430 ft-lb 1 1546.88 inA4 Cantilever(s) Defl'n •444 ✓ Allow Neg Mom 46,910 ft-lb E 1,800 ksi Calc'd member FAILS by: 44.0% 6 Allow Shear 16,761 lb El 2,784,375 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support Support 3 Support 4 Self Wt 21.09 plf Cond's Of Use: Load Ouration:1.15-Snow For 5.5 x 15 1.50 in 1.50 in 1.50 in 1.95 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support Max Total 483 Ib 3,519 Ib 1,512 Ib 6,982 Ib 0 ft•Ib -757 ft•Ib 2,292 ft-Ib -5,582 ft-Ib Min Total -108 Ib 1,388 Ib -1,361 Ib - 2,816 Ib 0 ft-Ib -2,015 ft-Ib -91 ft-Ib -14,025 ft-Ib ' Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 . Rt Cantivr Max Up Defl 0.002 in - 0.000 in 0.012 in 0.000 in Allowed 0.267 in 0.267 in 0.267 in _ _ Max On Defl - 0.000 in -0.005 in 0.000 in -0.224 in Allowed 0.267 in 0.267 in 0.267 in ProBeam v7 WC 5-23-19 �1zA Tim Garrison, P.E. C:DNS'RUCTION CAL.0 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. .lob t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 32b Other Info. 3/18/20-5 Type? Simple span, fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.80 ft 5,80 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal L/360 & L/240 V ............................................ — -...........................................,...........................................,....................................... 360 0,19 in Total, L/'•. 240 = 0,29 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: 5.80 ft Add Self W eight? Yes -Self weight will be added to applied_DL _- - _. Loads: Point Loads Measured from left end of member. Member Total Length = 5.8 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 Point Load 2 Point Load 3 Point Load 4 Point Load 5 -Loads Point loads are 1/10 scale 100 50 0 - -- 1 2 3 4 5 6 50 4x And Smaller (Lumber) Calc'd Member Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf ' 4x 8 _ 2 x 12 (4) 2 x 6 Moisture Medium Dry - 18% j Douglas Fir -Larch (2) 2 x 8 3 x 10 Press Treated? No, Not P.T. i �o. 2 (3) 2 x 8 4 x 8 Temp Cond. ! 100 deg F &less Fb Pos 1,345 psi Fib Neg 1,345 psi Allow Pos Mom 3,437 ft-lb in^4 ksi 1111.15 Allow Neg Mom -3,437 ft-Ib E 1,600 Allow Shear 3,502 lb El 177,836 ksi Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit6.49 pif For4x8 1.50 in 1,50 in Load Duration :snow: 1.15 Repetitive Flat Use? No � Fv 207 psi Fcp 625 psi Spans) Defl'n C antilevers) Defl'n Calc'd member OK by: Controlling criteria is: Results For 4 x 8 Overdesign Pos Bending 34.2% Neg Bending NA Shear 132.1% 278.9% NA 34.2% Pos Bending Cond's Of Use: Load Duration:1.15•Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Suoport 2 Max Total 1,508 Ib 929 Ib - - 0 ff-Ib 0 ft-Ib Min Total 577 Ib 360 Ilb 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0.000 in Allowed 0.290 in 0.290 in 0.290 in Max Dn Defl -0.077 in Allowed 0.290 in 0.290 in 0.290 in Support 4 0 ft-Ib ProBeam v7 WC 5-23-19 Ll� Tim Garrison, P.E. �y� ; Proeeam r,'�xL-tv'crl. Tanta&ti:kxhal 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 t20024 spans and Sup ports (Note. pitch and fixity, IF any, not shovm) Member I.D, 40b Other Info. - 3113120 Type? Simple span, fully braced Left Cantilever Span 1 : San 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 ..............................................,........................I....................:..............................................� , _..................................... ._,._......_360...........-..... = 0,48 in Total, L! 240 = 0,73 in ..................NIA_..,__...,,,,....: - 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? Yes - Self weight will be added to applied DL V, Loads: . Uniform Loads Over Full Length of Member P F Loads From Continuous Member? No Increase Roof DL for pitch? Yes _ _� Roof Pitch 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld, 5 Point Loads - Tot Unif Load 52.0 Iblft 19.5 Ib/ft - Measured from left end, of member. Member Total Length = 14.5 fl. Live Dead Snow Point Load 1 Point Load 2 Point Load 3 Paint Load 4 Point Load 5 Trib. Width Trib Length Live Dead Snow Location Loads Point loads are 1/10 scale 100 50 0 2 4 6 8 10 12 14 1 50 Engineered Lumber Calc'd Brand Boise cascade � I Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engird 1.75 x 11.875 2.0E 2800 VersaLam, 5.3 plf Calc'd Member 1.75 x 11.875 2.oE 2800yersi V i 2800 VersaLam .3125 x 11.875 1.4E VersaLam Rh - Load Duration snow: 1.15 i : % Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - Repetitive Use? :No _� J Pos Bending 1273 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 31217 psi Fv 328 psi Neg Bending NA 3.5 x 9.252.0E 3100 VersaLam - Fb Neg 1,545 psi Fcp 750 psi Shear 238.2 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 11,028 ft-lb E 2,000 ksi Span(s) Defl'n 116.6% - - Allow Neg Mom. -5,296 ft-lb El 488,413 ksi Cant(s) Defl'n NA - - Allow Shear 4,541 lb Calc'd member OK by: 116.6 - 1 244.21 inM Controlling criteria is: Deft - Span - - Self Wt 5.31 pif _ Card's Of Use: Load Duration:1.15-Snow - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 1.50 in 1.50 in - - Reactions Supoort1 Support2 Support3 _ Support4 Moments Support Support Support3 Support4 Max Total 1,342 Ib 798 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 571 Ib 329 Ib - - 0 ft-Ib 0 ft-Ib O ft-Ib 0 ft-Ib 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 Deft - -0.335 in - - - Allowed 0.725 in 0,725 in 0,725 in ProBeam v7 WC 5-23-19 Iroo Tim Garrison, P.E. Cd UCTfrONCAL.C-. vO.D earn / 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 t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 41 b Other Info. 3/18/20 Type? Simple span, fully braced Left Cantilever Span 1. Span 2. Span 3 Richt Cantilever Tot Member Lenoth Lenth of Spans: 14:50 ft - 14,50 ft Allowable Deflection, Main Spans Live Only, L/ Code, Minimum_ Normal: L/360It L/240 360 = 0.48 in Total, L/ 240 = 0.73 in N/A = 0,00 in Total, L/� N/A = 0.00 in .......................................................................... _.:..........................4..................._.....................................:) 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 i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No-_LL Increase Roof DL for pitch? Yes _ Roof Pitch 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld, 4 Uniform Ld. 5 Tot Unif Load 52.0 Ib/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 Point Load 1 20 psi 15 psf 25 psf 8.00 ft 12.00 ft - 1,440 ib Point Load 2 20 psf 15 psf 25 psf - - Point Load 3 - 10 psf - - Snow Location 2,400 Ib 8.00 ft Point Load 4 500 lb .1,000 Ib 9.00 ft - Point Load 5 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf - 3.5x202.2E PSL IX 20 2.2E PSL 3.5 x 14 1.55E LSL 1.75 x 18 2.0E LVL X. (2) 1.75 11.875 2.0E LVL (3) 1.75 x 11.25 2.0E LVL (4) 1.75 x 9.25 2.0E LVL 3.5 x 11.252.0E PSL 5.25 x 11.25 2.0E PSL 7 x 9.25 2.0E PSL Loads Point loads are 1/10 scale 300 200 100 0 2 4 6 8 10 12 14 15 -100 Calc'd Brand _Tres 3oist V Results For (2) 1.75 x 11.875 2.0 3.5 x 14 Plus PSL, Lev1 Allow Pos Mom. 20,492 ft-lb E 21000 ksi Span(s) Defl'n 19.3 5.25 x 11.875 Plus PSL, Lev1 Allow Neg Mom. -20,492 ft-lb El. 976,827 ksi Cant(s) Defl'n NA 3.5 x 14 Plus PSL, Lev2 Allow Shear 9,081 lb Calc'd member OK by: 8.9 5.25 x 11,875 Plus PSL, Lev2 1 488.41 in44 Controlling criteria is: Pos Bending 3.5 x 16 Plus PSL, Lev3 Self Wt 10,63 plf Cond's Of Use: Load Duration:1.15-Snc 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For (2) 1.75 x 11.875 2.0E LVL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support Support 3 Support 4 Max Total 2,479 Ib 3,238 Ib - Oft-Ib Oft-1b Oft-Ib Oft-Ib Min Total 1,0241b 1,293 Ib - - Oft-Ib Oft-Ib Oft-Ib Oft-Ib In Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0.725 in . 0.725 in 0,725 in - Max On Defl - -3.337 in - - - - Allowed 0.725 in 0.725 in 0,725 in ProBeam v7 WC 5-23-19 Gl5 ProBeam Tim Garrison, P.E. CC:t1 sf RUCTION ALC 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 t20024 Spans and Supports (Note, pitch and fixity, 'rfany, not shown) Member I.D. 42b Other Info. 3/16/20 Type? simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 21.00 ft 21.00 ft Allowable Deflection, Main Spans _ Live Only, U code Minimum - Normal: U360 &-L/2a0 :................................ ................................................ ........ ................. 360 - 0.70 in Total, L/i 240 = 1.05 in N/A = 0.00 in Total, U N/A = 0.00 n Pitch if Member Being Designed is Sloped: 0.0 :12 Main True Len: 21.00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ,V Increase Roof DL for pitch? Yes Roof Pitch 3.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld.4 Uniform Ld. 5 Point Loads Tot Unif Load 480.0 Ib/ft 180.0 Iblft - Measured from left end of member. Member Total Length = 21 ft. - - Llve Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 21000 lb 1,500 lb 2.00 ft Glu Lam Solutions U: 3.125 x 21 3.5 x 19.5 Req'd Bearing For 5.5 x 16.5 Loads Point loads are 1/10 scale ' 800 600 400 200 0 -- -- 200 Calc'd Member Results For 5.5 x 16.5 Self Weight of Glulam 5.5 x 16.5, 23.2 plf ' Misc manufacturers Load Duration %Overdesign 5.125 x 16.5 8,75 x 15 Moisture! Medium Dry - 18 % V 5.5 x 16.5 Live: 1.00 IV Pos Bending 16.6 5.5 x 16.5 Press Treated? I No, Not p,T. _ ; 24F-v4, DF/DF _ ! Neg Bending NA 6,75 x 15 Temp Cond. 100 deg F & lessFb Pos 2,313 psi Fb Neg 1,760. psi Allow Pos Mom 48,105ft-Ib Allow Neg Mom-36,596 ft-lb Allow Shear 16,033lb Support1 Support 2 Support 3 Support 4 2.89 in 2.10 in Fv 265 psi Shear 55.0% 12058.89 Self in^4 E 1,800 ksi El 31706,003 ksi Wt 23.20 plf Cantilever(s) Defl'n NA Calc'd member OK by: 13.3 Controlling criteria is: Deft - Span Cord's Of Use: Load Dtiration:11.0•Live Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments Su000rt 1 Support 2 Support 3 Suoport 4 Max Total %340 lb 73507 lb 0 ff-Ib 0 ft-lb 0 ft-Ib 0 ft-lb Min Total 31491 lb 21276 lb 0 ft-lb 0 ft-Ib 40 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 1.050 in 1.050 in 1,050 in Max Dn Dell -0.896 in Allowed 1.050 in 1.050 in 1.050 in ProBeam v7 WC 5-23-19 c�6 U�S RUCT101\1CALC ProBeam Tim Garrison, P.E. 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 t20024 Spans and Supports (Note, pitch and fixity, if any, not shown) Member 1.D, 44b Other Info. 3/16/20 �0 i2 4 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15:00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/24.0 ............................................ _...........................................,...........................................t....................4............. 360 0.50 in Total, IX 240 = 0.75 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: 15.00 ft Add Self Wei ht? 9 Yes -Self weight will be added to applied DC Loads: Uniform Loads Over Full Length of Member � I Loads From Continuous Member? N9_ I' Increase Roof DL for pitch? Yes Roof Pitch 3A 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld: 4 Uniform Ld. 5 Tot Unif Load 400.0 Ib/ft 150.0 Ib/ft - Loads Point loads are 1/10 scale 600 400 200 0 2 4 6 8 10 12 14 1 200 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5 14.8 plf � Misc manufacturers � Load Duration % Overdesign 2.5 x 15 5.125 x 12 8.75 x 9 Moisture Medium Dry - 18 % J 5.5 x 10.5'Live: 1.00 3.125 x 13.5 5.5 x 10.5 Press Treated? Nor Not P.T. 24F_V4r DF/DF 3.5 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F & less Fb Pos 2,400 psi Fv 265 psi Req'd Bearing Support 1 Support 2 For 5.5 x 10 ,5 1.50 in 1.50 in Fb Neg 1,850 psi - Fcp 650 psi Allow Pos Mom 20,211 ft-Ib 1530.58 in64 Allow Neg Mom A5,579 it-Ib E 1,800 ksi Allow Shear 10,203 Ib El 955,041 ksi Support 3 Support 4 Self Wt 14.76 plf V Pos Bending 27.2% 0 Cond's Of Use: Load Duration:1.•Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 41236 Ib 4,236 Ib 0 ft-Ib 0 ft-lb 0 ft4b 0 ft-lb Min Total 1,2361b 1,236 Ib 0 ft-lb 0 ft-lb 0 ft-1b 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in Allowed 0,750 in 0.750 in 0,750 in Max Dn Defl -0.674 in Allowed 0,750 in 0.750 in 0,750 in ProBeam v7 WC 5-23-19 3.125 x 12 3.5 x 10.5 Req'd Bearing For 5.5 x 9 PrbBearn Tim Garrison, P.E. OMSIRUCTIONCAL.0 tP �1'rE3%Se3zT7SY: rixm 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 t20024 Spans and Supports (Nate, pitch and fixity, if any, not shown) Member I.D. 46b Other Info. 3/16/20 ��— Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans _ Live Only, L/ Code Minimum - Normal: L/360 & L/240 .....j ......................................: —............................................,..........................................,. —.. ................................... 360 0,47'in Total, UI 240 = 0,70 in N/A — 0,00 in Total, L/I N/A = 0,00 in ..... t...................4..................:;..........................................:...........................................:;...........................................; Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14,00 ft Add Self Weight? '_Yes -Self weight will be added to applied DL _ Ali V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No - Increase Roof DL for pitch? LC� Roof Pitch I 3.0 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld, 5 Tot Unif Load 300.0 Ib/ft 50.0 Ib/ft - Loads Point loads are 1I10 scale 400 200 0 2 4 6 8 10 12 14 1 200 Glu Lam Solutions Using Self Weight of Glulam 5.5 x 9, 12.7 plf Moisture Medium Press Treated? ,Yes, P.r. 2.5 x 12 5.125 x 9 8.75 x 9 5.Sx9 6.75 x 9 Support 1 1.50 in Calc'd Member Results For 5.5 x 9 Misc manufacturer Load Duration % Overdesign 1a r s.s x 9 J Live: 1,00 — J, Pos Bending 67A 24F-V4, DF/DF Neg Bending NA Temp Cond. too deg F &less Fb Pos 2,400 psi Fv 265 psi Shear 244.5% SUppOft 2 1.50 in Fb Neg 11850 psi Fcp 650 psi Span(s) Defl'n 8.2% Allow Pos Mom 14,849 ft-lb 1334.13 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -111446 ft-lb E 10800 ksi Calc'd member OK by: 8.2% Allow Shear 8,745 lb El 601,425 ksi Controlling criteria is: Defl - Span Support 3 Support 4 Self Wt 12.66 plf Cond's Of Use: Load Ouration:l.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,539 Ib 2,539 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 439 lb 439 lb 0 ft-Ib 0 ft-lb 0 ftdb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in . - Allowed 0,700 in 0.700 in 0,700 in Max Din Defl -0.521 in Allowed 0.700 in 0,700 in 0.700 in ProBeam v7 WC 5-23-19 ProBeam Tim Garrison, P.E. C'CM1RiUI ©�I ,ALC S.T�:.CvT24' 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 t20024 Member I.D. 47b Other Info, 3/16/20 Type? Cantilever(s), multiple spans, fixity, or not braced V Cantilevers? Right Cantilever i Spans and Supports (Note. -pitch and fixity, fany, not shown) 2 4 6 8 10 12 14 16 1 Number of Main Spans Three Main spans_ - Fix Left End of Main Span? N`, Leave it Pinned Ili Fix Right End of Main Span? I NA -Right End is Cantilever _� I Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 17.00 ft Top of Beam Lateral Support continuous Bottom of Beam Lateral Support _ Continuous 4.00 ft 4.00 It 4.00 ft 5.00 ft ' � � Top of Beam, Max Unbraced Length 0.10 fl Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal_ U360 & U240 _ - - V, Live Only, L/ �'� Code Minimum - Normal: l/720 & L/480 ...............360................. = 0,13 in Total. L/ 240 = 0.20 in .._....__.....__. 720................. = 0.08 in Total, Lf 480 ,,....,.,._ = 0.13 in ................................................................. Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 17.00 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? No Increase Roof DL for pitch? Yes Roof Pitch 3.0 :12 _�� '-----------------' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld, 2 40 psf 15 psf 1.30 ft 52.0 Ib/ft 19.5lb/ft Tot Unit Load 52.0 Ib/ft 19.5 Ib/ft - Point Loads Measured from left end Point Load 1 Point Load 2 Point Load 3 of member. Live - 20 psi 60 psf - Member Total Dead 15 psf 10 psf 10 psf Length = 17 ft. Snow 25 psf - Trib. Width Trib Length 8.00 It 5.50 it 5.00 ft 8.00 ft ' Live - 2,40D lb - Dead 660 lb 400 lb - Snow Location 19100 lb 13,80 ft - 16,80 It - Point Load 4 Point Load 5 300 lb 200 lb 14,80 It Loads Point loads are 1/10 scale 300 - 200 100 0 2 4 6 8 10 12 14 16 1 -100 Glu Lam Calc'd Member Results For 5.5 x 16.5 Solutions Using Self Weight of Glulam 5.5 x 16.5, 23.2 ptf ! Misc manufacturers � - Load Duration % Overdesign 5:125 x 18 8.75 x 15 Moisture ��. Medwm Dry-18%%_ v �5.s x 16.5 j snow: 1.1s _ice Pos Bending 1181.1 3.12.5 x 21 5.5 x 18 Press Treated? No, Not P.T - 24F-V4, DF/DF _� � Neg Bending 157.0% 3.5 x 21 6,75 x 16.5 Temp Cond.' 100 deg _F_&_less V I Fig Pos 2,760 psi Fv 305 psi Shear 229.11 Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 2026.2% Allow Pos Mom 57,390 ft-lb 1 2058,89 in^4 Cantilever(s) Defl'n A 3.0 % Allow Neg Mom-44,238 ft-Ib E 1.800 ksi Calc'd member FAILS by: -13.0% Allow Shear 18,437 lb El 3,706,003 ksi Controlling criteria is: Deft - Cantivr Req'd Bearing Support 1 _ Support2 Support Support Self Wt 23,20 plf Cond's Of Use: Load Duration:1.15•Snow For 5.5 x 16.5 1.50 in 1.50 in Uplift 2.81 in Reactions Su000rtt Support support Support Moments Support Support Support Support Max Total 92 Ib 2,1381b -1,378 Ib 10,0351b 0 ft-Ib -390 ft-Ib 4,480 ft-Ib -4,202 ft-Ib Min Total -229 Ib 722 Ib -6,582 Ib 2,966 Ib 0 ft-Ib -1,299 ft-1b 1,011 ft-Ib -17,212 ft-Ib Min Load Case . Deflections . Lt Cantivr Span 1 Span 2 Span 3 Rt Canllvr Max Up Defl - 0.001 in 0.000 in 0.006 in 0,000 in Allowed 0.200 in 0.200 in 0.200 in Max On Deft - 0.000 in -0.002 In 0.000 In -0.107 in Allowed 0,200 in 0.200 In 0,200 in ProBeam v7 WC 5-23-19 i " � ' ProBeam Tim Garrison, P.E. ��UCTIOiV�ALC r � �s.o Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 20031BC..411 designs should be�checked by a competent professional. Job t20024 Member LD. flr joist at cntivr - Other Info. 3/16/20 - ' Type? Cantilever(s), multiple spans, Rzity, or riot braced C fI � Lek Cantilever � Spans and Supports (Note, pitch and Tixily, if any, not shown) 2 4 6 8 10 12 14 16 18 an levers. --- -- Number of Main Spans one Main span _ ' � ; . Fix Left End Of Main Span? NA - LeR End Is Cantilever � i � FiX Right End of Main Span? No, Leave It Pinned _ i� Left Cantilever Soan 1 Soan 2 Span 3 Right Cantilever � Tot Member Length Lenth of Spans: 3.00 ft � 14.50 ft � � 17.50 ft� r- Top of Beam Lateral Support ' Conttnvous _ _ _ . _ � Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support '-Continuous _ __ _ _ , � j Botlom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans � Allowable Deflection, Cantilevers Elva Only, U 'Code Minimum _,Normal. 4360 & L/240 � LiVe ONIy, U Code Minimum - Normah U720 & L/q80 , 360 - 0.48 in Total, L/ 240 = 0.73 in 720 0.05 in Total, L/' 480 i = 0.08 in Pitch if_Member Being Designed is Sloped: 0.0 :12 Mem True Len: 1 T.50 ft Add Self Weight? ' iJo - Selr weight is Included tn-applied DL - Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? uo Llve Dead Uniform Ld. 2 40 psf 15 psf Point Loads Measured from left end of member. Member Total Length =17.5 ft. Llve- � Dead Snow Point Load 1 Poinl Load 3 Increase Roof DL for pitch? I, Yes � Snow Trib. Width - Live 1.30 ft 52.0 Ib/ft Tot Unif Load 52.0 Iblft Trib. Width Trib Length Live 20 psf 15 psf 25 psf 1.30 ft 4.00 ft - 10 psf 1.30 ft 11.00 ft Acceptable Solutions - 11-718" BCI 90 2.0 14" BCI 6000 1.8 - 14" BCI 6500 1.8 - - - 14" BCI 60 2.0 Roof Pitch � 3.0.12 Dead Snow 19.51b/ft 19.51b1ft - Dead Snow Locaflon 78 Ib 130 Ib 0.30 ft 143 Ib - 0.30 ft Loads Point loads are 1/t0 scale 100' 50 0 2 4 6 8 10 12 14 16 18 -50 Calc'd Brand � sci - eotse cascade � ', � I Results For 11-718"BCI 6000 1.8 Calc'd Member ' It-7/8" aCi 6000 1.a � � i % Overdesign Load Duration � snow: Lts _ � Pos Bending 200.8 Brng @Ends: ��n 1.7s��, w/o web stiRner __'J Neg Bending 315.7 Brng @Mid -Supports: � Mtn 3.5-in, w/b web sufPoer__� Shear 231.1 AIIowPosMom.4,669ft-Ib AIIcwShear1,9261b Span(s)Defl'n 274.5% Allow Neg Mom. 4,669 ft-Ib EL 320,000 ksi Cantivr(s) Defl'n -44.5 AIIowEnd Rxn 1,1751b Bearing 145.8% Allow Mid Rxn 2,5001b Calc'd member FAILS by:-44.5%� - Self Wt 2.50 plf Controlling criteria is: Defl -Cantivr Cond's Of Use: Load Duration:1.15-Snow Reactions Su000rt 1 Su000rt 2 Su000rt 3 Su000rt 4 Moments Support 1 Support 2 Support 3 Su000rt 4 Max Total 1,017 Ib 471 Ib - - � Oft-Ib Oft-Ib Oft-Ib 0 ft-Ib Min Total 622 Ib 701b - - - Oft-Ib Oft-Ib Oft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Soan 1 Span 2 Span 3 Rt Canllvr Max Up Defl 0.007 in 0.000 in - � - - Allowed 0.725 in 0.725 in 0.725 in Max Dn Defl 0.000 in -0.015 in - - - Allowed 0.725 in 0.725 in 0.725 in ProBeam v7 WC 5-23-19