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HomeMy WebLinkAboutPermit File 3941 Rock Ridge Parkway City of Anacortes Invoice/Permit#: BLD-2018-0686 ' 904 6th Street Applied date: / /201 '!"� 01 ` P.O.Box 547 Issue date: 01/1414/2019 Anacortes, WA 98221-0547 Expire date: 07/12/2020 (360) 293-1901 Job Address: 3941 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New single family residence. SWPPP required, storm tightlined to city system. Owner: PATRICIA LAW Contractor: STRANDBERG CONSTRUCTION Address: Address: PO BOX 319 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: General Information: Fees: Occupancy Group it-1 Amendments/modifications 110.00 Use Zone R2 Plan Review Deposit 200.00 #of Bedrooms 3 Building Permit Fee 3,556.75 Lot Area 10807 Plan Review Fee 2,111.89 1st Floor Square Footage 1990 Mechanical Permit Fees 124.40 2nd Floor Square Footage 1416 Plumbing Permit Fee 153.00 Garage Square Footage 903 State Building Code Fee Resi 6.50 Deck Square Footage 242 Sewer Inspection Fee 50.00 Porch Square Footage 323 Storm Drain GFC-Residential 1,646.69 #of Stories 2 Sewer GFC-Residential 9,774.75 Stove, Appliance 1 Park Impact Fee 615.00 Traffic Building Valuation 568000 Impact Fee 2,730.77 # Forced Air Furnace<=100k 1 Total Calculated: 21,079.75 #of Dishwashers 1 Deposits/Receipts: 200.00 #_of Gas Outlets 7 #of Gas Fireplace 2 Total Due: 20,879.75 #of Gas Water Heaters 1 -; .T r„ '- #of Hose Bibbs 4 f F lTi 7'1 Y,: 'y? #of Kitchen Sinks 2 77. o 1 ' #of Lavatories 5 f-t .—t• t t I;i #of Range Hoods 1 ,x. #of Showers 2 r_i o T — co #of Slop Sinks 1 #of Ventilation Fans 6 = V' to it • #of Water Closets 4 t r, .L+ I R• y. m Mi 1 M -^ Y•_I :7:1 r•ti' I 6• , r', Ili I.-, ,7% c.n i-n a. ,2• i rl C, _'d c-7-0 :2, La C? City of Anacortes Invoice/Permit#: BLD-2018-0686 Street 6 904 th 904 x Applied date: 10/30/2018 47 Issue date: 01/14/2019 <;y` CO! Anacortes, WA 98221-0547 Expire date: 07/12/2020 (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS 0 NY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. iv/ SI TURE OWNER OR AU H RIZED AGENT ISSUED BY 411111W Y0 Storm Water Minimum Requirements #1 to #9 at t4•t9 ENGINEERING DEPARTMENT 511- ma%v(-02ez. t-`i lacsr Se1.4T cT FZ 904 6th Street Anacortes,WA 98221 ;7.ii .�, ��' Nv Si3-x.L. (,� W��- ,k www.anacorteswa.gov 12� t) RF�T CcrS'T4 uLTIoIJ i� Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: • t3 ri?- T5 ,t'3 • [•sc , • -1,212- s1/4-El - \it&t_, i.,e�n SST" R c2 c. )4. rn ik 2 = ok-1•Sif E. CeScL..'iU Moo tc-1 t 9D SwfPP I -to2� �NsT7�rv11oh� 51`(. i N1..11i-* Project Address: 3941 Rock Ridge Parkway Submittal Date: January 3, 2019 Parcel Number: P134314 Revision Number: 1 Permit Number: BLD-2018-0686 Acceptance Date (COA): o •11 Reviewer: Steven Lange FRONT OF REPORT - (}C‘(Lt- Submittal Checklist: o TAB #1 through #9 - Drainage Analysis - Minimum Requirement#1 to#9 o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) o APPENDIX 3 - Model Soil Management Plan for BMP T5.13 o APPENDIX 4 - Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 5 - Site Plan with all applicable information (Minimum Size 11x17 -30 scale) o APPENDIX 6 - Documented Site Photos (North, South, East and West) o APPENDIX 7 Drainage BMP Facility Maintenance Covenant, if applicable. To be recorded prior to the Temporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance. Project Description: (What is it you are looking to do? Provide details regarding, but not limited to, Lot SF, Home SF, New and Replaced Hard Surface) Construction of a new 3,450 SF home (includes garage and decks) on a 10,807 SF lot. The proposed driveway produces 2,310 sq.ft. of new impervious surface. Total area of house and driveway is 5,760 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 under Rock Ridge Phase 5, which had all the appropriate permits and has been recently accepted by the City of Anacortes City Council and recorded. The site is somewhat level within the proximity of the home site. The site does have a slope of+/- 20% grade where the driveway extends to the street. The development had the detention pond upsized for flow control for both Rock Ridge Phase 4 and 5. This was accepted April 12, 2018. The report can be found in Tab 7 - Flow Control. A soils analysis was not done for this site since it is solid rock and compacted fill. 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 building site is built up with compacted fill material to achieve finished grades. Provide the Infiltration Rates found during the rainy season: N/A Inch\Per Hour Site is solid rock What was the depth of the ground water table? N/A Feet and Inches below existing grade (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Site is solid rock Site Sediment Transport Score: >100Total Points (High\Low) (See 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 Illinios Avenue. The downstream system should be analyzed for capacity. Response: This problem does not offer a problem of capacity. It lust identifies that the system has an issue and the City is looking to correct it in the future. No issue for this project. Complete the Applicability Requirements — Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure 1-2.5.1 Attached) - Highlight the path and attach Done. See attached. DOE Stormwater Management Manual Minimum Requirements: (MR#1 to MR#9 only). Refer to the 2012 Department of Ecology Manual, as amended in 2014 for further required information. Start Here 0��a�� Does the st`e have 36% Yes See Redevelopment Minimum or more of existing P Requirements and Flow Chart impervious coverage? ((Figure I-2_4.2). Does the project convert ; acres or mere of vegetation to Does the project result in lawn or landscaped areas, or 5,0013 square feet, or No convert 2_5 acres or more of greater,of new plus IP native vegetation to pasture? replaced hardsurface area? }f 9� xi 44 No Yes, f}£ e$ f. .. 4 Does the project remelt in?EJ)Ol) square feet, or greater, of new plus 11 Minimum Requirements replaced hard surface area? a p p ly to the new arid replaced hard surfaces and converted vegetation areas. Yes '` No Does the project have land Minimum Requirements 1 disturbing activities of". , ►00 through5 apply t e new 4 square feet or greater? Ye and replaced heal,surfaces and the land disturbed_ No Vvi minimum Requirement JAN 0,4.`2019 applies_ CITY OF ANACORTES SP Figure 1-2_ _1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June 2015 ECOLOGY Phase, it Le.eom.i.w.ec.p.wa.go a Lea p gitteit, for copyright nolioe Including perrnIssichs, State of Washington ihmitation of II Diftt', 7d dts fial°rer. Does the project result in 2,000 square feeL or more,of new plus replaced hard surface area? OR !Goes the land disturbing activity total 7,EX]0 square feet or greater? „{F ' No Minimum Requirements#1 through apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land distu€bed. IL Next Question Does the project acti.. O011 care feet or more of new hard surfaces? OR Convert 4 acres or more of vegetation to lawn or landscaped areas? OR Convert 2,5 acres or more of native vegetation to pasture? r- -��� No n Minimum Requirements apply Question is this a road to the new lard surfaces and the lb related project? _r;, � o converted vegetation areas_ Ves Does the project add 5,0130 square feet or more of new hard surfaces? Iles v r No Is the total cf new plus replaced hard surface Do the new hard v 5,1)00 square feet or more., surfaces add 540%or No No additional 41410' AND more to,the existing 4 does the value of the proposed improvement_ chard surfaces within requirements. -including interior improvements-exceed the project limes 50%of the assessed value (or replacement value) of the existing site improvements? All Minimum Requirements apply to the new and replaced --) s — hard surfaces and converted vegetation real. Yes • Figure 1-2_4_2 Flow Chart for Determining Requirements nts for Redevelopment EDEPARTMENT OF I ffiliSEd Ine.21 COLOGYPieaF.e see thrp:?" i+' ecy. . rn1ro,p} t. mt1ForcapyritncticeIncludingperrftBlois, Slate of Mash In Ito 1 niltator. rof 1113111ty,and disclaimer. TAB 1 (MINIMUM REQUIREMENT#1) • 1-2.5.1 Minimum Requirement#1 — Prepare a Stormwater Site Plan - 1.3— Preparation of a Stormwater Site Plan - 1.3.1 — Stormwater Site Plans: Step-by-Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1.1 Step 1 - Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. The site was developed under Rock Ridge Phase 5, which had all the appropriate permits and has been recently accepted by the City of Anacortes City Council and recorded. The Applicability Flow Chart identifies that this project triggers Minimum Requirement 1 through 9. The Developer of Phase 5 of Rock Ridge did a Common Plan of Development for the Flow Control in April 2018. See Tab 7. Having said this, Minimum Requirement 6, 7, 8 and 9 have been taken care of previously. The site is somewhat level within the proximity of the home site. The site does have a slope of about+/-20%where driveway extends to street. The development had the detention pond upsized for flow control for both Rock Ridge Phase 4 and 5. This was accepted April 12, 2018. The report can be found in Tab 7— Flow Control. A soils analysis was not done for this site since it is structural rock fill placed on solid rock. 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. 1-3.1.2 Step 2 - Prepare Preliminary Development Layout Based upon the analysis of existing site conditions, locate the buildings, roads, parking lots, landscaping features, on-site stormwater management BMP's, and preliminary location of stormwater treatment and retention/detention facilities for the proposed development. See attached site plan in Appendix 5. 1-3.1.3 Step 3 - Perform Off-site Analysis (at Local Agency's Option): Use additional Sheets, if necessary, Ecology recommends that local governments require an off-site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert 3% acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to %4 mile downstream of the project site. Flow Control was taken care of by the upsizing of the regional detention facility for the Rock Ridge Subdivisions. Having said that, this project does drain to a regional city owned and maintained detention facility. The original design allows for 2,500 SF for each parcel. The upsize of the pond assumes and average of 5,000 SF for each lot in Rock Ridge Phase 4 and 5 for flow control. The improvements to the pond did not account for Water Quality. Therefore, this property is subject to Minimum Requirement 6. But because the PGHS are under 5000 SF, no stormwater treatment facility is needed. Once the water leaves the Regional Detention Facility, the water flows via existing conveyance pipes and conveyance swales to the outall at the Guemes Channel. 1-3.1.4 - Determine Applicable Minimum Requirements Establish project size thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figures 2.4.1 (Attached) and 2.4.2 (Attached) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine whether Minimum Requirements #1 through #5 apply to the project; or, whether Minimum Requirements#1 through #9 apply. Please note, that Minimum Requirement#1 through #5 may trigger additional Minimum Requirements, such as Flow Control. Both Flow Charts were completed since the site is solid rock and has 35% or more of existing impervious coverage. Based on the flow charts, Minimum Requirements 1 through 9 is required. Additionally, Flow Chart(I-2.5.1), the developer elected to not meet the LID Performance Standard. Minimum Requirement 6— No Treatment required for PGHS under 5000 s.f. Minimum Requirement 7 — Flow Control is provided, as stated above. 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) See site plan. See infeasibility criteria) listed in this document. None of the BMPs are feasible to this project. Roof and driveway storm water will be hooked up to the SD tighline stubbed to the corner of the lot. 1-3.1.6 Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (MR#2— 13 Elements) Refer to Chapter 11-3—Planning for a detailed description of each element. See also attached Tables 4.1.1 (Source Control BMP's by SWPPP Element) and Table 4.2.1 (Runoff Conveyance and Treatment BMP's by SWPPP Element). See attached 13 Elements of a SWPPP, please complete and attached The Construction SWPPP is attached and can be found under Tab 2 or Minimum Requirement 2 1-3.1.7 Step 7 - Complete the stormwater site plan The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage review authority. Refer to this section of the Manual for further clarification of each item and what is required. See below: • Project Overview- Done • Existing Conditions Summary - Done • Off-site Analysis Report - Done • Permanent Stormwater Control Plan - Done • Construction Stormwater Pollution Prevention Plan - Done • Special Reports and Studies — Drainage Report, dated April 10, 2018 and accepted by City of Anacortes on April 12, 2018 provided in Tab 7. • Other Permits - None • Operation and Maintenance Manual —Stormwater BMP's page C2 of plans. • Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities. (See attached Drainage BMP Maintenance Covenant BMP Agreement) There is no drainage facility on this project. Drainage BMP Facility Maintenance Covenant Not Applicable. • Declaration of Covenant for Privately Maintained On-site Stormwater BMP's (See attached Drainage BMP Maintenance Covenant BMP Agreement)There is no drainage facility on this project. Drainage BMP Facility Maintenance Covenant Not Applicable. • Bond Quantities Worksheet, if applicable N/A 1-3.1.8 Step 8 - Check Compliance with all Applicable Minimum Requirements A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan should be reviewed to check that these requirements are satisfied. Based on the available information and project analysis, the project meets the minimum requirements applicable to this project. 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 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. See attached 13 Elements Table 4.1.1 Source Control BMP's by SWPPP Element Element #1 Element#2 Element#13 Element#5 Element #6 Element#9 Element#11 Element#12 Preserve Establish Protect Low BLIP or Element Name Stabilize Protect Control Maintain Manage the VegetationiL,lark Construction Soils Slopes Pollutants BL1As Project Impact Clearing Limits Access Development BLIP C101: Preserving Natural Vegetation ✓ BLIP C102: Buffer Zones ✓ �' BLIP C103: High Visibility Plastic or Metal ✓ Fence BLIP C105: Stabilized Construction Entrance /Exit BLIPC10G: Wheel Wash V BLIP C107: Construction Road/Parking �r Area Stabilization BLIP C120:Temporary and Perrrrnent ✓ ✓ Seeding BLIP C121: Mulching ✓ ✓ BLIP C122: Nets and Blankets ✓ ✓ BLIP C123: Plastic Covering V BMP C124: Sodding ✓ BLIP C125: Topsoiling /Composting ✓ BLIP C126: Polyacrylanade for Soil Erosion ✓ Protection BLIP C130: Surface Roughening ✓ ✓ BLIP C131: Gradient Terraces ✓ ✓ BMP C140: Dust Control ✓ BLIP C150: Materials On Hand ✓ V BMP C151: Concrete Handling ✓ BLIP C152: Sawcutting and Surfacing ✓ Pollution Prevention BLIP C153: Material Delivery, Storage and ✓ Containment BLIP C154: Concrete Washout Area ✓ BLIP C160: Certified Erosion and V ✓ Sediment Control Lead BLIP C162: Scheduling ✓ Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element Element Kt .it?.rnent tr13 Element e3 Barna nt" Element AlS Element N7 stabilize Element#S Elenimt#10 Metall t L CC Flem U ant klmr- Control Protect Kotect Control Control Do- Proicc Lowdtme nt Flow Rates Slope% Dr Channols irmactain inlets Pollutant% Watering and Outlet )evelopment 1AP c200; Interceptor Dike ar,c , -4-- 4AP C201: Graqs-tated Channels 3414P C202:Channel Lirrkig LitkolP C203: Wator Bar% 3MP C204: Pipe Slope Drains . _ JDAP C206: Subsurface Drains BMP CMG: Level Spreader _ LIMP C207: Check Dams 8MP C20/3: Triangular Slit Dike (Girsotoxiiie Encnsed Check Dam) BMP C209: Outlet Protection BMP C220: Storm Drain Intel Protection. IMP C.231: Much Barrie.r BMP C232: Oravel Filter Berm - IIMP C233.: Silt Fence V BMP C234: Vegetated Strip C2:4f.s: 1,VattlitS CRAP C236: Nrcigitatitre Filtration Rioll" C240: icdimoritTrap BfilP C241: Temporary Sediment Pend `BUIP co Construclion Stonnasater Cherries'"Ire abre;nt __„_, _ BMP C251:Conetrutlion Slormarater Fillrotion BMP C2.5 High pH Neutralization Using COI Brie C253:pH Control for High pl-1 Water Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 t ., 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg.236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW).A link is provided on the City of Anacortes website, under Planning, Community, &Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Di, to. - pc es> as hru Owner Name: DE.NL5 t PPrTlRartiA L- Site Address: 341°r 1 12-0 cAtt., 9--vo k'E Prepared By: jtyvt ‘l1eOR.4A The Stormwater checklist or building permit determined that: 1 The 13 elements must be addressed for These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft, sq.ft.of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. `VtLEMENT 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. Ire- 15 O Nti -S-r t`f e-LW- . N 0 v E-4 A4i°-cl o w t t.t.- Se vter r1 N'CetN+ Ft+,&__ot>Sont.. To 6g. st'+icu.- 0 Dutx-1r[ veivNiia sc.vt '1.rtC ge Li rr wtsc. -T> b'n?- Grl o3 - t41( v\'. Frc1.>LE !1 46.1A,, o ttAr e. A e")=5 NoT' 6mP- 23 3- 5►ec c-LE, Page 1 of 8 March,2017 ELEMENT 2: Establish Construction Access -1 Limit construction vehicle access and exit to one route, if possible. Li Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs,to minimize tracking onto roads. 11 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. m C i o.S' - c ous rRvc fl J iEur w-r 7V BE levs r►rLL-F—n PReIc,e ro c D IV S rrt r-r) v‘I woW K SE 4.),veu Otte . o,i'ELEMENT 3: Control Flow Rates :7 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. =i 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. A, O AJAre_ FaY 57-As S 4vls ov2 9D 0-v}-d mte910E 5 vt/A1-S . 66)-.4 2ul_ vsPOLIZ �t1Mi'U�"Il2c) W 1 i N � tAlg pli/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. 2 Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. Li 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. l 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. gj wti> C2.33 -5 t t.r Fete To f> )N5 r1t-ttt E-P o H s t r>C r1-t.v"ast v v T . nyta Pe-i2.-rf L trs S. P gA U %Z Tr) C trht s I v c 1't OkJ . ELEMENT 5: Stabilize Soils 7 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. :3 Control stormwater volume and velocity within the site to minimize soil erosion. Li Control stormwater discharges,including both peak flow rates and total stormwater volume,to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. 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. .11 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. 19.vt p iVV-; ' 7-5ric- C.av R-t.Nrc rr) te, - vs ED ON SOIL �rO _p ive< . od.d 51 b P c p Ar se-re.-- e, L23 S a x c j z s o rrt osF.0 TO 51-Pc Lt2E st.v SS• SmP Sr ELEMENT 6: Protect Slopes �'' L:a.a. e.E""rtI.A 4.1- • me,*Z-. ID Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex:track walking). Page 3 of 8 March, 2017 _l 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. _I 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. J Place excavated material on the uphill side of trenches, consistent with safety and space considerations. 1 Place check dams at regular intervals within constructed channels that are cut down a slope. Consider soil types and its potential for erosion. L_i 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. W1P 122,D T'o SE tJ5trv) -ro t-oPED -i5. -Mrs iS t-o &roP C-Z.3o LA51W. riNke ces4x. weta.. N 7 u? ct.rs . r 1. s A-OPe-cS5 ryt opS b•N9 Svc H.-�p JL Nv US�'[�. / 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. • 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. 5To2vvt btz.10,1 rJ ► t-ET ZvTs-r.-T1 oP4 7a 8g. LSE-f) ON NEftle- C A T c 14 14 1 S. Fjm P G 22o •C' s Oexa 11JLac'T F Tez.-Tsi • Page 4 of 8 March, 2017 "ELEMENT 8:Stabilize Channels and Outlets Li 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. P4 0 V-1 S O . O u 7t t15 O IJ s o - --ELEMENT 9: Control Pollutants _ll Design,install,implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants. 7:1 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. El 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. 2 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. Page 5 of 8 March, 2017 Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. J Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. 11 Woody debris may be chopped and spread on site. :_l 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. J Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. vin P CI S4 ro 45>E o s so or`i ro corn ne-n - Po 1-to r'+tri•trs, OEA WtxSHr oPF-Srr . 7i4.S s i w11-A--- o c'L ZE 'Us W R 4c\sr P&-mac . IF t�i IN 72-Qc_`1L- b.a- : flit-u ke-se. 'h 1,4wke-,`1 oN T M- TF�c Mtxt w+-1- C3nrs'P G t g3- rr0.-1-Na2 c 00-We e-tl QNr) Ca-�i�.n �ytvaL7 ' '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. J 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. J Construction equipment operation,clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. Discharging sediment-laden (muddy)water into waters of the State likely constitutes a violation Page 6 of 8 March,2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. b PEwWr tziNG4 Aw4-1-ALtV1't'fly• ELEMENT 11: Maintain BMPs :J 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. J Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction,it shall be removed and the facility shall be returned to the conditions specified in the construction documents. 11 Remove or stabilize trapped sediment on site.Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. Pt u.. ti3W.P` 5 To Pie Y't - avt..tr a`t ,u u.. puY -trist 6.014,3 1 Y-a)c- ars( iv ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector,who shall be present on-site or on-call at all times. Management details starting on Pg. 250. • Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. • 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: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope,soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. 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. ,i otzvuwi4-rx.ez S VV1 9 ry CE.S iAndAlt ro 1.- PrEQC, eWnvti k roil Ni+F-D t.„:,&..ELEMENT 13: Protect Low Impact Development BMPS '"" If implementing any bioretention facilities or rain gardens,see Pg. 253 for requirements. i .4 J0 ' 2- et - 13 A•• icant Signature Date Page 8 of 8 March, 2017 TAB 3 (MINIMUM REQUIREMENT#3) • 1-2.5.3 Minimum Requirement#3—Source Control of Pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. During construction the site will be open and subject to erosion. Due to the site being 100% solid rock, minimal, if any, erosion should occur. BMP's as described in the Erosion and Sedimentation Plan will be constructed though, to limit any minor Erosion or Sediment laden runoff that may occur. The most common Erosion Source is exposed soils to rain. Covering the soil stockpiles or any slopes with soils as discussed in the SWPPP shall be implemented. The two additional BMP's to reduce and minimize pollution would be the BMP C105 Stabilized Construction Entrance\Exit and BMP C154 Concrete Washout Area. Otherwise the use of the BMP's identified in Table 4.1.1 for each element will be looked at when developing the Construction SWPPP. Additionally, the project will utilize a phased approach (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. Installation of MR#5 required BMP'sBackfill of site with BMP T5.15 Post Construction Soils, Landscaping, driveway, driveway access. See Appendix 3 - Model Soil Management Plan for BMP T5.13 TAB 4 (MINIMUM REQUIREMENT#4) • Minimum Requirement#4— Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural location, to maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All outfalls require energy dissipation. The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. This site's surface water naturally drains from the west side of the property to primarily the East and down the driveway. TAB 5 (MINIMUM REQUIREMENT#5) • Minimum Requirement#5—On-site Stormwater Management Project thresholds that trigger Minimum Requirements#1 through #5, shall utilize the On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7 — Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria. Is this project Flow Control Exempt? (Yes\No) (See Appendix 1-E: Flow Control-Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement#7: Flow Control). If No, then the project triggers Minimum Requirement#7 (1-2.5.7) and possibly Minimum Requirement#8 (1-2.5.8). • The project site must be drained by a conveyance system that is comprised entirely of manmade conveyance elements (e.q., pipes, ditches, outfall protection) and extends to the ordinary high water line of the exempt receiving water; and Response: As identified under 1-3.1.3 Step 3 (MR#1), There is a conveyance system to the Regional Detention Facility. Beyond the Regional Detention Facility, the conveyance system is piped and ditches all the way to the bay. • The conveyance system between the project site and the exempt receiving water shall have sufficient hydraulic capacity to convey discharges from future build-out conditions (under current zoning) of the site, and the existing condition from non-project areas from which runoff is or will be collected; and Response: The 2007 Storm Drainage Comprehensive Plan did not identify any downstream issues when modeled by Gray and Osbourne. • Any erodible elements of the manmade conveyance system must be adequately stabilized to prevent erosion under the conditions noted above. • Response: No issues identified downstream 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. "c. Permanent Stormwater Control Plan — Low Impact Development Features. 7. Areas of disturbed soils to be amended. (NOTE: All lawn and landscaped areas are to meet BMP T5.13: Post-Construction Soil Quality and Depth (p.911). Use of compost is one way to meet the requirement)." Pg. 87 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. Roofs: (Provide feasible detail and maintenance and operations specifications in the report) 1. =Its]P T5.30: Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: The site is cleared and is not in a naturally vegetative state. Additionally, there is no preserved area to drain the site to. Or, TM OA: Downspout Full Infiltration Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: Minimum setbacks shall be 10-feet from any structure and 3 feet from pavement and 3-feet or more of permeable soils to the seasonal high ground water table. The lot is rock with negligible to non-existent amount of soil. Infiltration is not feasible. 2. BMP T5.14A: Rain Gardens Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: Infeasibility criteria for rain gardens are the same as for bioretention. Please see Bioretention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). The following criteria can be cited as reasons for a finding of infeasibility without further justification (though some require professional services): -Where the site cannot be reasonably designed to locate bioretention facilities on slopes less than 8%. Pg. 966 -Within 50 feet from the top of slopes that are greater than 20% and over 10 feet of vertical relief. Pg. 966 Or, BMP T7.30: Bioretention Cells, Swales, and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: The following criteria can be cited as reasons for a finding of infeasibility without further justification (though some require professional services): -Where the site cannot be reasonably designed to locate bioretention facilities on slopes less than 8%. Pg. 966 -Within 50 feet from the top of slopes that are greater than 20% and over 10 feet of vertical relief. Pg. 966 3. BHP 1-5.10B: Downspout Dispefsion Systems Feasible\Infeasible If infeasible, explain the criteria: Criteria: A vegetated flow path of at least 50-feet must be maintained between the outlet of the trench and any slope steeper than 15% and 25-feet to any structure or property line.. Applicant Response: Downspout dispersion is not feasible due to close proximity to structures and slopes. 4. BMP T5.10C: Perforated Stub-out Connections Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: Do not place perforated stub outs above slopes greater than 20% and not enough room to maintain a vegetated flow plat of at least 50-feet between the discharge point and any property line, structure, steep slope, stream, lake, wetland or other impervious surface. Not feasible due to setback restrictions. Manual states: Use the same setbacks as for infiltration trenches in III-3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) (p.452). Unfortunately they only have requirements for different types of sand, gravel and dirt, they don't give specifications for system being used on rock. Genenrally, there is a 5' to 15' required setback. Also, the Site Suitability Criteria (SSC) (p.530). States: - SSC-5 Depth to Bedrock, Water Table, or Impermeable Layer The base of all infiltration basins or trench systems shall be ?5 feet above the seasonal high-water mark, bedrock (or hardpan) or other low permeability layer. Pg. 532 - SSC-6 Soil Physical and Chemical Suitability for Treatment(Applies to infiltration facilities used as treatment facilities not to facilities used for flow control). Consider the soil texture and design infiltration rates along with the physical and chemical characteristics specified below to determine if the soil is adequate for removing the target pollutants. The following soil properties must be carefully considered in making such a determination: -I Depth of soil used for infiltration treatment must be a minimum of 18 inches. Depth of soil below permeable pavements serving as pollution-generating hard surfaces may be reduced to one foot if the permeable pavement does not accept run-on from other surfaces. Pg. 533 SSC-7 Seepage Analysis and Control Determine whether there would be any adverse effects caused by seepage zones on nearby building foundations, basements, roads, parking lots or sloping sites. Pg. 533 - Seepage could effect nearby building foundations, and basements as well as roads as lot is at top of slope on bedrock. Other Hard Surfaces: (Provide feasible detail and maintenance and operations specifications in the report) 1. BMP T.5.30 Full Dispersion Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: 65% of the site must be maintained in a forested or native condition. There is no native vegetation. 2. BMP T5.15: Permeable Pavements Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: The following criteria can be cited as reasons for a finding of infeasibility without further justification (though some require professional services to make the observation): -Within 50 feet from the top of slopes that are greater than 20%. Pg. 923 -Where the native soils below a pollution-generating permeable pavement(e.g., road or parking lot) do not meet the soil suitability criteria for providing treatment. See SSC-6 in III-3.3.7 Site Suitability Criteria (SSC) (p.530). Note: In these instances, the local government has the option of requiring a six-inch layer of media meeting the soil suitability criteria or the sand filter specification as a condition of construction. - SSC-5 Depth to Bedrock, Water Table, or Impermeable Layer The base of all infiltration basins or trench systems shall be >_5 feet above the seasonal high-water mark, bedrock (or hardpan) or other low permeability layer. Pg. 532 - SSC-6 Soil Physical and Chemical Suitability for Treatment (Applies to infiltration facilities used as treatment facilities not to facilities used for flow control). Consider the soil texture and design infiltration rates along with the physical and chemical characteristics specified below to determine if the soil is adequate for removing the target pollutants. The following soil properties must be carefully considered in making such a determination: - I Depth of soil used for infiltration treatment must be a minimum of 18 inches. Depth of soil below permeable pavements serving as pollution-generating hard surfaces may be reduced to one foot if the permeable pavement does not accept run-on from other surfaces. Pg. 533 SSC-7 Seepage Analysis and Control Determine whether there would be any adverse effects caused by seepage zones on nearby building foundations, basements, roads, parking lots or sloping sites. Pg. 533 - Seepage could effect nearby building foundations, and basements as well as roads as lot is at top of slope on bedrock. Or, BMP T.14.A: Rain Gardens Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: Infeasibility criteria for rain gardens are the same as for bioretention. Please see Bioretention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). The following criteria can be cited as reasons for a finding of infeasibility without further justification (though some require professional services): -Where the site cannot be reasonably designed to locate bioretention facilities on slopes less than 8%. Pq. 966 -Within 50 feet from the top of slopes that are greater than 20% and over 10 feet of vertical relief. Pg. 966 Or, BMP T7.30: Biorention Cells, Swales and Planter Boxes Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: Infeasibility criteria for rain gardens are the same as for bioretention. Please see Bioretention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959). The following criteria can be cited as reasons for a finding of infeasibility without further justification (though some require professional services): -Where the site cannot be reasonably designed to locate bioretention facilities on slopes less than 8%. Pg. 966 -Within 50 feet from the top of slopes that are greater than 20% and over 10 feet of vertical relief. Pg. 966 3. BMP T5.12: Sheet Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: A vegetated flow path of a least 50-feet must be maintained between the outlet of the trench and any slope steeper than 15%. Not feasible to no flow paths of 50- feet and slopes as well as utility easement. Or, BMP T5.11: Concentrated Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: Applicant Response: Do no place the discharge point on or above slopes greater than 20% and maintain a vegetated flow plat of at least 50-feet between the discharge point and any property line, structure or steep slope. Not feasible to no flow paths of 50-feet and slopes as well as utility easement. Applicant proposes run off from paved parking area will be collected via catch basin or strip drain and connected to storm draing tightline and along with the roof gutters will be connected directly to the storm drainage system. If all BMP's have been declared infeasible to the project site, then the site is subject to Adjustments (Section 5) and ExceptionsNariances (Section 6) per the City's Phase II Municipal Stormwater Permit and the Anacortes Municipal Code, Section 19.76.040—Stormwater Management Manual, Item G —Adjustments and Exceptions. The review type is considered a Type 2—Administrative Decision, requiring a 14-day comment period, per Table 19.20.030-1 — Review Classification and Process Matrix. See attached document. iiI ,1 , I - /4- li cant tSigna ale Date City of Anacortes Engineering Department Attention: Steven Lange \74W 904 6th Street Anacortes,WA 98221 C 01iL www.anacorteswa.gov Request for Adjustments and ExceptionsNariance To the Stormwater Management Manual If all BMP's have been declared infeasible to the project site, then the site is subject to Adjustments (Section 5) and ExceptionsNariances (Section 6) per the City's Phase II Municipal Stormwater Permit and the Anacortes Municipal Code, Section 19.76.040—Stormwater Management Manual, Item G —Adjustments and Exceptions. The review type is considered a Type 2—Administrative Decision, requiring a 14-day comment period, per Table 19.20.030-1 — Review Classification and Process Matrix. The application will be considered a written request that covers the specifics below, as well as any additional information requested by the Planning Director. The deviation describes the process for exception to the Nine Minimum Requirements of the City of Anacortes Stormwater Management Manual. These requirements area as follows: • Minimum Requirement 1 — Stormwater Site Plan • Minimum Requirement 2— Construction Stormwater Pollution Prevention Plan • Minimum Requiremtent 3 —Source Control of Pollution • Minimum Requirement 4— Preservation of Natural Drainage Systems • Minimum Requirement 5—On-site Stormwater Management • Minimum Requirement 6 — Runoff Treatment • Minimum Requirement 7 — Flow Control • Minimum Requirement 8—Wetland Protection • Minimum Requirement 9 — Operation and Maintenance Adjustments: Adjustments to the Minimum Requirements may be granted by the Planning Director provided that a written finding of fact is prepared that addresses the following: • The adjustment provides substantially equivalent environmental protection. • Based on sound Engineering practices, the objective of safety, function environmental protection and facility maintenance, are met. ExceptionNariances Exceptions/variances (Exceptions) to the Minimum Requirements may be granted by the Planning Director following a legal public notice of an application for an exception or variance, legal public notice of the Planning Director's decision on the application and written findings of fact that documents the Planning Director's determination to grant an exception. The Planning Director shall keep records, including the written finding of fact of all local exceptions to the Minimum Requirements. Project specific design exceptions based on site specific conditions do not require prior approval of Ecology. The Planning Director must see, prior approval by Ecology for any jurisdiction wide exception. The Planning Director may grant an exception to the Minimum Requirements if such application imposes a severe and unexpected economic hardship. To determine whether the application imposes a severe and unexpected economic hardship on the project applicant, the Planning Director must consider and document with written findings of fact the following: • The current (pre-project) use of the site, and • How the application of the Minimum Requirement(s) restricts the proposed use of the site compared to the restrictions that existed prior to the adoption of the Minimum Requirement; and • The possible remaining uses of the site if the exception were not granted; and • The uses of the site that would have been allowed prior to the adoption of the Minimum Requirements; and • A comparison of the estimated amount and percentage of value loss as a result of the Minimum Requirements versus the estimated amount and percentage of value loss as a result of requirements that existed prior to adoption of the Minimum Requirements; and • The feasibility for the owner to alter the project to apply the Minimum Requirements. In addition any exception must meet the following criteria: • The exception will not increase risk to the public health and welfare, nor be injurious to other properties in the vicinity and/or downstream, and to the quality of water of the state; and • The exception is the least possible exception that could be granted to comply with the intent of the Minimum Requirements. TAB 6—(MINUMUM REQUIREMENT 6 - RUNOFF TREATMENT) Provide calculations here. Runoff treatment has been accounted in the Regional Detention Pond. The Pond was calculated for 2500 SF of treatement. The driveway is under the designed treatment at the pond at 2300 SF +\-. The roof of the proposed home is Painted Metal, therefore not considered a Pollutant Generating Surface. TAB 7 — (MINUMUM REQUIREMENT 7 — FLOW CONTROL) Provide calculations here. The Developer did a Common Plan of Development for Flow Control durinc tc Pic phase 4• and 5 of Rock Ridge. The report is attached in this section. IERRIGSTAD ENGINEERING PS Civil Engineer 1<oad Dale Herrigstad, P.E. et 98221 (360)299-8804 ROCK RIDGE PHASE 4-5 STORM DRAINAGE REPORT CITY OF ANACORTES - , 1 . L (...„_ 17\,,,, , April 10,2018 Job#2015-146 Prepared By: Dale K. Herrigstad P.E. ORItio ,,.Vov wAsri1j' ilt f Y f 4 i �tl ' ... A 1 0 ." 1 t z7807 f , ,A...2,,,v i ssi0NALv- 4+ -iv Owner: rgm ,,„ ,E, \.„.„ Strandberg Construction PO:Box 319 JAN 04.1019 Anacortes,WA 98221 CITY OF ANACORTES 2 TABLE OF CONTENTS. Page SECTION TITLE 2 PURPOSE OF THIS REPORT AND MEATHODOLOGY 4 WWHM2012 RESULTS 3 SUMMARY OF RESULTS ATTACHMENT A Basin Plan ATTACHMENT B Existing Rock Ridge Pond Plan ATTACHMENT C Proposed Rock Ridge Pond Modifications PURPOSE OF THIS REPORT AND MEATHODOLGY This report is to address the detention requirements for additional impervious area over what was originally designed for the Rock Ridge South Phases 1 - 5 developments. The original report addressing Rock Ridge South was completed in August of 2005 by Young-Soo Kim P.E. P.L.S. The report indicates that the Rock Ridge Detention Pond was designed and constructed prior to the 2005 report and was designed for the Plat of Rock Ridge and expanded at some time for the subsequent Rock Ridge Plats including Rock Ridge South. The 2005 report was used to verify that the design did allow for the Rock Ridge South detention requirements and address water quality. Speaking with Irving Construction whom developed"The Meadows"in 1998,indicated the pond was also designed for this development. The design used the 93 DOE Storm Water Manual Requirements. This report will address additional detention issues under minimum requirement 47ofthe 2012 DOE Storm Water Manual,amended in December 2014. Minimum requirements i-10 were address in the 2005 report from the 93 DOE manual. Each building permit application for the 33 lots of Rock Ridge South phase 4 and 5 will address minimum requirements 1-5 for each lot. At the time of this report all infrastructure has been completed and only the development of the individual lots remain for Phases 4 and 5 with single family homes. The 2005 report allowed for 88 single-family residential home sites for Rock Ridge South at 2,500 square foot per lot of impervious roof and driveway area. The roadways and sidewalks for Rock Ridge South were accounted for separately at 4.657 acres. The report results indicated that the detention pond had more that adequate volume for the flow volumes. The designer utilized the NRCS SCS methodology for the comparison, The comparisons results were summarized in the 2005 report as follows: Design year Pond allowable Pond Actual Discharge Discharge 2 yr. 0.570 cfs 0.60 cfs * 10 yr. 3.939 cfs 2.38 cfs 25 yr 5.479 cfs 3.13 cfs 100 yr 9.966 cfs 4.65 cfs 3 * Within 10%allowed by DOE This report will address just the average impervious area over the 2,500 square feet originally designed as well as the southeastern portion of"The Crossings" 12 lot Long Plat that is currently being proposed before the city. The approach we have discussed with the City of Anacortes Engineering staff is to determine a volume requirement above the peak pond design that would accommodate this addition impervious area for the 100 year storm event using the current WWHM2012. The pond berm,outlet structure as well as overflow structure would be raised accordingly to accommodate the volume. The current control structure orifices will not be changed. ROCK RIDGE SOUTH PHASES 4 &5 ADDITIONAL ROOF AREA The anticipated average of impervious for the 33 lots of Phases 4 and 5 would be 5,000 square feet per lot or an additional 2,500 square feet per lot. Total new impervious area would be 82,500 square feet or 1.89 acres. Predeveloprnent will be modeled as landscaping grass hydrologic group D rather than Forested because the 2005 report modeled the postdevelopment as grass which we are replacing with impervious area. Water quality was address in the 2005 report for the roadway and no change in roadway has been proposed so this report will not address water quality treatment for Phases 4 and 5 of Rock Ridge South. THE CROSSINGS EAST BASIN The Crossings 12 lot Long Plat is a 5.20 acre site the discharges to two basins. The northwest portion of"The Crossings"will discharge to the west to a new proposed detention pond designed separately from this report. The Eastern portion of"The Crossings"is identified as a separate basin comprising of 1.00 acre of developed land that includes the right-of-way for Oregon Ave/Meadows Lane and an additional 0.70 acres of offsite property that will pass through this basin. The basin will comprise of 4 lots of"The Crossings"and adjoining road way. The design will allow for 4,000 square feet of impervious area per lot, 0.37 acres roof,in addition to 0.22 acres of road and 0.07 acres of sidewalks. The 0.70 pass through basin will be 4 lots (4,000 square feet/lot) and yards or 0.37 acres of impervious area and 0.33 acres of grass. The pre-developed conditions of"The Crossings"contribution will be forested. Due to limited downstream space, water quality will be design utilizing Filterra treatment for enhanced treatment of road and driveway runoff and will be addressed in the drainage report for "The Crossings". 4 ROCK RIDGE DETENTION POND The Rock Ridge detention pond expansion design will be based on the existing surface area at the peak water level at the existing overflow structure of the existing detention pond. The peak pond elevation at the overflow structure is 248.0 feet and the area of the pond a 248.0 feet is 30,836 square feet(0.71 acres)and is based on a current topography survey of the pond completed on January 24,2018, The following are the design parameters: Existing conditions 1.89 acres grass/landscaping-Rock Ridge South roof area contribution. 1,70.acres forested—The Crossings contribution Total 3.59 acres Developed Conditions 1.89 acres(RR South) +0,37 acres(The Crossings)= 2.26 acres roof 0.22 acres road(The Crossings) 0.07 acres of sidewalk(The Crossings) 0.34 acres of grass/landscaping(The Crossings) Pass through basin 0.37 acres of roof(The Crossings) 0.33 acres of grass/landscaping(The Crossings) WWRM2012 RESULTS WWHM2012 PROJECT REPORT Project Name: RR Pond Design Add Site Name: Crossing - RR Site Address: Anacopper Mine Road City : Anacortes Report Date: 3/27/2018 Gage : Burlington Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.60 Version Date: 2016/02/25 Version : 4.2.12 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name Basin 1 5 Bypass : No Pervious Land Use acre C , Forest, Mod 1 . 7 C, Lawn, Mod 1 . 89 Pervious Total 3 . 59 Impervious Land Use acre Impervious Total 0 Basin Total 3 . 59 MITIGATED LAND USE Name : Basin 1 Bypass : No Pervious Land Use acre C, Lawn, Mod . 34 Pervious Total 0 . 34 Impervious Land Use acre ROADS MOD 0 .22 ROOF TOPS. .FLAT 2 . 26 SIDEWALKS MOD 0 . 07 Impervious Total 2 . 55 Basin Total 2 . 89 Element Flows To : Surface Interflow Groundwater Trapezoidal Pond 1 Trapezoidal Pond 1 Name : Trapezoidal Pond. 1 Bottom Length: 176 . 00 ft . Bottom Width: 176 . 00 ft . Depth: 3 ft . Volume at riser head: 1 . 2803 acre-feet . Side slope 1 : 3 To 1 Side slope 2 : 3 To 1 Side slope 3 : 3 To 1 Side slope 4 : 3 To 1 Discharge Structure Riser Height: 1 . 7 ft . Riser Diameter: 18 in . Notch Type: Rectangular Notch Width: 0 . 093 f t . Notch Height: 0 . 853 ft . Orifice 1 Diameter : 1 . 336 in . Elevation: 0 ft . Name : Basin 2 Bypass : No. Pervious Land Use acre C, Lawn, Mod . 33 Pervious Total 0 . 33 6 Impervious Land Use acre ROOF TOPS FLAT 0 . 37 Impervious Total 0 . 37 Basin Total 0 . 7 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond 1 Trapezoidal Pond 1 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area: 3 . 59 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 . 67 Total Impervious Area: 2 . 92 Flow Frequency Return Periods for Predeveloped. POC #1 Return. Period Flow (cfs) 2 year 0 . 097728 5 year 0 . 204066 10 year 0 . 297382 25 year 0 . 441591 50 year 0 . 568158 100 year 0 . 711112 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (cfs) 2 year 0 . 040269 5 year 0 . 06076 10 year 0 . 078102 25 year 0 . 105033 50 year 0 . 129249 100 year 0 . 157488 The Facility PASSED . Flow (cfs) Predev Mit Percentage Pass/Fail 0 . 0489 7223 4387 60 Pass 0 . 0541 5366 2922 54 Pass 0 . 0594 4288 2310 53 Pass 0 . 0646 3433 1950 56 Pass 0 . 0698 2772 1626 58 Pass 0 . 0751 2154 1349 62 Pass 0 . 0803 1835 1159 63 Pass 0 . 0856 1519 980 64 Pass 0 . 0908 1223 856 69 Pass 0 . 0961 901 688 76 Pass 0 . 1013 732 541 73 Pass 0 . 1066 616 495 80 Pass 0 . 1118 529 449 84 Pass 0 . 1171 451 399 88 Pass 0 . 1223 407 362 88 Pass U) U) CI) U) Cf) U) Cf) U] .U) 0 U) t! 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I , s4 • f s 5 i •! • 1 J 3 3 3 / / / / {��{[�����»» !` s f 5 ; • 1f / / /' / E � i.�. � i AT48 liii ; s - AREA = 3O836 "•; s f ; s 1 s 2' / t 4 i s I • I / / ,/'• • , • j � i ? i { t • i /' s i If ` / f s = '= s • •y S 3 r• • J / / / } • i : 1 / / t / • './ % /1/ %S ' ON; / AREA f• y ' Tel/ et, 4f TeDF PONDAT S F ACRES ) ( 0 i 77 33 1425 ,/ , /". / / / / / / / , /. t T nkA POND , , , ., • / / / ./ /A E A ..... I 1 u n 0 F A T 238 ' L /' AREA 81 Ca � � B ACRES ) {�}/ V . UM FROM 238 ' TO 248 n 10DEPTH ;/ , , '...'. : . AA : �,/� '///, / AREA A T 4 ' IS 8 AT 10 DEPTH IS '�,�44 ••,h -� .. �'..4y"� ,,�� - {{{ ,, • 182 , 080 CUBIC FEET DR 4 , 18 AC - FT •'a. / �C 't`' .„.. �' rrr r ..r /' G AP IC S C ALE 20 0 20 40 80 ( IN FEET 1 inch = 40 ft. • . ` '. . . ". ENGINEERING & suRvEyIN RDCK RIDGE � ETENT DN DN 4320 ! LSTLE LAKE ROB AS - BUILT SURVEY A AC T S, 98 i 29�- �804 Completed January 24 , 2018 . . .. .. . .-,-,----. . - - . — . _ . .. . . OVERFLOW MANHOLE CONTROL MANHOLE RArSE. ..., , IM ELEVIWITH BIRDCAGE77 RIM TOP48 � 0 ,./, 44 , • RAISE RIM 14 1 . / ' -'^" �r smH lot � TOP P OF BERM :: ::::::::: ;ie ; , -..., ..,.. y : ofr. RAIsE T ::::: '''''‘': :;:m:.: 1: :::::.1 ., / /ji /4'/ /1/ #//f/ '''".".'.-.'•• "•-•••/ ... \ 1 ,0, ".,,,,,,,,,,,,,, # # e/ /' „eon s se s fr/ , .'/ ee f . t, 's si k. ;„ i. .1 1 ./ / /,,, ,/, "/, 4/ / I s , % i ; 41 r • ; // ,/ : / • 1 f 1 / / SD INv .r2 37 . 94 / v., / EXIST. SSMH f // (;/ .,/ / i1 POND BOTTOMs T / .,:i ///. RIPS= 4934' / , / / , { ? v .• „, s f s s f /' ' . / ` / % / l 5 it /I/ : //' .,// f t , 1 • $ S•f. f • I ELE \/ , Yam 238 ' ::: SIMS r ., '/,' ,,r.,,„..„./ •N•✓ '' .. / �/• // / a. 0000! i f /'/ S f 5 f f • i i i // ,,,,I . ,,,r,,,,. ..'. ..,, ,//,/ / //� f 1 . , / . /' /j/./ -- ,/� , /% / . -y. , f /: r tit ?/9 . 1 £s.• ; s 1 / / // ,,,.,,,,,,- / / ? f. ? f / / ,,.- , • r . / /, , ? ? } tt? i i . / // '` // / /` / J 3 I. j 1 I. i fi / / / /' / 900000 s ? 1 si / / / i / // / / # s sI / / / / , /�// / ✓ • } { f f 1 � SECTION t ,• ? - til / / . A . 9 f 3 f :iiIl0 iiit,.%i.5 1 ltsi•55% . • ;,, . .: • %;•; J • i5: .iiti. 1 t 00d0i01i 1. 3 • 51 :%1, i %5 I 1ii I5. 1„$5•.; J 1"..// EL. EV , AT 248 1 ? 1 I at - AREA = 0 , 8 ; , / / /.„ '01 s t • S 4 11\ Y\ \ #1100, / : � i � • s f j /4/V • • 11 } s £ s "t, 1 i / , / / 's f• i y I , 3• • ; � / / / RAISE POND BERM 1 � 7 FEET 1 i \ \ \ \ � .fr / / / /•,0. : . 1t. \ . ". • ; ; r r ; 7 '• / TO A TOP IJF� BERM � ►Ile `• ttx �' >� ' / s ELEVATION/ OF 250 . 7 ' � �, fit ; i / . / j / / • ' `� . • ' • I THE AREA SHli�IN <'/J/" !>C/ / // ' / EXIST. SSMH - '°� ' , / : / ,:, .........� �/ ,%/ / /// HATCHED APPROX. 5 / 000 SF . Rim...250,26s s\ fre c. ... / y TOTAL. FIE. L. 315 CY 1AIS t ..,.,// /// / / 250.7' ,/' ' ' / /j , RA�' � SCALE 4. -, / 20 0 20 40 0 /- yD ( IN FEET 1 inch = 40 f t. HERRIGSTAD ENGINEERING 'c SURVEYING U V YING ROCK RIDGE DETENTION POND 4320 - WHISTLE LAKE ROAD PROPOSED MODIFICATIONS ANA O T S, fA► 8221 � �4 April 10 , 2018 . “ W•-- •. .. W -- -. . . ..�. .. .. ... .... .. . ._ . .r . ,- .v W _ . W . NEW BERM_ 1�, WIDTH EXIST,rim-10' I HEIGHT BERM EXIST, GROUND LEVEL 2:1 1 13' +10R - 1--- 311 iGRAPHIC SCALE X20 0 20 40 80 I ( INFEET ) 1 inch =40 ft. HERRIGSTAD ENGINEERING & SURVEYING ROCK RIDGE DETENTION POND 4320 WRISTLE LAKE ROAD PROFILE MODIFICATION ANACORTES, WA 98221 299-8804 April 10, 2018 ATTAC-MINT I TAB 8 — (MINUMUM REQUIREMENT 8 —WETLAND PROTECTION) Provide calculations here. There are not wetlands downstream of this project. The conveyance system is man-made to the outfall at the Bay. TAB 9 — (MINUMUM REQUIREMENT 9 — OPERATION AND MAINTENANCE) Provide calculations here. The Operations and Maintenance of the Re•ioneu Detention Facility is perfori, the City of Anacortes since it is a Public Pond, APPENDIX 1 —Survey performed by a Professional Land Surveyor r.. -.-..„..,e.2:L, ^r7,Y16 txiJ.'L77:`y':• -. -...<.+CCU':Y?'»:11:.:.Y:::<J:._ ,-.,.., w..nT..J,.......:./l"JA";KCS`- �a F. X ..- • nwv. r<. . ` NrA?e,Tx. N� . .v..v. .. > V. .• ,..,v..n "x•n3xa�A•:�.:f P:^D• .�_.T...•,,v ��,k OF HO f�j< '4HI Ti GH +^F.f"°" H S E 'o`�'K ; ;,i g )` ;S )`#LA I. .,L,:.,w,.l: S i cl OUT it! 1 "�w� o '� > t N "'2 OFNg W 1 i3 SEC. T P 5 RAGA 1. E. `r ��'? UNDER AUCd1 JR'S FILE E !` No. 1(.-fi 12-1 L,i r.`,..-� , Ri CORDS OF StCAGIT 0OUIM WASHINGTOIL/...'• • • IJ 1, Assessors Account itiea.s 4�0 �-NCO-99g--Otg00, i1 1, ' 2. Dusk ripkiors erne exception information is from the SKAGIT COUNTY TREASURERS CERTIFICATE l certify th tt sail taxes heretofore levied and which have become o lien upars the r,f d I jl kends herein described have been fully paid and discharged _according inch to the KNOW AL'. PEOPLE BY THESE PRESENTS that we, the undersigned owners o. Subdivision Guarantee„ Certificate No: 620034130, dated Ivior t ?{ records of my office, up to and including the year of 20 , - interest in the land hereby short subdivided hereby declare this plat to be the 3< This property i SUBJECT CT TOand TOGETHERt�6ITN fir, ,� graphic representation of the short subdivision made hereby and do hereby I �' ` yi ,Aer°S dedicate to the use of the public forever all streets and avenues not shown as easements, reof recordlone, restrictions, covencrrits Arid other Certified this --: day of „,, 0.�,<,a— , 20 -ii''......>.. �? ofix1cL4L private hereon and dedicate the use thereof for ail public, purposes not instruments of including but not limited to those .. , instruments referred to in the Subdivision Gurariarrtee rr'� g `r,. `, A '° inconsistent with the use thereof for public highway purposes, and also the right > to moire all necessary slopes for cuts sand fills upon the inks shoran thereon in ; referenced under Mote 2 above, Said report lists documerYts bka i`oun y reds rsr '� retarded under Auditors File Number 20020,3250231 (Pict of g the original reasonable grading of said streets, and menues, and �furthar Rook Midge West), Al i' t�Ge<u �t1er (Cry Rs} AF ' , ' dedicate to the use of the public all the s::asemerats and tracts shown on this it , �, s plot for oil public purposes as indicated thereon, including but not limited to t 0020 2 319 (CC�3Rs, resreoardlna of Af 200203140025), CITY A APPROVALS it ts1.04- perks, open space, utilities and drainage unless such easements or tracts are �l AF #2002022 ( 22 (Easement over portion of Phase 1 of the ,¢4 ..g„ , -- specifically Identified on this plat as being dedicated or conveyed to a person or 1i Plot of Rock ;edge South), AF 2r1C2f3 2201 9 (Easement Excsrriined.- approved t day of - � . 2C I r5, trinity other than the public in which case we do hereby dedicate such streets, i over portion of Phase 1 of the Plot of Rork Ridge South), :. .�" ( easements, or tracts to the person or entity identified and for the purpose AF 200d0711 01 0 1 (10' wide PSE easement superseded by C ,-�' . - , -,.'w•-- stated, • I the Plot of Rook Ridge South Phoses 1 & 2 recorded under . .H�.�,>-Hf. ,.r �-_ -�.--'- .. ._,•H Further the undersigned own ere of the land hereby subdivided waive for �i aCity Engineer themselves, their heirs and assigns and any person or entity deriving title for j Al2i3(1L�44gs3 ) >� #200610200103 (Avigea#ion Easement), the undersigned,ned, any and all claims for damages against the City of Anacortee, E1 AF #20070124009 (Plat of Retie Ride South Phases 1 & 2 r its successors and assigns to which may be occasioned by the establishment, ; Arad AF 32t�Q r tD l 2C31 S3lffidtivit of minor correction), AF t Y~ _ • ii _� construction, or maintenances of roads and or drainage systems within this i s#20£37r 1 SC3C?t11 (CC�cRLa) 201004210064 (Access Utility Exkamined and approved fihin _ wd• cloy of M w ,.�� { 2Ct t ; '> t . easement to be released at the recording of #fain Plot Phcise r' subdivision other than claims resulting from inadequate maintenance by the City l i - of Arzocorkes. 4), Af #201702060113 (10' wide PSE easement superseded _ 3 '�� Further the undersigned a'ri'ters of the land hereby subdivided agree for :•" by the recording of this Plot), AF2t�17110600&S {t;C&R,}, Signature of planning Director' themselves, their heirs and assigned to indemnify and hold the City of AF #2017110500666 (CC&Rs) and Deed of Trust under AF Anacortes, Its successors and assigns, harmless from any damage, including any . 201611100086 (Skagit Sank), costs of defense, claimed by persons within or without this subdivision to have 4, Residential Low Density (R2), been caused by alterations of the ground surface, vegetation, drainage, or 6< Water Supply; City of Artracor•tes, surface or subsurface water flows within this subdivle:ore or by establishment, 6. Sewer Disposal: City of Anacortes w construction or mai tenenee of the roods within this subdivision. . . • 7, Storm Sewer City of Anacortes J� Thin subdivision, de+ ication, waiver of c?raii�rs and agreement to hold harmless is i X ,= mode with the,:-fry'consent and in accordance with the desires of said owners< • > LEGAL DESCRIPTION '� �,� �? `• ... Lot G, PLAT OF ROCK RIDGE SOUTH, PHASE 4, according to i\.. i �._ pleat thereof, recorded %s 17111�1?i1C?b5, records of Skagit ` ... �""r'M'w'"'a — - i County. Washington. �RR S13fs�ivlfT NW , C i �i Situated in Skagit County, Washington, w- Xr1-1-1s,"\ .�`n„ c.�� - a �, 11 r � 1........ .r...2....---) �, SKAGIT STATE BANK r State of Washington r t • County of Skagit C.v`1 i,`.. 'r;a : I certify that I know of have satisfactory evidence that s`3 a� „�4 i� 1` It: � `� i signed this instrument, on oath stated that (he/ohs/) (seas/are) authorized to exedLlte the j instrument and acknowledged it as the if'°if" i„' F �s f I ! � } RR SUMMIT NW LLC to be the free end voluntary act of such party for they uses and purposes mentioned In the instrument 1SECTION 26, TOWNSHIP 35N, RNG 1 EAST �. rt :, f 1. SLrti +act to Declaration of Covenants. £randitlonr> Given under my, hand and official eol this .,..��, dayref H_,.; �, 20 r . 1< Restrictions, (CC&R<s), recorded underg Notary Public in\ a d for th ' State of Was 'ington' , 1 'r J. State o Washington f `, ' t 4 )1 f �� P�arrt�s prrnte�d { <->` ja1 < it%�tt ,r +i ,> t l"1 County o Skagit ,c., I x �� ,� 2. € f _ %�� w, r �' '� .. I certify that t know of have satisfactory evidence �F�. Tr �< tit e`s''f s Residing cat _ w' 3 t w%rt. t `�� eati� that a.«... .. i . ' . . c j L,,L I �y,ilrt111J. 11 signed this Instrument, on iaeafils stated that (hrs�,sile�`) (was/ore)arc) authorized to oxeou the My commissions expires i� ,, ......,f,, a instrument rind erckrrkawi�sdged it as the .� . .�_ of »�, ��ina,��Q,i. �! �; SKAGIT STATE �K to be the free and volunta act of such a for the uses and '........'. ......'•'.:: p y' U; , YlwrV .° ' y f purposes mentioned in the instrument:. �� . _ R . ... . y i ri Given antler s rry heeded and offioi xi ssczi thi a . ._ dad of (�.i ,,,w �..t 2C ; r c, .. Ap`� ; u¢ ° Notary Public,•. r1 and for the State of Washington t i` ��r .^,1.�t,.°i ' �°� u.a, r- ti £'',^mu4,NM Q}r111 S(1 '^.,E'"e tali \`�`� o Name Printed . � . �.. , & `� raJ �firri ''lnriirsstt�' E • T.s U 41e: b h"`"rt. w)' •„_µF a-- - Sly::r.W,Itrocrsi4.1:3 ,.•1'i'.:02: l OO83iir'1g at ,7� �� } U V Ye CERTIFICATE Os My crarrarrtissinns expires . ' r ��' ry � �bar�eu,- II, eJ ;'�� "�:. ij ^Y • $ ..' I hereby certify that the Plat of Rock Ridge South Phase 5 is A riF, , ;•l *-y i based upon an actuol survey and subdivision performed by me ? ,\'-,'vr 4,;a,>, k <3 I1 or under mysupervision of Section. 26 Township35 North -,4'5 `,k. '1 1 N,. f Range 1 East, W.M.; the plat is a true and con-eat �_.5.*n.,� ,' . ,� i ,r ,t< 02, •-p representation of the land actually surveyed; that the courses LAND \ A v "s p= 1 and distances are shown correctly on the ground; and that a WNER/ D ELOPER <�',z7w7, �- 104 1.1 have compiled with the provitione o4 the statutan and platting RR lip LLC f C DALE HERRtGSTAD PLS 1 yam. JrrEt'�--,� ` c�q ;b i it 1Jf211"flI( N�Y r i i' L; ESL I.P J r, :>• 11 regulations and that permanent control monuments have been 4320 WHISTLE LAKE ROAD G' h° ? established at each and every controlling corner of the parcel �� 1 .,, l' gill ANA ORT S, WA 9 2 1 A � 98221 �H H- �. 4 of laird Mein fiubdividedH c , • r DALE K. NERRiGSTJ P.I.S, __1. . t-° _ _ SHEET OF r * Certificate No, 2 I • 1'71 aasY• i kl .,r,r.. r�'.l 'y .n �nS 'a 5; '�"�"d t�X J' 1i • � � #,� I r // �"ty,: w;. • , , .. We rr .f _ b i7¢ S..'` as • W �a�: ai;i� f '�s � �, scald: r�ari; • . • ! VEY1 N_ • • DATE: (?U€Y 201c'r. , 4320 Whistle Lake Road, Anacortes. WA 98221 (360) 2g9--8$o4 .1 JOB 2015--146 i .... ,. • ......,>. ........» . . .r s:* :..u..w.•. .... _.:.......•..... Q,.vst.<v<a...a z. rr,. a+aan a r�r-rn.Mt .., s t'se .r ostra+,• �.. . r.,.G s,a �.,�. w •a 4w _ .. __ w .w�N u.. s.,c e€ • .. ...... ........... ........ ..........,.... .. .:... 1.,-.:.. . .......+.._ .... r - .- n.c!•tvd>'t,..e.awc�-,s,- %r`!RY.4"!N"^tth":Y�P""'iC'. :bf�`X1'iY'L"SiV•Y'`:4"`..-'+HMTf.>•'.+++>a'++�rnleti+nn,.✓. .. •Y!?eV .lM3sroYN+!MMn%A^V9YYJ'f'^"t�r.T..\ ,}..! L:^SffCS.Y'.M>Y>xfn.r.S>a+.> ... .ry r... t,.. n.a,a,. 'p>.ti+) ... 1.1 1;1'ii "�j it $ 0 »� �, >.� , { ►•1" ��, � E `:t"'# �. 'nt Tp, ".v'tke p I S eCJ N : :+ ,' • �.s f i ..b ?2c, to a ' .. Y v f?�wj� R:Cr .«1 wl 4' 1 O 4.,k, S.3!-.�`4+A 9�.A'�'y TAT d.. 35N, A K� 'M�G ft /J.JJ Q W•a 4 1 t. T TIONS a All parcels within the subdivision are subject to the "Findings of Fact and (25) Cecil phase, as constcurclsd and recorded, eholi hove all nece eery UTILITY ,and ACCESSSFASEMENTS Conclusion of Law on adopted by the Ariac:srt,e City Council on the July improvements (reeds, utilities, fire protection, etre) in place and ocoeptod I. An acteement ie hereby reserved for and conveyed to the CITY OF ANACorms, 19, 2004. The following Conditions were required to be lderMified on the prior to that phaee recording. PUGET SOUND E.NERGY INC.(A.F. NO, 201702060113, eupercceded by the 0 face of the Plat, (26) A heavy maintenance truck eceeee road (15 foot width) snail be recording of this Piot), FRONTIER' COMMUNICATIONS TELEPHONE: COMPANY, provided to all utiiity etructures not located in the right—of—way, CASCADE NEURAL GAS COMPANY, ANDCOMCAST CABLE TELEVISION COMPANY and 1 (FF 177) The lots in this subdivision are subject to rsppliccbie water, sewer, (27) Pedestrian cis c sa trecte ehal€ be public, surfaced,• and fenced (per their respective succesecre end assigns under and upon the front ten (10) feet, II ; and etormweiter genera/ facility and hookup fees and transportation, fire, Perim Dinar approved deeian) prier to that phase re:conding, or as shown on the plat, of front boundary linen all lots, treete rind spaces and park impact fees. These fees are payable at levels in effect tat: the within theplot lying parallel with and adjoining allpublic street s >, as shown on • time of building permit iesuances and may differ from those fee levels ( } Trtart A shall be privately maintained by a Homeowners Association. the la t ( } timecurrentlyin effect; trer and water latecomer rfrom rrt, be r4 able. (29) The 4 acree of wetland habitat adjacent to the ACFL (Tract 8) shot/ plat, in which to construct, operate, main Win, repair, replace and enlarge chargesP Y tunderground pipes, conduits. cables and Wires all neeessa or convenient be eub•jec t to a conservation easement administered by an established p P ss, t , iacraJly hosed land trust underground or ground mounted appurtenances thereto for the paas;�psasea of 6 THE FOLLOWING A1~ TO BE E� CORDtl1l l THE FINAL RAT serving this subdivision end other property with electric, gas, telephone and DRAWING, (: 0) Tracts A and C shall be dedicated as epee epece and reneged by other utility service, together with the right to enter upon the streets, lote, a the Homeowners Association. ( 1} The City righ;�cfi` toy east of Lot t , Pea e ill, shall be yet fined by tracts and spaces at all times for the purposes herein stated. • (11) Fencing, as required by the Parks Director, shall be constructed on the Off ? ii the perimeter of Tract P adjacent to Phase V, Lobe 8-�-15 and they r 2. A road, sidewalk and pedestrian easement is hereby conveyed to the City of cut—de—eao. Thie felice shall continue north alongthe western and (32) Ma±;€mum elope in any direction in cui•--de—Noce shall be 8�.>> Anacortes across the exterior one (I) foot of rhea front boundary for pedestrian northern edge of the 30' NGPE wetland buffer located in Lots 8 and 9 of (33) Legal and practical access by public road shall be provided to the access, sidewalk and read encroachment.. In the event of rood or sidewalk Phase IV, Fencing shall be non—night obscuring. The intent of the Kilkenny property, replacement by the property owner or the City of Anacortes, the homeowners 11 fencing is to mlrsimi7,e dieturbonen to the wetlands and adjacent buffer. (34) Condition No, 2 of the Declaration of Access Easement from the ore responsible for the replacement of the lost property earner markers. a • The access corridor between Lots 10 and 11 of Phone IV shall be applicant to the Bowrane under , udiitsar'e File # 200203220149 shall be ' eliminated and added to the adjacent int(s). Prior to any adjacent site deleted in its entirety,, the legal access to the Bowmen property from 3. Tract "I" and ",J" is owned by the Rock Ridge South Phase 5 Homeowners 11` disturbance, the permanent fence line as described, together with the 30' Antane Way extends to ingress, egress, end utilities but many not actually Associotion far a future troll and to be left in Its natural condition. 11, NGPE buffer adjacent to the ACFL, shall be delineated with construction provide any practical use (depending on final engineering grades). fencing. Tract B and the 30' ACFL buffer shall be left untouched with (35) The expansion of the West 8th deetentien pond shall be done in such 4. A 20' Private access easement is hereby conveyed to over and upon lots 1, 5 the following exception:: a way that: the ponded area remain a "wet paarte (with the capability of 2, 4 and 5 as shown en the face of the plat for the benefit on lots 1, 2, 4 I a. Hand remove] of nen—native or adventitious plants as approved by the periodic maintenance/draining); 8 Inches of topsoil be placed on the newly and 5. The maintenance of the common driveway will be shared equally Pork Department. disturbed soil and around the entiree pond; and, subunit a wetland between the lots for which it serves. b. Hazard trees will be identified with the concurrence of the Parks landscaping plan for approval by the Planning director, a Department. Hazard trees removed or blown down shall be replanted by (36) Blaeting eon only occur weekdays between 8<13O o.rns, to 6 p.m. 5. A 25' Private nccees and utility easement is hereby reserved aver and upon • the Homeowners Assoc'sotion, subject to approval of the Parks Department, (37) Gee—technical engineering reports shall be provided for all lot, where lot. 6 for the benefit of lot 7 as shown on the face of the plot. The • with a .3-Moot, minimum oppropriete naive stock which shall be maintained any structure mray k beetled can or within€ttrirs 15" of a elope of �s grads minter-woe of the common mon driveway will be shored eguaily between lets 6 and b• y the Hrarneownere Aes�tciatiora until able to survive without care. 7. c. Fallen trees iin the NOPE `shall only he removed from the site with the ar steeper, i (i8) An evig atien easement in a form acceptable to the Planning Director a . approval of the Parks Department. A 10' Private drainage easement over an upon the near of late 8 through 11 li d> If the buffer is disturbed, a landscaping plan using appropriate native shell be placed on csdch Phase prior to its recording, g� p ` t 9 No clearing shall occur an the siteprior to a detailed, phased cos shown on the face of the plot is for the benefit of lots 8 through 11 with stock shall be submitted to the Forest Advisory Board for approval and (39) tl the maintenance being the responsibility of lots 8 through 11. I once approved, shall be Implemented by the Homeowners Association. clearing plan being approved by the Planning Commission. e. Trails through the NGPE shall nct be permitted without the approval of (40) No construction shall begin without a 10—year water quality Il the Parks Deportment. management plan and implementation program being approved by the City 7: An easement for unobstructed sight (sight easement) i3 hereby granted and i conveyed bythe Grantors to the Grantee, the City of Anecaortes (The City), over, 't Council, This plan end program shall be undertaken by an independent yf} ii 12 In keeping with the City's streetgrid street name system, the ctan> ultaant retained bythe City end paid by the applicant. It shall detail across and through the (ten) 10—foot utility easement area adjacent to Rock { p g the current water quelity in the Cranberry bake *etrerelled and then Ridge P ark; oy of the. propertydescribed cos; Let 1 Pleat of fort. Ride South Building Deportment shalt apprrsle street names. , ' describe a roc: sea for periodic monitoringand review bythe City Council Phase 5 and shown on the inai plot mep . The Grantor agrees not to allow any (13) The city of Anacortes e Pub€ir, f rke Deportment and the Postmaster and specific remedial actione that. Will b token if any sgnificant grater vegetation to grow within the eight easement area except for low growing 1 wall approve mailbox iooatiorss. quality degradation #s documented tp have occurred ae a result of the vegetetion, no structures or fences t i€f be allowed within the sight easement { (1 4) Street lighting shall be energy efficient and provided as required by Rock Ridge South plot; public car arrtent will be solicited on all phases of area, The City shall have the right to remove or trim any shrub, tree, the City Engineer, landsca in , structure or fence within the eight easement area which m a the tr,<zsfer quality pror�ror>a. P g9 may , ' (16) A detailed, final landscaping plan shall be approved by the Planning obstruct the view of drivers using the improved public road. I: Commission prior to con ruction beginning on each and every {>11 Only weeks,organic, os sarid to chemicallie. agents, may be used to together v�it�Fan overall conceptual LandscapingPlan submitted with then combat underbrush, and the like. p ,, 8. With the recording of this plot, all Parcels and or the Homeowners i (42) A five—year maintenance bond shall be established after completion r first phase; Lot 7 of Phase V shall have a separate, detailed, andAseocia;.lan within this subdivision are eubjesct to an encroachment agreement. approved Landscaping Plan that minimizes impacts to the hillside, of the final phrase of the pr eject; this maintenance bond is to assure that Per Chapter 12.��0 Encroachment Agreements are required far private (18) The developer shell purchase and install all street Signs. any remedial tic tsar-, ucatit�r cac'cirarbs that need to be taken ore taken. infrastructure installed within the Public Right—of—Ways. 'lee purpose of this (17) The project shall comply with the City of Anacortes design Encroachment le for said infrastructure, but not limited to; L.andecoping and construction standards as required by the Director of Public Works for related appurtenances, €rrigation System and related appurtenances, and any e i"l' 4 water, sewer, street access, and storm drainage. other items deemed en private infrastructure by the City of Anacortes Public J (18) A minimum of two off—street parking spaces shall be provided far Works Director, each dwelling unit, as required by City Ordinances. Required off—street parking locetion shall not interrupt or block in any way the required ` cub-'de—sac diameter or sidewalks, (19) The Developer will construct the downstream sewer capacity as required by the City Public Works Director. (20) A potable water system with necessary pump atatlarrs(e), pressure r reducing stations, and storage will be designed to meet City of Anocartee, i; DOH, AWWA, NEC, end other applicable requirements to provide a minimum 1 of 40 psi to each homed building pad and neosssory fireflaws. i (21) All infrastructure Improvements far each phase shall be constructed E j and approved prior to theissuance of building permits for that phase. l !, (22) A pedestrian pathwayshall be estobiished generally as shown on the i ;i revised site plan dated May 12, 2004. r« ...afo„rurutee i,i (23) The existing detention pond, when converted to to wetpand facility, shall; �z: HE!?<C1 at,. Have a gravity drain systems to the new pond bottom. flr4- t ,� j f;� b. Be vegetated on the perimeter and interior for sight screening, low > r�j',,� + Y' , ll maintenance (J.e.. no grasses requiring mowing), habitat value end access OWNER/DEVELOPER LAND SURVEYOR �'' { management. . J c, Shrill have safety iaenhes or ether safety features. RR 5.irn Yiil't (.((; D{'4[ j�E RRI 5TAD P1.5 < q 7 , l • (24) A secondary access (through driveway tenements as needed) shall ANACORTES, WA 98221 A�f CORTES, WA 98221 .• provide a vehicle outlet to W. 12th St. l' ,.: • , , ...,>., {, �� k abS,o34 • O3O3t c ..:o rrv j SHEET�"S;'.,'..JS 2 s.3:'�Y' 4 x i F.o-a,asc.,a....a�N.,.. >.+.we ,.....,. ..as.. ....x-..nc...-9: ...Jf. x�P .w.rn,:,i:.v..t,rG-..Taawcd'4'?L:.:2C'aD.�;'»XL".r.LT.e22t7 "Y,2.;Y.�•L'.D+:G.,. .,'ar._m.....-r..a.o.^t."'::t+„ ,. ._. f y�'fd 9Y: i Kf l .. ,Q ." > e °c i { (`� � .,.a �~r�° T L SCAE: Cds 1e''D 'vpii (� ; • �y l{1 i it S. t!wy}��� #� h )�•n� ,s j ,� ,1 .EIS �t s`Y i�`j....3.� t,.:.1„I.V 1 Sr, r-.+3 41R17�.� , ......r...»_....w;.>_ [! -w . ..+ ._ .w.,............w ....tw.;.>.r.;.i.:c +s �. .",bk"..:."er'^.Y. ^' ..... �.r r.,...,. .. .. ...•-:.,..- Z;...w•..�+....r».+,..,.J:..a�d'.nre:....;�:a..».r..o..i3...e..,...-..^+\'an'o"E"a.",�r'�>k. 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EQUIPMENT �f Jam'":�` �1!-"• �; BLOCKii.i . .,y t • 16 f // \. eC,. , f3�� t � _ r - '•,-.'--f—• _ ---1--."-' 1 t� CONCRETE D: ARM VISITED STANDARDS.r �� i ♦ / � A� \,s� . I (,�)t s �t �M{,�'- rf f1.i �\ t �`�1 i - # li, T.� f� 1,,,1 -I�r---- ; , ^�f.1. ? ! �' 7. ERROR �3 CLOSURE R �S lift S41t�CTQ�1 STATESURVEY ' STANDARD FIELD l TRAVERSE. `1 I ''',t 1 .-. .( 2(? c / �' i b fl� 1 �`f I ! j I..w - I I I ! 6. SURVEY METHOD: S f �s I. r / ,>i v''�. I 1 s t f I ; . ��` ,�., 1 t 7. B t CC l3 Ri[�i F�l l�t� o f f C RIDGE SOUl i t'N415 1 �Js tk!~2�61 A�tt I ! « \ ` //,J� � N\ , ' � f I i �� ` f S ; ti 1 `.\� l }ice --'�3"�- yy 1{� yyj { i { 1 (1 �}�et+yy, �/�t� N`• �•( + ��`�`' �'` /` '�,\ �,. { j�., D ! t, I f 1 ` , \. ?•_�♦t+.• ..i ^i/''t I ,C•✓ �`I' J ,1 .F"�'»f''' `,�: i € 1 f•.ti.Lil//t3 'Y•V Xs. s Ia ; „ 11 i f f..`I�r,/f `•• net,5 . A0 d_.' 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E I I \i I i"1 I 1 1 1 1 1 I € LAND `1�I SURVEYOR • i 1 $ I t I I p: I ! /�i I 1 1 1•., ' ' ! 1 I 1 1 ! 1 1 I OWNER/DEVELOPER `�.„. 1 € i 1 f 1 ,y"' 4' Mina AND" 11 s� I € fj I I I I I I I I I I RR Suse tt i V �.�LC DALE HERRIG TAD PLS 7 1 °` 1 ! I 1 L > � °° j � � r € 1 I f i € i I f �QiT�. POA-tw~ «i-_ 4 7-..i..Y..1w 2, " €. .t..stir �fi1..6 .5._ a ',-I n 1..,r.��.f« ... i.2,..1 !..1.•.*....i. 1,35 PO BOX 319 t 4 2� 'T � VALAKE i \ t3h'a'f.» EWER,'F� T 4�t 7Cit �7 �..,� .. g 98221 1 w w "90 ID 'rX it iY Is ,a d...-� A=+,�39,f4f 6''t�% �.�Xi,d78'M., 3 GTH DELI" NO* I.4A46 > 9, f� 60 - 93-•-- ` 31 360-�'c 9- 8 0 3�,a� • UEVC RIGHT-OF-WAY ...1 C t 125,1<0' 35. E 16'47 71'` TRACT BPHASE - #03- 037 -DEV ANACORTES PER nwo/Nos FOREST idl NDS PW OF FACT CONDITION. 01, GRAPHIC SCALE Cf3 i?Ye4� 43\i'. C'Skl f I ENGINE �;3 t3 � It3 4Yh �Z1 (360) ? �- �3RC4 JOB Atli Y 1�i� •« G/,:w: JULY 2018 =4-320 Whistle Lake Road,.�tr Ancearteo,... , , ,. _ 2 • fit 5'1"i' .. '• ' 1 xx�r. >x 1nq f . .•.,..:...+..:-v...w.,^•�y„rr.a,.,...+,m+....vrw.l;:*'}.'.S .:y...'w.k�n{tK.r:y,`'."c.:. .. a... ` -. -. .. -.. II `,* ! / END RERAR T ( / ti j/, . .� ffs PLAT OF ROCK RIDGE / . / 3 SOUTH PHASE 5 ______------- , ,\\ // /o / eb./ tc,/ ,i, , / \ -' ! 6°c / LOT 11`� NW 1/4, SEC. 26, TWF 35N, RNG. 1 E, W.M. \ \ N\„ , \\ / / A r / / 1`�Z */ '� 7,500 SF° //,// ,1 // (3' LOT 10 E` /' ' /,/ 1. CONCRETE MON WITH BRASS CAP IN CASE WITH COVER. ?,503 SF / Y / 4�� � �� 2.�P SET RE-BAR AND CAP PLS. ,�27807. / ��aP a. �3955� // 3.p SET PK NAIL IN SIDEWALK WITH ALUMINUM DISK MARKED PLS 27807. 4, FOUND EXISTING REBAR AND CAP PLS 27807 OR AS NOTED. J! / j/ /" LOT 9 'o //��,2 / VISITED 5-8-2018. / / �" / 7,503 SF / 5.U FOUND EXISTING MONUMENT WITH BRASS CAP IN CASE WITH COVER. / / / / d, VISITED 5-8-2018. / // �� y / [39531 // ;; ,/ 6. ®FOUND NAIL IN ROCK BY SUMMIT. // / qv /, { //� \ \ 7. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION. / / / A r /�a ^v3 ~4 / / \ \ 8. ALL CONCRETE MONUMENTS WERE VISITED ON 5-8-2018. / / .'4 / �v //1 4,� �, / ,..,/ \ 9. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. /! �., y LOT 8 / ,h3i // \ 10. SURVEY METHOD: STANDARD FIELD TRAVERSE. / ' r / / Q6.°7,503 SF ,i .•. :7ti / ti 11. BASIS OF BEARINGS: PLAT OF ROCK RIDGE SOUTH PHASE 1 & 2, AF / ' 1 951�/ / / V d, r,_; /2� �,cr / 2OdZ4009h. J / uy�p /��, �,/ J, 12. ADDRESSES SHOWN ON PLAT. ,\ !/ , / 6'o,,, ` �' / " ` bye/ .l�.f0o 13. SEE SHEET 3, PUD AND PLAT CONDTIlONS #2 FOR BUILDING SETBACK/ ,A,S. / / .o REQUIREMENTS. \ // � / !/! `��k, 1tiA lG2� 7. � ` / �LOT 12 v'- / / 14. BSBL _ BUILDING SETBACK LINE. G�� i �y �� /! �`` , .210� LOT 7 ,, ,:'2 �2/ / 7,647 SF A, / / t. 10,095 SF / a / „ CURVE J"/ V / FND NAIL IN .,,• ' E ZlJ // / ti3/ J+u�r�� mo NAIL NUMBER RADIUS ARC LENGTH�DELTA ANGLE ROCK BY r / ROCK BY / (�O !/ SUMMIT 'l�o� gel��°� / ,,, io yn� NNE Cl 225.00' 209.67' S3'23'31' l ! p9' / !� LOT 13 q^ ^ C2 100.00' 136.56' 78.14'35' LOT 6 c� , ! lJya 8,741 SF E` C3 100,00' 64.35' 36'52'12' / / / / �+~ _ - C4 175.00' 166,21' 54'25'01' c4 / 8,712 SF / / L 947 // 4! „ /.J��Q 1395� S�J'' 5'- G6 200.00' 30,03', 4 8 36'09' ' �i !: a / AND NAIL IN A. C7 200.00' 65.29' 18 42 15 /� •ROGK BY A�. 4' �``47/v4 / ` LOT 14 °' 4. n . CB 200.00' 70.51' 20'12'01' /�� WIT $ Ir,• 4��J / 9,967 SF . C9 250.00' 40,38' 9'15'16' //�`' 4, LOT 5 rs'Q - I Lv ' l C5 l .'6 ..7 , C10 250.00' 10.15' 219'33' cl , q, / Cii 250.00' 67,77' 15 31'51' CVO '0',� SDp 1q,600 SF I b I �'�Ij,4. a nr C12 250.00' 74.87' 17'09'33' � JD .)�'O, 'I I 1395D1 LOT 15 w. ti C13 250.00' 24.41' 5°35'41° j � � ° o MN t_ _ C14 75,00' 48.26' 36 52'12' "J •tvit' o I ' , 1/ , N 69. 9,678 SF END NAIL IN----- C16 150.00' 30.59' 11�4i300" \ ,Q,�h2o'PRIVATE- Ts t'S ip5-- 1j•f� 25 125� I 4r S9* 1 69 , ^ ROCK BY Cl? 150.00' 27.53' 10.30'52' � c i• .. a'I S t68 `D 5U�dl1T C18 300.00' 44.76' 8.32'S3' �p ACCESS AND it ryp ut l 69. Op, • ° �� UT81TY EASEMENT � CD I 4jS , ' FWD REBAR C19 300,00 77.93' 14 53'Ol !1 Qr j S• 1 LOT 4 d!%`�. " 1 (39481 9 !' ,► . 'f * GAP BY C2� 300 00' 0186 18'S6'41' :�� N6 I�Op, 11,94i SF 139431 I- 9 QN -iI LOT 16. 3l SUMMIT !' C22 300,00' 31.26' 5.58'12' in rn rti 414.Ir :25'16' Iai x el r�l 9,382 SF a / LOT 3 3487' t" �„' S ,T `\y! / LINE TABLE '' 6;94' 10,807 SF �3941]�$9, ' IN 21 6.9. ^ ^, NUMBER BEARING DISTANCE N S : '5'16'W I ~� ' "s, 59, e' -, FND NAIL IN L1 S 1'17'12' W 15.00` 12 M 6c'.5.4 4 �,o 39.16' �,5I 4gy 1; l ice ri ROCK BY 717 L2 S 37'24'24" E 20.07' a c 1° g. 6 �,/ SUNI�JT / ! L3 S 79'18'24' E 19,17' ti M ADO, - PRIVATE 2r9- �� / I LOT 17 . -'. _ !! ! L5L4 N N 220'12'01' 2' l' EW 11 030' �, 720' ACCESS AND ! I 8,321 SF • o 'I t,J LOT 2 ID f0 UTILITY EASEMENTA�EMENT / A`69. Itt o m '�'� // 7T 13 I / 17, N. ,ro T 1 4> PK NAIL IN SID£WAIX SET 0.50 FEET i 9,203 SF ? I 8,483 SF by j 1i y $�'IV sax c',u"e TRUE COPiWER j r 3937 �j 139391 ///(' / �f!139441 �9 ` ' _ I �,HER�?J v�v• of A ~----N}- 100.56' j�15.BS�GCa / / LOT 18 \� ` 1 GRAPHIC SCALE % �:.1 :1 ,j ® �. 9,830 SF \ 25 0 25 50 '00 1 A.�� `�x7e C3 / Sr. �h ,�'' \ j`�_. ( 1N FEET ) `�'w4�r>p `� _ N 88•42'4B' W 175.02' ---�---- G r° °s �a T*,`� / - L T 178.01' _ - �g yrr sry, W 1 inch 50 ft PM y o 0 4- t. OWNER/DEVELOPER LAND SURVEYOR 7-� ; -wig N 88.42'48' W 240.00' � RR Suc'wiltt NW LLC DALE HERRIGSTAD PLS T I r LOT 19 ....I-�Io W \ PO BOX 319 4320 WHISTLE LAKE ROAD -____I PEDESTRIAN 12,659 SF / ANACORTES, WA 98221 ANACORTES, WA 98221 PATH > \ 360-293-7431 360-299-8804 ar Al z M \ PW #03-037-DEV SHEET 4 OP 4 N 9'14'46'W 90.00' OWN BY: DKHSCALE: NOTED L. L �ERR��STA]D ENGINEERING (Sc SURVEYING 1 2 3 4 5 5 7 i 8 Y TRACT B PHASE 2 DATE: JULY 2018 4320 Whistle Lake Road, Anocortes, WA 98221 (360) 299-8804 JOB 2015-148 APPENDIX 2— Soils Anaylsis (Volume 1, Chapter 3.1.1) The Site is rock. There was not soils analysis performed. APPENDIX 3— Model Soil Management Plan for BMP T5.13 Note: Document is provided under Minimum Requirement 5 in this document. This will be a deferred submittal prior to the Final Certificate of Occupancy and before landscaping is done. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number on additional pa'es. ISite 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_1 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 -4—*—*—>—>— 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 plants) "stable"(yes/no) ❑ Product#2: ❑ Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native slants) "stable"(yes/no) ❑ Product#3: ❑ Quantity: cu.yds. ❑ Test Results:_% organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See attached Western Washington Phase II Stormwater Permit 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. ii. STEP 1 —Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of 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. iii. 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. August 1, 2013, Modified January 16, 2015 Appendix 7- Determining Sediment Damage Potential Page 1 of 3 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 Transport 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 runoff. Construction Site Sediment Transport Potential Worksheet A. Existing slope of site (average, weighted by aerial extent): Points 2% or less 0 >2-5% 5 >5-10% 15 >10-15% 30 >15% 50 B.Site Area to be cleared and/or graded: <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 0 500 — 5,000 cubic yards 5 >5,000 — 10,000 cubic yards 10 >10,000—20,000 cubic yards 25 >20,000 cubic yards 40 D Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologic soil group A 0 Hydrologic soil group B 10 Hydrologic soil group C 20 Hydrologic soil group D 40 E. Erosion Potential of predominant soils (Unified Classification System): GW, GP, SW, SP soils 0 Dual classifications (GW-GM, GP-GM, GW-GC, GP-GC, SW-SM, SW-SC, SP-SM, SP-SC) 10 GM, GC, SM, SC soils 20 ML, CL, MH, CH soils 40 F.Surface or Groundwater entering site identified and intercepted): Yes 0 No 25 G. Depth of cut or height of fill >10 feet: Yes 25 No 0 H. Clearing and grading will occur in the wet season (October 1 — May 1): Yes50 No 0 TOTAL POINTS If no surface or groundwater enters site, give 0 points. APPENDIX 5 — Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) ..� ` '"r.� 7• `� \ f •ii; J.SYCOR?,GPBD y • fA y� Go o / , \ :„..._ x \ 1 r - , ' „.....L o \ ' I • 1 ,`;' r if: 1" 10' U.N.O. S - , \` 1 r L �1 10-18-18 . ,.„.. 7 /�' e ¢• �Q ��• ry' \ REV.11-29-18 O ?g 3 F� TS 0� '� ,! b?),�$•S' ' s i r. SS .,��, �=.. isp \ t Q e>_ �p `\ ` + 1 • I LANDSCAPE LEGEND '\ ? (� 1 I ` o ` 1 1I� s. 1 I O ., W LAWN AREA > \ 4,�'e \ - 4N a 6 ,' r r -� '\, LOT 4 v,F. '� o r sass \ / • " 0 ,\ \` l 1 •I , CONCRETE DRIVE p 11 141 5 F • ' / . v-.• r--..i----------•-,ram . w MULCH- PLANTING BED y� ' ,,�_; \ blrP'G� .71sJ: !**1-`r-RT \' 1 `\�._\ t \/ . 1.I+4 o.YC. S11�°a.I.\W �.ICYS 1 I • EXISTING BEDROCK S��6` ' was T a`. -�1'� : tt r DECK / \ • • • r a t >. 1 in m 11 / y ;/ r \ l .t- r. ~ NIB` 4' •,'~ �: DECIDUOUS TREE z • ?; // �� ' ` \, u_C) 1 tr Erili:ir ":- - . .. ,:.: . ?a'; yi ,'�`-sect„,„,.. 'i e t .. l 34.87 r �,t- \ , x F' \VV ��//y \ 41t.91 e. �-- s� i Y . 1... , , .. I ; o�r tr w : covcRev I . 44 )r� v I tr q:< �p/4 '= CONIFER TREE �' t I 5�' 1.. J ,,, I :•I to a1'-)�. u4 �� / PORCH / 5FR 1 a.. ,q• \�. 1r"�,"-' �\. I I I i o r c'�t 'u �'t� ;�/ \ r` du �f1 R\ I 1 I � 11 51(�7 .O SA '�j ''� \` / / fP-4L9.0 \\ U �\ f �\ /�• ,. /, rr/rnld� q, 1 �` , 11 ?j; m SJ1• •L n, 4-maw �` ;r' I✓:. . / \ry'� / / `` ' '4,1 6.\ -- \ I n ,i•j _ ✓ prtrrw.r / f I . 6s 9 :I • o`; .5o.• TO / ; , , LOT 3 /- I L t' SHRUBS/ PLANTINGS '^ - ,` r ,/I / A'' 10,80'15F .Q `� r r�h� ?- 4rio''�. ��: j r / ` /' :,..r.,,1•'.,: .„. 7.- ,.' i 14 .\~t 1 •I 1 a�''- r,•_• • _ ._ _ - "tom�,.y: ^'�. `:t j. Qfi n' ice Z MINIMUM TREE DENSITY 1 • I \ / / 4. ' * +/ _ - - 4 , ?P� Z Dt .►�. b 1 s \ �ORANY HIAt P! • AMK11RTb MUFKOC.•1 Ct \� `.` \ �```- .„ - ' n. ,�4�. .� 4 v 1'10 , 4' UiN�M4We lli < W Calculation of the Total Tree Units Required.The total number of tree unto - #t ` `kr // / ` `� �' .-M- ", -�'`) — L, r- \ b b• • ri r' W Y- 1 . requtred to be provided by a repulated prefect mime conopvmon pem,U " :i�. \. -ri !.- — f" `�y-,�_—"�--�}4•E w,h 'i'ti,�.,t�• y.;. , -..1 (21 W fi'�- , . 7------ -i w -' S7 5'F . h q. , vact �{ J�`�/ —.n Voppruvel haled h 5edlon 16.50 t00 shell be lalwlatcd by dMdlnq groin ala v I,C .` . �: / / �.. /. `. '�N'Y )!""^^" GT1 " ","-" / 4 "'�� area.minus dry piMJe plhale skeet dphts-of+uay,,by one thousand Table I ° • • '\ .. '� (`ae9D rra�tt}i�t� tom V i 7 9 O _ e . ` ; fit ` ` ie .' '4719 `' ` -�c>r {^. •1j i! ,!p dt)r'M' 'o''v``v'-'' •.. --.:1, l� 16.90.120i0).The result of the calculation will be the toter number of tree units m!.- \( . `. \ J •, " ,,. 7 t/ll" u�", . • <"' required for the project approval wthtn the building atte. W(`O 'r• ` , 4,'7/ / ` 'NV, SI'1>`- Y�M>+ L)t 1•UC ^•c'F1iL•1" \. ` 2 3� -nf• -, �\ '� m1°' \.. . ` / / ,'/ / / - Act..at. 1=IN%sµ� 4s:..p�s• s` 6 .` ? �'^ t/ t) �L Z LOT SIZE:10,807 SF TREES REQUIRED:11 k,\oS•;tr`.`� 4 GARAGE `� r !/ �{�Sae PJ prt5 w t h 'u� ?7'� r� •'�'4 q W V 4 �z S- .. �`. s. p0 i/ / 5112 FiW; >f.1�t+DEs c# ADA►GEi>r /6,.1f��1� ,,') ;1i, 0 '11 0oC �6��\� . 0 �/ r 3 r i ry 0 IZ .. -- --- - S. `� ` 4aA i! /� 1 2; LL 'tr11 , 'Q i Y,♦ k.�,r ��:"/i vn•,»mV-IOD4 yr dt :: LOT INFORMATION /. lug 11t� A w� 4co.p N'� Pa,Nta►1t LtIJ etc-et�d> 6rnP ` v� —1 Q- LOT SIZE:10,807 SQ.FT. '�! � � �`�� i'`�l.r'� `1 / ! �'G°` ,i: to MAX BUILDING COVERAGE(35%)=3,782 SQ.FT. 'J�`,` \ i�/ /`1 c to3-Ht�N�t5 Ft�,tx W c,lha .A +S \ ! �, 37.59' . i y/ R1,r Cu tx T NIC ACTUAL BUILDING COVERAGE 3,450 SQ.FT. ` F rU �t�T Gv�r�. ! > N -`---- _ 1T1TE s `��\. �'' r�' !! / { •. ✓ 1 a GcltiCf SH TFIc+I k'.I>.1tF'P �,clbY� ! i HOUSE IMPERVIOUS:9,996 SQ.FT.(ROOF AND DECKS) • �i rc> ttctlaff, f�tacsll'tf.N ! / m �„ , 4g DRIVEWAY IMPERVIOUS:2,310 SQ.FT. S. 74D C?c-11 T+t�D' m1'`y>j. L`s»�C'` 'r' / `` U '1 • ! / 1 r' I ••. I !� v � � 1 LOT 2 LOT 1 �,��,�sft• . ��� �, �:i,r PARCEL# 134314 c. ,, . Z E. -: q,203 SF act . 4 , 3 OWNER: PENIS AND PATRICIA LAIN II s x E to ,J) ���' GN•`.blr� Gt?S(_l {J►LL M�►7tFY N'�`,,,h i I,' v r �,p• Ib CW.1`�L�Ctt .] SwPP ?G ♦/ tc/'Y6. �— Cah' V 2 IS) yr.l sr i / 4/-,•^Dy {kit c-av_'►.tT. Ue'ti D 7� / Z/spy i$ ti z • 'Vt '! ."'o I in (� SJ'�rn.Tf tAjce ---j ,': •iL` , .. / • / ' 2 is O ++-a to I� V�et10)� Ip .�YY1T . .'' / / !� OWNER APPROVAL • V I '1/4V Si / ' • lv\ l� rI ti 1 ,i / / , PAGE: • V N O . I I / _ M A' .•.•.,. .0•0 N,! APPENDIX 6 - Documented Site Photos (Show all directions of the site, including frontage) (Insert Photo Here) Location: Descript en of the photo: Photo taken by: Applicant did not submit photos of the site. Being that the site was recently platted, the reviewer dic not make an issue of not having this document. Conversations with the preparer of the document understands future submittal will require this information. APPENDIX 7 — Drainage BMP Facility Maintenance Covenant Note: To be recorded prior to: 1) Temporary Certificate of Occupancy; 2) Final Certificate of Occupancy, and or; 3) Final Acceptance of the project. The attached document is in draft form. The applicant should work with the the City of Anacortes Engineering on obtaining a final copy before recording. This item is not applicable since all Permanent Stormwater Facilties are publicall, owned and maintained. \, ,...,-,ce cifl - -.0.4 .,..>„ sJ %"•,. 70, ',.,. ., . " — b 0O446 \'\ f gat CUSS 1. �~+ ,n F� ,,`, LANDSCAPE LEGEND �a¢ \ I L AREA c..izo / • tt: —______ f -\ Q . \ hbO r . , ��. 1 LOT 4 >- __ . I CONCRETE DRIVE O >� OCO . I ,,''...7-'. ' 41 IC, �, . / I ii 11 ,941 SF o - !' Mill, ______________ ,,,,.. ,... ....„, MULCH- PLANTING BED ` f • \�\ v ,t ice, - ... EXISTING BEDROCK i 1� ' ' t: r i --.::.;.'-=, •76. . . ., 1 l' CAD r- a DECIDUOUS TREE •L7 ‘441 Lrt}t • I I ' okkk 1 I -. 1r4_6-1-.. CONIFE.R TRE= , i ,, --; , i7� 7.' /• SFR / .-tom'-- _'�'u �� 1ti\�� �' -....., , -- /,. , , . Or , . . ,, • - ..., � � SHRUBS/PLANTINGS _,� /_4 � 1' LOT 3 1,,, 'F.\ . p. L I'Icy= Or' / ,, 1O,r;01SF �„ A a `\ ''� I ut MINIMUM TREE DENS(1.. �: J..a� v� _ ! I /� /J �� Itr Ui .+is..wnr.„. —• 1) `. �� . �.••; / •I ''lam ' Cl�^��+ .� �di...Q fti 1.,�F 1�.%/``I M�.�..� F as..rta.samaw!le re . .rwp..w 0*.......—P.—.s 1 nF'8�. a{�- ```:�•...— - - - {, '31E'�r �'},�` lti•%,-X_.^ .1 :!I„,„,.....*„.,....„.. i Cl s'+a.+v..NNs]Pct caused q.a....y 0,....., -- ..4.w ,P... f PAL— �5 F�j,•aa-.. -:-: fit:- �. l - — D er.e.e.v's.w.r.Pti.•.sa`...P7s (r� " n • ,`,. ,- /� ,.r 1` ft •;- we r••x•"]'Mr w...'a.."---- .a....sr ta...ror a Nor until s...a v...P.a#.c�v ..w.ITV n..syar ,' - / +`�, �.•.�YS ,::::: _ C.i. _ - '_ mJ. ,/ �� -tit.ca ti }-. �y -00.d LOT St=_1 C.-s.5F I cc RE_,...-vozw.11 _ T i f ' • • L�;:c ' ,f :•jr�y.. %`', tins ; Z • 1aLa. - LOT INFORMATION rr1'p+ s �,� :�y �l/v'';LDT SIZE= 704 SD. I ,i .fi ' i;� �r�- r _ j. . MAX 3UILDIN G GOYS W.GE e5%)•3.1.2 S.,FT �i - 'IV' � q•� 4. •... /�� 1'ri° ACTUAL 8uL'DI;•IG G4VER,LrE 3 A5v^5.^..F': / 4T ,y"'.s +� / k0 MOUrEINIPERYIOUS'3,9tics.:-FT (R✓OF AND DE:r�) /13Igs.� rock - I1v po--ewti�l for eros, V .. /I \ et I ion avlcl ' `' NU cleciritiS Iivnit fevIce needed - site and sltrrocwiiiis DRPEr erIMPERVIOUS'i31052r, 1IL �r sed i vnet-�t ladel� rennaf .f. ..-Sires Inave atreaol�l 4)ee4t ca►m{�letel4 cleared / 1 u /'� v p / ` `n i LOT 2 LOT 1 / / CI 2 PARGE1 134314 Z `' SF i- 8,483 SF / ,- n ADDRESS: 3g41 ROCK RIDGE PARKWAI' I 9,203 ,� ' I 05 OWNER_ DENIS AND PATRICIA LAN! - I e`''�,� �� u w l� 111 /� '`, Ui w t v �'h /1 s/I q =Cy I�f Yy��1Ce , f v 2I ,'' ' Q _ w [I 1 1..g.. (P I.§ ii ‘. / i2 t L, ii) [* (r,f. a Kil)&14t ,BAN 15 •-2p1g � �pc, , los1 ";,I T Y OF ANACOR 111 I i / r O PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT e S�I = II FAL/ PLAN REVISI©N /ADDITIONAL INFO COVERS E ET 7 li .' 9� I ailing Address:P.O. Box 547,Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 JAN 0 41019 Phone: (360)299-1984 a � r Permit/Project#: pp; tksStt.t•1"t%17 yg-T Date: 1- 3 la Project Name: LAW F.** 9ertcE Project Address: 34141 I?r uc Psi p tvic. L cvys( Project Contact: r 1,44 S%rco rr.A Company Name: SYid.o► P Contact Phone: 3 b0-4 2q •4(e 3a Contact Email: �iw��5 ico rd.in wte dash.40 km Has the permit been issued yet? El Yes 119 No v All revisions must be either clouded or highlighted & wet stamped by an architect/engineer(if applicable). Has this been done? Yes 0 No What department(s) is this resubmittal/revision/additional information to go to? 0 Planning Dept. 0 I:uilding Dept. 0 Fire Dept. ® Stormwater 0 Public Works Dept. Is the plan revision or additional information,in response to a plan review letter? I . Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No,the revision or additional information is initiated by the applicant,landowner, designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: Are you submitting a full replacement? ❑ Yes 1- No If not what page#is being replaced? Two full sized copies of all revised/additional information is required. Has this been done? ® Yes 0 No Two 11"X 17"reduced copies of revised site or floor plan is required.Has this been done? a Yes 0 No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. R3 Site Plan ❑ Building Plans 0 Structural Plan ❑ Landscape Plan 0 Parking Plan 0 Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist 0 Wetland Report ❑ Geotechnical Report ® Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan 0 Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations 0 Grading Plan 0 Survey(Boundary/Topo) ❑ Mechanical Plan 0 Plumbing Plan 0 Other: ri.Gtg ,,, v_, ,,,„ JAN 04.'2019 11, ii SYKORA DESIGN CITY OF ANACORTES 14043 YOUNG RD, MOUNT VERNON WA 98273 January 2, 2019 Steve Lange Project Manager,City of Anacortes Public Works Department RE: Response to Review letter for 3941 Rock Ridge Parkway Steve, I am submitted the following requested documents for 3941 Rock Ridge Parkway: • Storm Water Requirements#1-#5 document. This is a new form, so I'm anticipating it will need some refinement as you review. I have used some information that Jason Sterling provided since he has gone through this document with you on an neighboring project. Please feel free to contact me if you need further information and we can work together on compiling the details. • Figure 1-2.4.1 and 1-2.4.2 Flow Charts for determining requirements. I think I've filled this out correctly, but frankly not sure. Does existing impervious include the empty, non vegetated site or does that mean any new roof and driveway structures? • Site plan with updates: o Existing driveway cut identified o Existing sidewalk identified. o Proposed property corner elevations marked. o Erosion and Sedimentation details included on separate page. • Additional copy of the 13 Elements SWPPP. • Copy of the Rock Ridge Phase 4-5 Storm Drainage Report. Jim Sykora, CPBD Sykora Home Design 360-929-4639 jim@sykorahomedesign.com ANACORTES PUBLIC WORKS DEPARTMENT 017`: Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 yam. ry E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 1000 Memo Date: December 18,2018 To:Groc Fyrrce(Permitting)and Kait Nelson (Associate Planner) From: Steven Lange Subject: Review of the Building Permit Documents and Site Plan—3941 Rock Ridge Parkway cc: Don Measamer, Eric Shjarback, Libby Grage The Public Works Engineering completed a review of the submitted October 30, 2018 documents for the reference Building Permit application and related Site Plan on Tuesday, December 18, 2018. Below are the findings and recommendations: To date: - October 30, 2018 —Submittal to Building Department - December 18, 2018— Review completed by Public Works Engineering and routed back to Planning\Building. SITE PLAN: 1. A further review of the site plan will take place at the next submittal when additional information is provided, as identified below. 2. Provide finished elevations at all corners. House is being elevated by 8-feet from existing grade. 3. Identify all off-site improvements. More specifically the sidewalk. Maximum width of a residential driveway at the street is 20-feet. If one exists from the Development construction, label existing. If not existing, identify the limits of excavation. A Right-of-Way Permit is required for this work. 4. Site plan does not take into consideration any Erosion and Sedimentation details with the exception of catch basin inserts in the area. Site Plan will need to match the 13 Elements identified in Minimum Requirement 2. FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT: (Figure 1-2.4.1 and Figure 1-2.4.2) 1. Not submitted. See attached Minimum Requirement 1 through 9. DRAINAGE REPORT (Not submitted): 1. Minimum Requirement 1 through 9 were not found in the submittal documents. Applicant needs to complete the attached report and submit. 2. The Herrigstad Drainage Report, dated April 10, 2018, which was accepted by the City on April 12, 2018 is good for Minimum Requirement 7 — Flow Control and should be included in Tab 7 of the report. 3. Minimum Requirement 2— 13 Elements of a Construction SWPPP was submitted and not reviewed due to no site plan attached. This document should be included in Tab 2 of the report. Enclosed: - Minimum Requirement 1 through 9 (In separate PDF Document) OCT 3 0 2018 y °� Planning, Community, & Economic Development De ment , PO Box 547, Anacortes, WA 98221 OFpNACUHTES PH: 360.299.1984 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: DEWS * IP4t'nR-VA LAMA) Site Address: S 19'1 IZn c,►,c,, 9-Wiff- Qtk12-‘4vW' Prepared By: 11vvt `5,6eORA The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for N.. These elements must be addressed for construction activity adding under 2,000 construction activity adding 2,000 sq.ft. sq.ft. of hard surface area. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or Justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. ❑ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. S tTE t5 tOrvtOt.EEj' t`f G1. deR-12D. NO V'E6Atetil0r4 MLA BE ✓vrA-1t 1A1t4 - N Ea/ll T19 t,S 0 t i- Tb S S ,At S rokt.t- -O D V tLi Pt t4 L►rNvO S c tft P t tV e4. Page 1 of 8 March, 2017 ELEMENT 2: 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. 11:15 wlP C 1 O.c - c nr rs rizvc n.o►.J T'P-4•4 Td BE !A!S PR¢tojot TO C Div ne rc-n as, (Novo< i3E44�wuir.(Ysl. ELEMENT 3: Control Flow Rates ❑ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. ❑ Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Mo NE-At F5s, sr-02.E#cl1t ort IDrQ-rPc6rvWlrE SK. 41- . 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. E Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. ❑ 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. wlP C.253 -S1LY rwc,t To 1,L. )N5 ON St it- 44_arki// 5 o u TM{ Pit,P€..-2rr L 1 w P n iR. TO c Erns S t-'v c r 04 • ELEMENT 5: Stabilize Soils L I 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. 17 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 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. g,M p k V22 - 5 n c. C O k.PIE -t N-C41 -ro 13 E- US EO ory S a i L. S7-0c it-Ott.E.1 • ON SLe, P Epp prom s B P G23 r Oat C(z30 r0 S f.-os E.0 TO S 1'14 Pi► L I ZE 5Lc) E-S 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). Page 3 of 8 March, 2017 ❑ 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. n 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. LI 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. 5WIP 12 D ro gE USE1D TO Si'►4F3 IL-1z- St,oPEb 1°Ii--AS. 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. ❑ 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. 5 Tam wt D 2Ar n) I IV LET +Pe-dre-ex1 oP4 To B€ USE-i) aAi Nei g CATCt4 tti�51NS. Page 4 of 8 March, 2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. 1_I 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. N0 c-Phiscr.iNG.LS or.. 6umET5 ON 51rE- 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. Page 5 of 8 March, 2017 IJ 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. ❑ Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. t5vvnP US4 To gE usEv otm s ire ro corn ran a. PoLtiu KITS. 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 Page 6 of 8 March, 2017 of water quality standards for turbidity.The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. 1U IEWAT1 12.1Nil 004TtGtP1kTV0. 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. CI Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. A LL 13VnP' 5 TO ROE WtPrtNT►Am-lam uLt,D t'7 u1-I+'4 C0AsS rz-ve-n CroN1 ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction,the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at all times. Management details starting on . LI 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. LI 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: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance.The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑ 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. 5 orevu un4 rYt ¶m{''S TT) Fb€ VIA OM 1 ro fZ-645 P-t ruin%nl n1-1 NI sit) wY i 1-ts_ 5 u I L-y - P u l-u'4 y e or i-s M4 c-n ON. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see . for requirements. I . ..4 01," ) 0 - 2- 9 - tg Ao• icant Signature Date Page 8 of 8 March, 2017 ItHEV111111 , It, OCT 3 0 2018 li HERRIGSTAD ENGINEERING Ps CITY OF ANACORTES Civil Engineer toad Dale Herrigstad, P.E. A.98221 (360)299-8804 ROCK RIDGE PHASE 4-5 STORM DRAINAGE REPORT CITY OF ANACORTES Ae_t_47PieT L54 12 April 10, 2018 , Job#2015-146 Prepared By: Dale K. Herrigstad RE. otitRiG ' ,,,,„, av ANASI04, 14 I .77/, ,.., f ... 27807 xl 1 °, tOISISVP,d) I f)0,2,0 I e 4.10NAi,‘" 4 -Iv Owner: Strandberg Construction PO Box 319 Anacortes, WA 98221 2 TABLE OF CONTENTS Page SECTION TITLE 2 PURPOSE OF THIS REPORT AND MEATHODOLOGY 4 WWHM2012 RESULTS 3 SUMMARY OF RESULTS ATTACHMENT A Basin Plan ATTACHMENT B Existing Rock Ridge Pond Plan ATTACHMENT C Proposed Rock Ridge Pond Modifications PURPOSE OF THIS REPORT AND MEATHODOLGY This report is to address the detention requirements for additional impervious area over what was originally designed for the Rock Ridge South Phases 1 -5 developments. The original report addressing Rock Ridge South was completed in August of 2005 by Young-Soo Kim P.E. P.L.S. The report indicates that the Rock Ridge Detention Pond was designed and constructed prior to the 2005 report and was designed for the Plat of Rock Ridge and expanded at some time for the subsequent Rock Ridge Plats including Rock Ridge South. The 2005 report was used to verify that the design did allow for the Rock Ridge South detention requirements and address water quality. Speaking with Irving Construction whom developed"The Meadows"in 1998,indicated the pond was also designed for this development. The design used the 93 DOE Storm Water Manual Requirements. This report will address additional detention issues under minimum requirement#7of'the 2012 DOE Storm Water Manual,amended in December 2014. Minimum requirements 1-10 were address in the 2005 report from the 93 DOE manual. Each building permit application for the 33 lots of Rock Ridge South phase 4 and 5 will address minimum requirements 1-5 for each lot. At the time of this report all infrastructure has been completed and only the development of the individual lots remain for Phases 4 and 5 with single family homes. The 2005 report allowed for 88 single-family residential home sites for Rock Ridge South at 2,500 square foot per lot of impervious roof and driveway area. The roadways and sidewalks for Rock Ridge South were accounted for separately at 4.657 acres. The report results indicated that the detention pond had more that adequate volume for the flow volumes. The designer utilized the NRCS SCS methodology for the comparison. The comparisons results were summarized in the 2005 report as follows: Design year Pond allowable Pond Actual Discharge Discharge 2 yr. 0.570 cfs 0.60 cfs 10 yr, 3.939 cfs 2.38 cfs 25 yr 5.479 cfs 3.13 cfs 100 yr 9.966 cfs 4.65 cfs 3 Within 10%allowed by DOE This report will address just the average impervious area over the 2,500 square feet originally designed as well as the south eastern portion of"The Crossings" 12 lot Long Plat that is currently being proposed before the city. The approach we have discussed with the City of Anacortes Engineering staff is to determine a volume requirement above the peak pond design that would accommodate this addition impervious area for the 100 year storm event using the current WWHNI2012. The pond berm, outlet structure as well as overflow structure would be raised accordingly to accommodate the volume. The current control structure orifices will not be. changed. ROCK RIDGE SOUTH PHASES 4 &5 ADDITIONAL ROOF AREA The anticipated average of impervious for the 33 lots of Phases 4 and 5 would be 5,000 square feet per lot or an additional 2,500 square feet per lot. Total new impervious area would be 82,500 square feet or 1.89 acres. Predevelopment will be modeled as landscaping grass hydrologic group D rather than Forested because the 2005 report modeled the postdeveloprnent as grass which we are replacing with impervious area. Water quality was address in the 2005 report for the roadway and no change in roadway has been proposed so this report will not address water quality treatment for Phases 4 and 5 of Rock Ridge South. THE CROSSINGS EAST BASIN The Crossings 12 lot Long Plat is a 5.20 acre site the discharges to two basins. The northwest portion of"The Crossings"will discharge to the west to a new proposed detention pond designed separately from this report. The Eastern portion of"The Crossings"is identified as a separate basin comprising of 1.00 acre of developed land that includes the right-of-way for Oregon Ave/Meadows Lane and an additional 0.70 acres of offsite property that will pass through this basin. The basin will comprise of 4 lots of"The Crossings"and adjoining road way: The design will allow for 4,000 square feet of impervious area per lot,0.37 acres roof, in addition to 0.22 acres of road and 0.07 acres of sidewalks. The 0.70 pass through basin will be 4 lots (4,000 square feet/lot)and yards or 0.37 acres of impervious area and 0.33 acres of grass. The pre-developed conditions of"The Crossings" contribution will be forested. Due to limited downstream space,water quality will be design utilizing Filterra treatment for enhanced treatment of road and driveway runoff and will be addressed in the drainage report for "The Crossings". 4 ROCK RIDGE DETENTION POND The Rock Ridge.detention pond expansion design will be based on the existing surface area at the peak water level at the existing overflow structure of the existing detention pond. The peak pond elevation at the overflow structure is 248.0 feet and the area of the pond a 248.0 feet is 30,836 square feet(0.71 acres)and is based on a current topography survey of the pond completed on January 24,2018. The following are the design parameters: Existing conditions 1.89 acres.grass/landscaping -Rock Ridge South roof area contribution. 1,70 acres forested—The Crossings contribution Total 3.59 acres Developed Conditions 1.89 acres (RR South)+ 0.37 acres(The Crossings)=2.26 acres roof 0.22 acres road(The Crossings) 0.07 acres of sidewalk(The Crossings) 0.34 acres of grass/landscaping(The Crossings) Pass through basin 0.37 acres of roof(The Crossings) 0.33 acres of grass/landscaping(The Crossings) WWHM2012 RESULTS WWBM2012 PROJECT REPORT Project Name: RR Pond Design Add Site Name: Crossing - RR Site Address.: Anacopper Mine Road City : Anacortes Report Date: 3/27/2018 Gage : Burlington Data Start ; 1948/10./Ol Data End : 2009/09/30 Precip Scale: 0.80 Version Date: 2016/02/25 Version : 4.2.12. Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 5 Bypass : No Pervious Land Use acre C, Forest, Mod 1 . 7 C, Lawn, Mod 1 . 89 Pervious Total 3 . 59 Impervious Land Use acre Impervious Total 0 Basin Total 3 . 59 MITIGATED LAND USE Name : Basin 1 Bypass : No Pervious Land Use acre C, Lawn, Mod . 34 Pervious Total 0 . 34 Impervious Land Use acre ROADS MOD 0 . 22 ROOF TOPS FLAT 2 . 26 SIDEWALKS MOD 0 . 07 Impervious Total 2 . 55 Basin Total 2 . 89 Element Flows To : Surface Interfiow Groundwater Trapezoidal Pond 1 Trapezoidal Pond 1 Name : Trapezoidal Pond 1 Bottom Length: 176 . 00 ft . Bottom Width: 176 . 00 ft . Depth: 3 ft . Volume at riser head: 1 . 2803 acre-feet . Side slope 1 : 3 To 1 Side slope 2: 3• To 1 Side slope 3 : 3 To 1 Side slope 4 : 3 To 1 Discharge Structure Riser Height: 1 . 7 ft . Riser Diameter: 18 in . Notch Type: Rectangular Notch Width: 0 . 093 ft . Notch Height: 0 . 853 f t . Orifice 1 Diameter: 1 . 3.36 in . Elevation: 0 ft . Name : Basin 2 Bypass : No Pervious Land Use acre C, Lawn, Mod . 33 Pervious Total 0 . 33 6 Impervious Land Use acre ROOF TOPS FLAT 0 . 37 Impervious Total 0 . 37 Basin Total 0 . 7 Element Flows To: Surface Interfl.ow Groundwater Trapezoidal Pond 1. Trapezoidal Pond 1 ANALYSIS RESULTS Predeveioped Landuse Totals for POC #1 Total Pervious Area: 3 . 59 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 . 67 Total Impervious Area: 2 . 92 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow (ofs) 2 year 0 . 097728 5 year 0 , 204066 10 year 0 . 297382 25 year 0 . 441591 50 year 0 . 568158 100 year 0 . 711112 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (cfs) 2 year 0 . 040269 5 year 0 . 06076 10 year 0 . 078102 25 year 0 . 105033 50 year 0 . 129249 100 year 0 . 157488 The Facility PASSED . 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L \\` :�' \\,,,,, ``` 5. ` 5% 0 g ",,,.. •... ....c....... . . . ..,........................,.............;.;; • Firel .4.104 z°4114 ... „A....a.,,,,,,a,,,,,,,.. v..,....Ts...".„‘",..„..,......;=____........,...,."."..,............. A tairb rg• CO \�N:••• ..........".�." }--.... ..3sisilliS CONTROL MANHOLE OVERFLOW MANHOLE E w w iITHBIRDCAGE ELEV . �,p ✓ p `4 / RIM TOE' 4Bt0 / (Al // .•./"/V' RAISE RIB TO ' t ' • y mil TOP OF BERM . ,,,.,, ' . 4 e itte E L [ \ "...` 49 ' , .,ri<- ,/ ,", , ' /./e RAIsE , • ,.....- „..--- „Ate-- ,„4„4- „„...,,„ .25017 ' f „, . ft., , ,,,,, ,, , .,,,,,...,,,,;,,,,::::::::::„..,':::::,.,,,,,,,''''''''siii..........i...:,,,,,,,,,,,,,,,,,,,,,,...:,,,,,,,,,,,,,,.,,,,,,.. ,.....„....„ 2f i • / • ./ ., '. /' • 1 i ; of ; I I / , .,, 18 p EP,,,,,,.,/ , : • : ; : 1 / SD INv ..... 237 ‘ 94 .... „. r s t '• • f •' / % / / ; / / i lin t f III ! f '� '/ // // // / • poND Bounm „.... . 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S. f MI ,' •• ,' S f f ' ' / / / ' / % • • • I • • % I f ` 1S31. , . f f / ' // /' / RAISEPflN -D BERM 1 . 7 FEET f f f i / - i / bot •• f \; ., \ \%\ \ , / / { ; / ; ; % /// TO A TOP OFBEPSM ;f 1 ,• �' Ns.. ;/ l i /7/ {[}'�y■',)to.$ S ,,fir/ / / //(((yyy /o:/ ELEVATION wY F 250 . 71 °% - °▪ f, _ ,,/�/ ' Q•rs / / /� ' IN THE AREA � � EXIST* SMH tiitst.▪ % / ' / / / HATCHED A t , 000 F. t ru 4 '.z ..,.,, Kam" / / / / / TO .., / / A , TOTAL CY FILL 315 i 534 7 ' , sue'/ /// 9 / y,_ �•, '••"r• "s / ,.,,/ '' .,///'///// i % , ,. ,• ;� GRAPHIC ALE In toli tm .. w.w....w •r...w.w..,✓.. , r / •,,,.,•.. bq, /'y � 4 µ //•` fro- II In `Y/h� DH ( IN FEET ) ,. 40 ft. . . . , . .. , _ W Roo< RIDGE DETENTION poND 4320 WHISTLE LAKE ROAD PROPOSED MODIFICATIONS ANACORTEso WA 9822 1 299WM9 04 Aprft 1U . 2018 y as NEW BERM 1 WIDTH I-�-- 10' I EXIST,BERM EXIST. ��i.► LEVELGROUND I 13' + OR -- • 311 GRAPHIC SCALE 20 0 20 40 80 N ( IN FEET 1 inch =40 ft. HERRIGSTAD ENGINEERING & SURVEYING ROCK RIDGE DETENTION POND 4320 WHISTLE LAKE ROAD PROFILE MODIFICATION ANACORTES, WA 98221 299-8804 April 10, 2018 ATTACHV' \- D � w H ;7' as en S 0 ig, vE.:-t _ �- , 1 / I 4 1 1 1 f II I 1 \�1 TRACT "A " PHASE AF #200701240094 AF #200806300 7 \� 0.87 ACRES --_______— 5,59 ACRES ' +J cx C i • • CM c'' T • 03 /iz 0.4 c LOT 1 ,/ 0 R.,. 1 {1.C.07 [-q,[1-i 2 � IF. �C 13,551 SF rj co ,'4/ ; f n• �4 �0 a�i .PHASE 4 '' /, OCT 30 :2018 AF #201711060065 - _ 3,84 ACRES ,,I / l/ '' • v LOT 2 ,' ,' % ' ; 'Ill O O 11,842 SF;,'' ' '� CITY OF AI�4CCRTES p� LOT 3 13,2 / • ,, 32 SF i / iz LOr 10 i i ° / s! : '.4,','x.r /% 'r / i ����r Cd / ® °, , O 1 I I ' ' � LOT w 1 LOT 5 1 I 5S21SF la asp, 10,80 10,542 SF 1 1 I 12 , as, gg,..,��� ® II 1 1 n — — A'R !� .vq 4 • r—••1 �..tl[J 1'� ,1 LOT 13 1 LOT 2 •N� 9,043 SF gi 9,203 Sr 1" w LOT 802 10,276 SF 1�,‘``, \�� �1 g ►�1 1� ` \ \ { 100.56' i 0 _ _ N884'48' W 178.01' 1 " ROC, RIDGE PARKWA C) i 1 1 LOT 7 ER 10,370 SF ' " SHEET NO. N 88'a2 , HERR �wai SS muter •, ov wAsHis.tr C 1 MR LOTS eA: �� 1 1 y y-6 .'y 240 I). $4 REV.:— LOT 9 I 27807 •1 JOB NO:2015-148 13,327 SF 11,2®F .C,s, TE ��`�raat DATE: May 2018 ® 5-14-2018 SCALE: 1"=80' tc or M."VIM Z ' DRA11N: D. BBRRIGsI'AD CHECK: D. BERRIGSTAD RECORD DRA WING 5- 14-2018 SET i OF 4 ' 4'' City of Anacortes Invoice/Permit#: BLD-2018-0686 904 6th Street Applied date: 10/30/2018 `"�* P.O.Box 547 '`�"� Issue date: t Ujr' Anacortes, WA 98221-0547 -�, Expire date: 04/27/2020 =, (360) 293-1901 Job Address: ..3914-ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New SFR Owner: PATRICIA LAW Contractor: STRANDBERG CONSTRUCTION Address: Address: PO BOX 319 ANACORTES WA 98221-0319 Phone: Phone: (360) 293-7431 License#: General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee Resi 6.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,597.48 Sewer GFC-Residential 9,482.66 Park Impact Fee 615.00 Traffic Impact Fee 2,641.40 Total Calculated: 14,593.04 Deposits/Receipts: 0.00 Total Due: 14,593.04 a - n r— -(-I .' _ F:. n- lyl f i If; 1-1 •{^ i i 1 0-,1 x. I CA C. 0 _ 1_.4 1-1 4 �l C' IT. {��J c1. 4 i f{,I :+E I, fl'•. it i ?F - h {S _I •?!= 1 1 wv (J) T Ifs 4 2> . . i2, !L' m 7-1 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHW 180 DAYS, big 1F CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORKS COMMENC .g. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR INOT ::THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHEF ;STATE itkk LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. {4 1 r•.i �:i 1 r•,i 1 8 C) C) IT 1-n r`.} ICI 1-1 "CI SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY (>1 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLI ASH, K.3 Mailing Address:P.O. Box 547,Anacortes, WA 94' Pi f r`+ - �111021 -icolt, Office Location: 904 6th Street,Anacortes WA 9::► 1 O Phone: (360) 293-1901 I / OCT 3 0 2013 CI?Y F PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL� ��1J' PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: 13+31 4 394 ( Rocs RtWolf_ 91;Nwe.KWN`f Subdivision/Lot#: PROJECT VALUATION: $ I7-auc P-tPG€ SooT i PH-rtse. F vE , Lb T" 5 $ 'S� 8 , 000 APPLICANT: Pone: Jlw1 Sya<oieA 310 - 42q- 4(' 39 Address(Street,City,State,Zip): Email Address: j„µ g Syko'rako wWedee5( vt•cows PROPERTY OWNER: Phone: 'PENIS + PA'rRtct►A LAW Address(Street,City,State,Zip): Email Address: 1 1 g 0 N E. 4++' PLAcE. KEN nd CONTACT PERSON: Phone: Jtw\ SYkoVLA 3GO " 429-4b31 Address(Street,City,State,Zip): Email Address: oft 0.4YluiYakeme te4tq$•Gov LENDING AGENCY: Phone: V Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: SIRA tiSrIeJscft or' 3u0. 213 - 743 Address(Street,City,State,Zip): Email Address: 20 t $ Z. u f , 14nn&C 012-1"ES. Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact Business License#: Exp.Date: the City's Finance Department at(360)299-1968. PROPOSED WORK: NEW Sim FaEs,lpe uc.E PROPOSED NEW SQUARE FOOTAGE: Basement SQ': D Finished Basement: ❑ Unfinished Basement 1'Floor SQ': 1990 Garage/Carport SQ': q 0 3 2nd Floor S Deck/Covered Porch/IMio S '• 242 212 Q i4l(c Q • , l8(0 Fire Sprinkler: ❑ Yes ❑ No Lot Area SQ': (O 1 Sol Sq.(4. 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: , m S"iK.o 12-0 Owner ❑ Agent ® (specify): Signature: pvw,,G4 I`A, Date: 1 p ® ZQ- l t Page 1 of 5 IMPERVIOUS SURFACE AREA: Existing Impervious SQ': 0 New Impervious SQ': Movse:;,gg1, PPNE..43to Total Disturbed Land/Soil SQ': Total Proposed: Cut: Fill: New hard surfaces (pervious &impervious) H-r-ovSE. SI gig, 221 v E. 2,3 I 0 Land converted from native vegetation to lawn or landscaping SQ' 5 0 I Land converted from native vegetation to pasture SQ' p MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: I ' Elec#: Other#: ( Wall Heater: Gas#: Elec#: Other: #: Location(s): Gas Water Heater: #: ( v Location(s): Vnt,i-r1 i 4 (0.0,�0.,ce- , Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#:A(, Laundry#: ( Other: of Range Hood: #: I I,' Location(s): 1<tTGH V-N ( Roof aim% Fireplace: Gas#: 2., `r Elec#: Other:#: Location(s): i M I,f mg.Rec. 2. Clothes Dryer&Duct: Gas#: ( J Elec#: Other:#: Location(s): LNnn.reirriY Stove/Range/Oven: Gas#: ( ✓ Elec#: Other:#: Location(s): t ( Gas Piping/Outlet(s): #: I ✓ Location(s): B 0 Q g DECK ( Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): ® p sas s oi., PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 't Refrigerator water supply(for water/ice dispenser): I ' Kitchen Sink: j a=tea; ' Pressure Reduction Valve/Pressure Regulator: Utility Sink: t vrt Q ( I ' Water Service Line: Tub: ( - Water Piping: Hand Sink: 5 Clothes Washer: f Shower: 2. Electric Water Heater: Tank-less? Yes ❑ No ❑ Dishwasher: I Backflow Prevention Device: Hose Bib: 4 ' Other: Page 2 of 5 Building Plan Review Type: SFR SFR/RENO IBC TI Plot Plan Date Landscape Plan Permit# Occupancy /BLD Type Address Square Footage #of plans this month #of plans today SFR# IBC CH 5 6 7 8 9 10 11 12 15 29 Days from intake to building review Days from intake to issuance Foundation Slope Gravity Calcs Prescriptive/Shear WSEC on plans Credits PLM Mech Eden Tabs Custom Complete Letter Copy over_Stamp n sign_ All other review complete p �J Notes: f t / 1i 1 �•' 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies 1 ri, p IT n ., iJ , .c.,.; I il .,,, ti ---' ' 1 4) Law Residence (JCT 3 P 7018 3941 Rock Ridge Parkway, Anacortes WA 98221 ,/ Missing Vertical Glaz For h�ti0lip vi----4'Li . Conditioned Floor Area 3,406 Component Performance, R occupancies Code Target Values Proposed Design Area UA Area UA Doors U = 0.300 344 103 344 81 Overhead Glazing U = 0.500 0 0 0 0 Vertical Glazing U = 0.300 511 153 825 231 FlatNaulted Ceilings U = 0.026 2,022 53 2,022 53 Wall (above grade) U = 0.056 3,526 197 3,212 138 Floors U = 0.029 1,996 58 1,996 56 Slab on Grade F = 0.540 0 0 0 0 Below Grade Wall U = 0.042 0 0 0 0 Below Grade Slab F = 0.570 0 0 0 0 Target UA Total 564 Proposed UA Total 559 Target Credits from Table 406.2 3.5 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 Door Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA Codel or Similar Door ® 1 Custom 0.28 1 6 ° 8 ° 48 13 Nana Wall System ® I Custom 0.35 1 18 5 10 ° 184 64 Andersen Muii-Glide Door or similar 'V Custom 0.03 1 14 ° 8 ° 112 3 v 0 0.00 0 0 . v i 0 0.00 0 0 `, 0 0.00 0 0 "; 0 0.00 0 0 Sum of Area and UA 344 81 Overhead Glazing: Plan Component Glazing Width Height ID Description Ref. U Qt. Feet finch Feet Inch Area UA V 0 0.00 0 0 v 0 0.00 0 0 v 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 Sum of Area and UA 0 0 Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 10/29/2018 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA WO1 Milgard or Similar Vinyl Windows V 0 0.28 1 6 ° 3 ° 18 5 W02 Milgard or Similar Vinyl Windows '► 0 0.28 1 4 ° 8 ° 32 9 W03 Milgard or Similar Vinyl Windows V 0 0.28 1 4 ° 3 ° 12 3 W04 Milgard or Similar Vinyl Windows V 0 0.28 1 2 ° 8 ° 16 4 W05 Milgard or Similar Vinyl Windows w 0 0,28 1 2 ° 3 ° 6 2 W06 Milgard or Similar Vinyl Windows • 0 0.28 1 3 ° 4 ° 12 3 W07 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 ° 12 3 W08 Milgard or Similar Vinyl Windows V 0 0.28 1 4 6 10 ° 45 13 Wog Milgard or Similar Vinyl Windows V 0 0.28 1 4 ° 8 ° 32 9 W 10 Milgard or Similar Vinyl Windows '• 0 0.28 1 4 ° 8 ° 32 9 W11 Milgard or Similar Vinyl Windows V 0 0.28 1 4 ° 8 ° 32 9 W12 Milgard or Similar Vinyl Windows V 0 0.28 1 2 6 5 ° 13 4 W 13 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 2 ° 6 2 W 14 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 2 ° 6 2 W 15 Milgard or Similar Vinyl Windows V { 0 0.28 1 3 ° 2 ° 6 2 W 16 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 ° 12 3 W17 Vj 0 0.00 0 0 W18 ® 0 0.00 0 0 W19 v 0 0.00 0 0 Patio Milgard or Similar Vinyl Windows V 0 0.28 1 8 ° 8 ° 64 18 W21 Milgard or Similar Vinyl Windows 14, 0 0.28 1 3 ° 3 ° 9 3 W22 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 ° 12 3 W23 Milgard or Similar Vinyl Windows • l 0 0.28 1 3 ° 3 ° 9 3 W24 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 ° 12 3 W25 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 3 ° 9 3 W26 Milgard or Similar Vinyl Windows - 0 0.28, 1 3 ° 1 6 5 1 W27 Milgard or Similar Vinyl Windows V I 0 0.28 1 3 ° 1 6 5 1 W28 Milgard or Similar Vinyl Windows V 1 0 0.28 1 3 0 1 6 5 1 W29 Milgard or Similar Vinyl Windows V 0 0.28 1 3 0 1 6 5 1 W30 Milgard or Similar Vinyl Windows V I 0 0.28 1 3 ° 1 6 5 1 W31 Milgard or Similar Vinyl Windows V 0 0.28 1 4 6 4 ° 18 5 W32 Milgard or Similar Vinyl Windows V 0 0.28 1 4 6 4 ° 18 5 W33 Milgard or Similar Vinyl Windows V 0 0.28 1 4 6 4 ° 18 5 W34 Milgard or Similar Vinyl Windows v 0 0.28 1 4 6 4 ° 18 5 W35 Milgard or Similar Vinyl Windows • 0 0.28 1 4 ° 7 ° 28 8 W36 Milgard or Similar Vinyl Windows V 0 0.28 1 4 ° 7 ° 28 8 W37 Milgard or Similar Vinyl Windows V 1 0 0.28 1 4 ° 7 ° 28 8 W38 Milgard or Similar Vinyl Windows • 0 0.28 1 4 ° 7 0 28 8 W39 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 5 ° 15 4 W40 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 5 ° 15 4 W41 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 5 0 15 4 W42 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 5 ° 15 4 W43 Milgard or Similar Vinyl Windows '.' 0 0.28 1 3 ° 5 ° 15 4 W44 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 5 ° 15 4 -i W45 Milgard or Similar Vinyl Windows "► ; 0 0.28 1 3 ° 4 6 14 4 W46 Milgard or Similar Vinyl Windows '''►' 0 0.28 1 3 0 4 6 14 4 W47 Milgard or Similar Vinyl Windows v 0 0.28 1 3 ° 4 6 14 4 W48 Milgard or Similar Vinyl Windows V { 0 0.28 1 3 0 4 6 14 4 W49 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 6 14 4 W50 Milgard or Similar Vinyl Windows v 0 0.28 1 3 ° 4 6 14 4 W51 Milgard or Similar Vinyl Windows 0 0.28 1 3 ° 4 6 14 4 W52 Milgard or Similar Vinyl Windows V 0 0.28 1 3 ° 4 6 14 4 W53 Milgard or Similar Vinyl Windows v 0 0.28 1 3 ° 4 6 14 4 W54 w 0 0.00 0 0 W55 0 0.00 0 0 Sum of Area and UA 825 231 Glazing Area Weighted U 0.280 Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 10/29/2018 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies FlatNaulted Ceilings Plan Component Attic ID Description _ Ref. U Area UA R49 blown Attic STD baffled 10-7 0.027 1,161 31 11.25"flush frame stress skin '® WSU 0.025 861 22 ® 0 0.000 0 w 0 0.000 0 Sum of Area and UA 2,022 53 Walls (Above Grade) Plan Component Wall ID Description Ref. U Net Area UA 2 x 6 Exterior wall with R-21 Batt insulation v Custom 0.043 3,212 138 v 0 0.000 0 v 0 0.000 0 V. I 0 0.000 0 Sum of Area and UA 3,212 138 Floor (over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA R30 + R11 perim vented Joist 16oc pit 10-3 0.028 1,996 56 V 0 0.000 0 Vi 0 0.000 0 ® ' 0 0.000 0 Sum of Area and UA 1,996 56 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description Ref. F _ Length UA • 0 0.000 0 V 0 0.000 0 • j 0 0.000 0 v 0 0.000 0 Sum of Area and UA 0 0 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA r-• l 0 0.000 0.0 0.000 0 %v` 0 0.000 0.0 0.000 0 Ply 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 Sum of Area, Length and UA 0 0.0 0 0 Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 10/29/2018 3 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) la Efficient Building Envelope la 0.5 0 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 ° 1d Efficient Building Envelope ld 0.5 ° 2a Air Leakage Control and Efficient Ventilation 2a 0.5 0 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 0 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 0 1.5 5d Efficient Water heating 5d 0.5 o 6 Renewable Electric Energy 0.5 kWh Total Credits 3.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013, WSUEEP10-009 (Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 10/29/2018 4 of 4 Hydrant Flow Test Report D f1wirp , Test Date 3/12/2018 Test Time 9:35 am OCT 3 2018 Location Tested by CITY OF ANACORTE: Rock Ridge summit Roger Sigmen Anacortes WA 98221 Commercaial Fire Protection Inc. 17199 Bennett Rd. Mount Vernon WA 98273 360-848-9093 Notes Read Hydrant Flow test #2 61 psi static pressure 1750 GPM flow test 22.5 psi residual pressure 1 ft hydrant elevation Flow Hydrant(s) Pitot Outlet Elev Size C Pressure Flow #1 1 2 1.4 7 442 gpm #2 1 2 1.4 7 442 gpm #3 1 2 1.4 7 501 gpm #4 1 2 1.4 9 501 gpm Total 1886 gpm Flow Graph 75 1951.2 gpm at 20 psi 60 45 psi -_ 30 15 0 500 1000 1500 2000 2500 gpm Created with the free hydrant flow test program from www.igneusinc.com , - �.� __ _ y • >% os / i. r ! ' a k7�_ �/ / i / ... ' .'�!. ;,,,j. %/r�','� `:1 :'. 6 w ' F r • , r / / i •:.:<, . 7... ,%// • :77. / / /,'- /: 'vc do / %G£. v_ '/ - / it r�f,L.1'/�.i: '%' % i% rr r� < yr. >y , yd .,t/' /�rfi.9 Flow test #2 -':Xs x< _.;- //. //r ,, - r r • ,; _ .:H i.'fi / ,Y% / l/.. 9 . / ',.. i;y •^' 4 A•St,,. �l" 3 12 2018 9 . 50 a m • , . / </ •; ,, �• ;'�q :, r r ,� ,/o, , / :'1'�. :, %)/.4 .• r // / / 5, / / ' `T , /may T♦ i Rock Ridge PI<wV r �, ,,�////r w� ,,i:,, / r , , //t1 -2,- ; . .,-,,,,'",/,',"/„' *. - . --.• ii ": , t 141/A,4..,.,. s ei, tL t /'./i r ' ;;.. <s.. % •/`� //I /// „%✓/,r i ' ''' i y i / ls...,1•"•%4,t,7V.4 { • :v im/"_ / // / /: >�/ / �. .. /y; /� / /:/ ,i9 //, ,,f/ -;/ ,. • Pum station conditions . , fi : i %/.. /;�; % • • Ili i / ., ,� . r /• ;y ,Vl /r , sv ,L l/ r •/ • '' / Fourpumpson �///j,;, %' y,: , / � ; / S' / %� ' r / '�• X4. �' / SyJ3 •' // /, 9 y j•. '� • ' / ..lj , .;/ /• . f , �// .y: , ,% 7 ', ' s //� r ii /, / ,. ch%, I•/ ':..., „ . . b . 4)(49' ; ` ' //'//�l/% ,,,, ' . r ,'•'.. . Flow meter 1806 m ,� i�� `, uiti f,, % /, ri t. ' g p , % / <�*2„, r , - , . ..�4 /r ...'a /ji ,�.b •✓ y i G .i .re ti•i / Gi rl/!: /�///i //r • /,!/ /n ' L%• .'� >. "'7r•': .:// '�'t ! +.if: // .- .. ,yrj »7r'. .v!-a .a • ,fir „rt./ y,� � i/ /4� .,i: • $< 'r< ri 1, !l ,%/% : •///// " :�fW 'S'/. : ,J': ,. / y �F �'i,. � /(, x n pressure re — 4 6 psi •g X ! f' w. 'f,/ Jr/ .4' *7 �. . r �" iv ,/ .' Suction p ess p g �/, y L %�/ 1 i,;y/ / / ri/ , r/,i' r r rlr� r / , G'S ) ii: �/ll' /. yv .,rt • fir/ / /: / - r //' µ // / • r / ✓ r 1 '' if ri Dischar e ressure 119 sig �r H ; / � � ,,. ,, f/ r, i� , ;� _ "i / % 3 ^7 yr �/ t // r / lam%/ riI. / r r // ,/ r / p',} `�� ,�'1'.6L. • �' • / '>Y( 'St l ''�ii r /1 6 /.: s /,� ., r. 'if' �r1 _ < C' ,/. , ;: /' 51. :a /�� 72- • r iy,!, ✓j .,. ,.Y, ii'' 1, / `i/ ��� QJ ` ' % i/ / q. / r 'i t A. r„r.,fi f' s .// i/ i// / i /'��j� , r3 `r : ;prrr>/ � 4"% Y' r , 1Il ,vi � :/l . :,. / // ii <t" "f,• ! o- " !j i ', -• 57 i/r;r , >0.,:c Y ✓ 7 N r / > .a , 'y `�fc . i/9, r e:t.1%1 ' - '•r .r '// •R /. r n Ni , - spry, _ /�/r G f 'i % </•:. it ,. .r.'4 '� /i '-4 '.'i. 'i a.• , } . .9, : Y, rt C ,G, ; • //Li _ S � / '%' r.. .r,✓ f• [ ... /1 D ' ,,y c ! ' • , , r` '�: • i s :�. / /i • 41‘ jiri /, '/' . . / // y> • . ,r ;( '9•` (_ vg4'A :,ci .. '.� aj s �.` _ . .. , /< /� 'si //�, i. . . ,i /. / :"6 F1 r i ' ��ii / 4V. . / /' F , ' � ri /i r`�f' 4!y : t %�.. // /> ,le :: : / / 1^ // er f 'r ic. . . r I An' e % j � ,• �, yy ;;4340L Hydrant #2 flow hydrant • A. %� //,% � , 4, �,;��. r . r w ¢�% Static pressure 61 psig 1r y7 >j r!/ i; /ryi '/ 2 % 3 !,' ti rD� '>L' y^i•r r y , •Y rr„ri %t4 i / / ��`/ ; >! r/ t �v ' . S , / , / y Lr f/ YV5 ♦ .,a `7Y// / � y � f , /� _ �� Residual pressure = 22 . 5 psig // C. ,/ %r �y//, f f ,f. . •fir , + /i ! Air y �� � � ti l 1r ( 2 ) 2 " nozzles flowing, P = 9 1 / .,t e"/ /r i%i/ j144 < / c • ../ : • r /y,/ .may/ S .5. 4 r . .•f 41 (:. ,yt •'vY.YfL , %/ f, / ->•a /'S/i j r' Hydrant # 1 flow hydrant �1 1 47 •/F , , ,/ ; Static pressure — 61 psig l , 'r , / ,;; ;�,; • /�, . ,,', 7/ rr /� 3r it til Residual pressure = 23 psig -4 Meter box t N _ Static pressure = 63 psig ' • ( 2 ) 2 " nozzles flowing, P — 7 • �y . , •r. 1 7 } , ; rmm,r;,:r::., w. � Residual pressure = 25 psig 3. kR « b i •/,j✓✓/ /.• ;''{ice / ;f. . ! '•Y, / ,.,y3,,,�,.. ... ... , - . <: % l70,.. 5 ' / :rr,_n.• _v�i 7 i. ` > , Xii ' rl /..,• /i :/ ,f .s, .: r r. ;< C.gy. - • 1 '< < . • / y . '-"A 'k '9 . ' ?� ',� rim';` :ti•.:z f „ // + - • . .i rs..y. k /Y 1 .. �r/ / / —_ ......... __- __. i — _- - ---- — 1 — __ _ - -- . -- -- - - _ _ __ ... _ _ --- — - -- 1 [ 1 ;11, Witt - — I . I LL.sie Illibilifisi r'1 al R ! I , inp, ,-0 , v \,J, `I' 1l�IIIit 1 ' 'it 1 I v `') ill ;II 1'' FF'!! ! ' ' `! r_: I it is 1 ' till; f ' i; `� YIL I< 1 1 ♦j � lU� h + iii?S3 116 1: . 1 4. 04 1 0tl { 'F i .,a 3Q !` fit, , ' 4t , 1 C),,,c) ! �I1f . ! 1 �ti 1 I �� 1 �it ��,( � a ti : iim L• ii li .Y ii 1 t-.1t. C ci icy) . • . , , ! . R. rl ttL 1.11 I�. . ‘ i , , ,...e., ., i . Cei) , =� ' j� I ► 1 li 1 . .t 1 ..„ ••kir il '�1nI 1 ,' -1--, , ;i., \8%* Cgl0itts 1i 11 1ns rh . � 4 1 1 114.C . II 4 QA � ti- G1; f 1, , l . t .l, 1 Jill!, I , r.,1j 1 0 I _ (\t) Hill i!ti ;h I, 1rTh9 A ;, LI , ;, ( g h l� I ��i.1�tl• N :�� ''I . . �.,• ..,I .ti �� 1j '%��P, it ',,;.. • ' ? .� - � i hT i4t�. 1/4, A 1 .t • � vco �1 11 I i"liltq E , kl ,I g 9 '' +� i ' I�':. i:1111.1iiiri C) 14 4 , . qii ' II !iht1iit 1.1 . 10 , „.. . ,.„ , -- ' ,,, ,r,,,,,,m,„,,,, 4. ., ,„.,,,t,,,,, C� ` 1 1 ' III' ' p ! I, . I,JI t1;J. ,111. 1 . 1 F li . :, .) , ti, i ia11'I� oli`to fN il imitildit ‘$ Cil •iplirii, 40/.11 l• VIN ;::)%ftW ,‘ itt; ts i Cnr's • ••••••••••• .....ngr osssteouuses)jd ,4_0.ser/bf _ JJ' Niii e.r4% gr ais \' �. ` �4I,i `Ilf� s t d . ,.r ___, .fs4,•,.' l.•l.i ai awr nCCDL 1 ' . 1 . •_ 'i { ' 1 _ -- — — -- — b of) � { a 1 1 1 . An . .,., li.:$4 L• Q) — — Q .1 6, +� m C co 3 - i s,f{;l C E 4 1 `,ti . „ _ci C L f1D �I l, ,�, n = �—. t1,II iL I 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 ConsultingEngineer Phone:(360)708-1865 g TimG@TimKGarrison.com Structural Analysis: New Home at 3941 Rock Ridge Parkway, Anacortes, WA Client: Denis Law Job Number: T18099 Building Design: Jim Sykora Date: October 9, 2018 rllietwAsii14. 0 OCI30201 �,r �► CITY OF-ATV:CO8R1ES • 1003,286060" ►AL . �o 1St/ t ►, INDEX: Design Sketches SK1 —SK7 Callouts and Tables CO1 —C07 Standard Specifications B—H Calculations. Cl —C23 Total No. of pages excluding cover sheet: 43 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). • I� -, Abb r~ �► ✓ -- � :� 3 2'.Q• a �n�n Walls and amain noted. ��.� �� + + + Foundation Beta SPA except as f f + + r9 + Fou Ceta�ning walls are f f1� + + + +' : . _ Foundations and AI f ' f � + + } bs are OPA. as noted g i + + 1 a - All sla is OPA except i .. i 3 } + + k p - Floor and deck framing i : ► �9 . . . hrag is FD tip _- amin + + + } •• ••• - floor diap f ; f } ' 1 . .. . . . In f.� m 1 \ • f : f i 1 �1 ___, ��� 1 • f} l Y 1 + + 1 .ipi • !t i i t \ 1 \ItEr 0 -o4' �- -- r-1 1 4 l- i a2� tit ,.4,IY1 IV mis a,filifi.a.", wer 11 gpAGE 1 J�5'-5 1 _`. T-; euG,ou'oR ooaR : V—'`• 4_ 1 � 1gg05Q i 1 ... '... ' ' TFORDOOR' �• . 1 iniiik + + + — } 6UGKOU ` } } 6 i - '. �'-Q" I } + 2'0. + 1 1 �, + • 4•GONGRETti SLAB'• . . • • ; ;q•GaNGRETE 5l A. -. 1'• 1,\\ r r--.- geb, 1 ILL i 1 Y1 - 1 1 1 } 1 } +' yLOPE GARAGE pLO�R. ; •t: } . Iv- _ __,i____ 1 Qi CI 11 1 1 I } 1 �� + 1 • a • 1 1 1 1 } 1 1 1 1. . . r. o 's 1 I I 1 + I 1 1 : , .. M1. . . ; .: GONGRET, ' : ' •: i 1' 1 1 } p► `� + + 1 0 1 11 4"1 q'S 1!2" 1 .;, . .. 4 1 + 1 1 + 1 } ty 1�L - SK-7... __.„--,-..-f-r---",- ----77 -7- -- I PW r_ ni / OP IMII 1 OM I 1 5.5 m' 320 I > Main Level Walls, Lower Roof,and 2nd Floor Framing 1/8" = 1' i 20 -All interior floor sheathing is 12FD,typ. Roof diaphragm is 11RD,typ. .q \• I '.5r----(0.I a I in- Floor and deck joists are OPA,typ. .N'E\,' eitio: I 2 5i4 In ,, , ./ I 1 c---- -Stair framing per Arch and code min. 2.111 Fireplace and chimney framing per Arch and code m . i • < i i 33E3 , 1 li (R_.)/ I , 1 3- 6 (.?,•6 " S5w ., > 10 t' _ 1 ---" ia------ i-, - A-:-111 i\ A , A 1 (s) -1 ft WO 4 4'.1 4(3- - I `04 r C-P I V2?Id/ losvci w 4 ' . . 1 I wiraoltivk ,4 1 e piv :I/ —it- 33 — 1 4/ I I 3'3 1— 1 A e , A kl-kr apatar) , , , 4.I \I, I il I P eoli I I a / sap < 1 \es 7--- i t „,s, , 4 6 1 ' I '^ e 6 , 4aB, 1, _, - 0 ton 1 d , 4-2.4 49 CP / / /d • -\ ‘. i ! 1 401 c•- CR-40.2°64 l'4) \Er c_ •d, f lig. ci / ' 201,4 Z°i'l i ts co 2,E24-I / 4 V\ V\ a / / g.5 ,e- I 11 9 'Al 514-� Upper Level Walls and Upper Roof Framing 1/8" = 1' - Roof diaphragm is 11RD,typ. -Trusses, rafters, and layout are OPA,typ IFyY V S ;M - Z° - - --- to 15g,t_>w Pat* Zti N Pi I D `� La,- cl 1-., i I. °0 ,r 9 of Al ...------ oki - - BSc goL A/ IOW 7.5 H, S$ec ak aq i 9 l'yC,� d I 4 - - , f 2 A' ' / ✓ �r3 g q Cr P f 2oN .. yjr ibefr, A) ..- - iii Cl f ; 1 �I 264 7 7 1f 0.. �o� _J,-„ - --_._ Li. , _[rJ,.. -7t6-- 4 � S „ Cn N Q N -- _ H LV \t 9 r— 4 2oi-1 2�� . /p' �.5 3.2 (o 5 3 - `i5\N — /4 \ \ • . % Ni D Q" ,, a. rids. 9 1• 3 -- I- 1 0. 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H or --t-- _......«....., r...r. .....«.........h.._..-..r.. «..w.w-. ....« ..-......-.... ...«....+_...............--.....-.� .-........-.�... .+.+.,•rr..-.....ewo......,...+.-....,.( M«^^•--..•«........«....«..-..........w.............-.w•«..w.-......,.-....� . ..« . -....».., . ... ......«.... -. .... .. • w . . w. v w 1 i • 0 c & - d; o 1 671 `� 'cc; fl ; a_ lwe ej_} Q t. • n d g s o a CU , 6 2l E ---� A i *^.—,Th tz . a— E l j 2 co L ii‘ ‘ut 3 i it4- v . i 4 i f 1 ( WSW, portal { D8 application. ........_ /.......„...._..] .. m [ �, i t ,,.j . • . ' ' } V� , u HI \ / _ _. . _... .... ; i ,--"--"---- i C S j i (4\ f S ' X i , \ t ; i S i 1 f 1 1 :�..... {{ -, �, .w,.,. s --' L. s � d o .r f j. 4 \, : _4 3 itti tireil.._.._.. "> i 1 i C il.S---Vk . i ---Lt.114 C\-I • . ..- 1 . 1 1 • (tir d'-':3' ........._ti • t�J _. . . .111....t•••.l,............4-...... _........4 SIrona«Wall':,.S y,. , Y s td 1 ear ���11 N • n': • oi°'.. °41 • ri• 400 -' :.`......;•:•%•,:.,,...•! pi sS �:� - ' ?;( • 3 f. KXt ?.y-'. S�'.;f.�`..�T}T'e #M�4 ��'�r"a� fr . ` i.i} s a t - •; ``r•f . 3 ' f � E i 79•:.}}01 tr'4 C :' • • a , • S Uf • 'tea • , +. ar • ` A r O • • - First-Story0• * Wood Floor System Installation � ; ..•; J • •• 81 fi 1 W � ,. l i.; ?at ? let ri r)1Z41 0',:-. tactvit.;',•k-:.t ----P # f .._ bo, ' 11161 }} _ i ~ No' i •ti •• , . �� yF� oLafl idatiLi-pl tri- * ..!i S.. ,z ♦li,,.! i•'0, , " •'. L elr�1( .sae: rler: 1;', C-'.,.3.-vi ?.'•':".'r . 1 4 41100. Stacked Simpson Wood A 1.r. fes t-�, =ti K.xr- D9 Shear Wall, WSW F :r� ' F- - I y s A .11410 iiii (. 1cf t o e *,, ;» jam 1- t , $tront -tiNalr-t Sf ---fir,; t 'xG3r( SDS Heavy-Duty. Shear,all Connector screws(provided) instaliod from told. °°°#(11 I ;i/ Sea Detail 4iSWSB2 for spacing I requirements 1 1 i..,07. -,,....,--144111244044.0‘;* --. ,.. , • " I 1 011IP.- . ' ' 21111.....M111.1=====f 1 I1 ,• ~`Max?%8" wood i �sl - + required 1 1 per, r /— , ,o` '_410.10#/#•$.1.1°"1*, iiiii 1 4.4 r Alternate Top Connection First-Story Wood Floor System Installation ref �,' r -. Hex nuts,and struct al A , ► washers puo�<<ired ;t E 1 / ; with M S< kit. �, 't * .'� ,) i "``r 1 Nuts require a { �� r. i r ( ' snug fight fit. , ;; I ,, i 4 ' 1 s ; f i -J f rr t i a J- is I I if 4e Y i 1 i (...)...:,_, • , ,,, ..-- , { f i'llS hoido+;;'.i[f I f I I { installs :t►tl'1 + - • , r�` 1� ; }k: . 10d x 27/4' min. I� • ' ;> �,Y� 'z i l 1en'.Th nails -• r r it' { +,= 11 all holes). . , + I �'.•t s�- S • o ;t i f ,ea.rinc block fy g u r �", pplr '—, — t i" 7 `.1., "._ , I :iitl first 1'F..i?`SI v.reu - S.n l li .. ` `�. '{f Ft: I�r 7n n r 1! l ,�i panel. " r,� -1. 'i • ,. t t ,i s, "Ns., -„ i See pa ie "I t `o ) .s -� 1 i',1.. I a p-pla:te C nnecti un. '` _' .` -�'` ,' tt`>. - I Two-Story t d MSK Wood Strong WaII, Typ D10 Foundation to Top Plate Condition Attaches i !w .ir top plates x644"SOS Heavy-Duty >• 'I4''' .f3:! .SDS tee yOuty - CUnneotbr sere s(pro d dj r Aid_ ;�° {• �� C f C��'s a< k? j r installed from told. P s it t�.tlieri tom tt front and. . ./ See Detail d/SWSB2 for spacing t. �' requirements i V . t r =WV/.y mn. .-Max W wood shirr as `\\\\ required. Intel-d trimrnable and billable \ -. h! tc i�r°irii nd Alternate Top Connection ., . ,>�n oto tin- 1 pIu1 ritwo' and: F is tIVO :: esta - x nut a [ •r i I tn, tL s4 ,_ pit !:-...`"'-'.,., 1 <1. o E _.SWSE3•AI3 ' Silt3f lc .., } bolt pia-� n:tee t it -, A - . , before the pour , :' r $ 0 " 0- _ `- Foundation des: n Y zz d - Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) Typi41 She4 Wall Call out Symlfool This symbol indic4tes a dedicated shear wall or anel, thi type per callout b''elow. Walls w'thout this symbol re not dediated she walls i use code-standard constructi n. 1 PW Min length of shear p el, ft. 3.4 1 If" ", const ct entir Wall per this callou , with minimum individual panel lengths indicated on pla . If" S", mean Not a Shear Wall. Build per code minimum. Sill Bot anchor � I Top of plate to max Capa- Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, Nails Stud Stud mat'l / Field Top plate & ing at wall I conn to ing, min. wind/ Sheath- ! or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to ' perpen- max. Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud Plate, splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf min. wall size ft. in. min. specs) spac'g, in. min. min. nail'g edges framing framing in. concrete in. 6/6@24 Con't 10 24 2x4 Sawn 6/12 16 @ sheathing 5/8" j-bolt one, ----- Con't +blkg or or 5/8" 7/16" either 14 16 2x6 Sawn 6/12@ 16 48" lapsheathing H2. 16d @ 6 168/ OSB or side, or A34 5 or or SDS I Titen HD, 1PW 1 apply8d I - — 2- 2x4 w/ 8- 2x NA SDWC- w/ 3" 72/4 120 plywo- 16d j or 15600, I '25 125 wshr. Or od directly 18 12 2x6 Sawn 6/12@12 at 36" @ 24" @ MASA or to studs max. See max. See MASAP 22 12 1.75x5.5 LVL. 6/12@12 CDT) (D2) SDS 2PW 350/ (same) (same) (same) (same) 16 (same) (same) 410�@16 (same) (same) (same) 2x (same) (same) .25x4.5 (same) 36/4 12 @6 10 24 2x4 Sawn 5/8"j-bolt or 5/8" 5d for 48" lap 1SDS Titen HD, 200/ 1/2" or 4/4@24 5GW both 1/2 • 6d, 14 16 2x4 Sawn 2- 2x4 w/ 8- 2x NA (same) (same) .25x4.5 w/ 3" 72/4 200 5/8" gyp for 5/8" 7/7@ 16 16d ; @ 9 wshr. Or MASA or 16 16 2x6 Sawn MASAP 0 Structural Callouts©—Copyright ConstructionCalc,Inc(CCI) 0 PA Per Architect * 1 Structural Item:This item and related connectors shall be per architect/designer. 8 ` SW Simpson Wood Shear Wall Detail * Wood Shear Wall: Use WSW18. Width= 18".Height,see below. D8 Height: Foundation to bottom of header beam. Okay to order WSW long and cut to height as necessary. Alignment: If using trimmer,nail 2x trimmer to WSW for header support.Trimmer creates edge of rough opening. May use HUC in lieu of trimmer,in this case WSW creates edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs.Furr-out as necessary to flush up with remainder of wall. * Top Connection:Header beam,25H,to extend over entire WSW. See 25H for connections. * Sheathing: Sheathe header,WSW,and wall,from mud sill to roof similar to 2PW. Bottom Connection:WSW sits directly on foundation;wall and floor to frame around WSW. Okay to hang floor joist on WSW.Anchor bolts,use all- * thread,7/8" diameter,extended to footing bottom rebar and use double nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,WSW-RT. 9A SW Simpson Strong Wall SB-Upper Level Detail * Wood Shear Wall: Use WSW18. Width= 18".Height,see below. D9 * Height:Top plate of wall below to top plate of wall with WSW. Okay to order WSW long and cut to height as necessary. * Alignment:If using trimmer,nail 2x trimmer to WSW for header support.Trimmer creates edge of rough opening.May use HUC in lieu of trimmer,in this case WSW creates edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position WSW to align with outside(exterior)face of studs. Furr-out as necessary to flush up with remainder of wall. * Top Connection: Connect top of WSW to double top plate with SDS connectors that come with the WSW. * Sheathing: Sheathe header,WSW,and wall,from mud sill to roof similar to 2PW. * Bottom Connection: Connect to 9B SW below with WSW-MSK kit. 9B. SW Simpson Strong Wall SB - Lower Level 'Wood Shear Wall: Use WSW18. Width = 18". Height, see below. Height: Foundation to top plate. Okay to order WSW long and cut to height as necessary. Note WSW sits directly on foundation; wall and floor to frame around WSW. iAlignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of rough opening. May use HUC in lieu of trimmer, in this case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. i - ;Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. * 1 Top Connection: Connect top of WSW to double top plate with SDS connectors that come with the WSW. - Also use WSW-TOW plate on outside. - This is the lower WSW in a two-story, stacked condition. The top of this WSW is connected to the bottom of the WSW above with WSW-MSK kit. * :Sheathing: Sheathe header, WSW, and wall similar to 2PW. * Bottom Connection: Anchor bolts, use all-thread, 7/8" diameter, extended to footing bottom rebar and use double nut and 3" x .25" washer on embedded end. Suggest using Wood Strong Wall Anchor Bolt template, WSW. 10 SW Simpson Wood Shear Wall - Detail * Wood Shear Wall: Use WSW 12. Width = 12". Height, see below. _ D10 _ * Height: Foundation to top plate. Okay to order WSW long and cut to height as necessary. * Alignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of rough opening. May use HUC in lieu of trimmer, in this case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. - (P on a with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. ositi tolign * Top Connection: Connect top of WSW to double top plate with SDS connectors that come with the WSW. * Sheathing: Sheathe header, WSW, and wall, from mud sill to roof similar to 2PW. * Bottom Connection: Anchor bolts, use all-thread, 7/8" diameter, extended to footing bottom rebar and use double nut and 3" x .25" washer on embedded end. Suggest using Wood Strong Wall Anchor Bolt template, WSW. 11 RD Roof Diaphragm * !Shear Capacity: Good for Eh = 230 plf- seismic; Eh = 322 plf- wind. Max aspect ratio = 3:1. * Framing: Trusses or rafters: 2x at 24" OC, max. * !Framing Connection at Support: - f Where connected to shear wall, connect per shear wall callout - top of wall. - Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. - At ledger, connect per ledger callout. _ * Sheathing: 7/16" min., OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) * ;Nailing: Use 8d at 6" edges, 12" field. * .Blocking: Not required except at supports and at connections to shear walls below. N �.e 12 FD Floor Diaphragm _ * Sheathing: With joists at 24" or 19.2" OC,use min.,24 oc rated, APA Sturd-I-Floor;either 3/4"species group 1,or 7/8" species group 4. May be OSB or ;plywood. Good for 130 psf,TL @ L/360 defl. * Sheathing: With joists at 16"OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick.Maybe OSB or plywood. Good for 245 psf TL @ L/360 defl. * {Sheathing Layout: Case 1 per IBC 2306.2.1(1) - I Orient sheets continuous over two or more spans,with the long dimension across supports. * Nailing: Glue,and connect with l Od ring shank nails or#9 screws,at 6"edges, 12"field. * ,Blocking:not required except at supports(beams)and connections to shear walls below. 80! L Ledger=Roof Diaphragm * Ledger Connection: Where a ledger is called for below,if connecting to rim or header,use SDS,or LedgerLOK at max 12"OC,staggered.If connecting to studs,use 2, SDS S or LedgerLOK per stud. - Length of SDS or LedgerLOK=full depth penetration into rim,or 2.5"min embedment into solid framing. - Min distance of connector to end of ledger or splice=2".Min edge distance to top or bottom of ledger=2" Framing Connection to Wall,General:Use any of the following,whichever is applicable. - 'Rafters Perpendicular:Use 2x or LVL ledger,min height to match rafters.Apply ledger over wall sheathing.Use hangers to hang rafters on ledger. - Parallel Rafter or Truss Top Chord:Ledger may be top chord of truss or last rafter or similar.Ledger to be placed over wall sheathing. Mono Truss Top Chord Perpendicular:Use continuous 2x blocking between trusses nailed through wall sheathing with 16d @ 6"OC to solid wood backing(continuous rim,plate,ledger,or blocking.) - Mono Truss Bottom Chord Perpendicular: - Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing(rim,plate,ledger,or blocking.) - 'Alternate 2: Use min.,2x4 ledger let in to truss bottom chord.Ledger to be placed over wall sheathing and connected with min.,3- 16d @ 24"max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3"OC. 81 L Ledger-Deck Joists to Rim. * Ledger:Use min.,2x,PT ledger at least as tall as joists. * Ledger Connecion:Connect to rim with SDS or LedgerLOK at max., 9"OC and within 3"of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim. * Joist Connection: Connect joist to ledger with U or LU hanger(not LUS),all holes filled with galv screws, Simpson SD9 or similar. cos 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 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 Callout Min,use Mt 1 min use Mt 2 min, use (if blank use default end (if blank use above.) default above.) 20H 2x6, "L"config 4x6 21 H 2x10, "L"config 2-2x8 4x8 22H 5x12 glulam 3x13.5 glulam 3 studs, ea end 23h 5x12 glulam 2, 2x, ea end 2 studs, west end 25H Min., 7x11.8 PSL or glulam, approx 22' long. Extend over 8SW, each side. Connect to 8SW with 2, HGA10 and CMST16x36 per detail, D8. GoC Beams 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. Connector(if blank Callout Mira., use Alt I min.,use Alt 2 min., use Alt 3 min., use use default, above) 30B 5x12 glulam 3x13.5 glulam 31B 5x10.5 glulam 3x12 glulam 32B 2-2x6 4x6 33B 5x15 glulam 6.75x13.5 glulam 34B 1.75x11.8 LVL 35B 5x15 glulam 6.75x13.5 glulam 40B 5.25x11.8 PSL 41 B 5x15 glulam 6.75x13.5 glulam 42B 5x18 glulam 6.75x16.5 glulam 43B 5x12 PT glulam Upside down HUCQ to 44B and 45B 44B and Min. 5x12 PT glulam. Min. backspan =6.5'.This beam is the header for windows and doors below it. Connect studs 45B and mullions to this beam with A35 and screws,typ. Connect this beam to 71 P with CS16 x 24"vertical strap, each side, centered on beam/post intersection. 50B 5x9 PT glulam 51B 5x12 PT glulam G7 7 Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 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. Cone embed may be wet set or epoxy. Callout Min., use Alt 1 min., use Alt 2 min.,use Alt 3 min.,use Connector(if blank use default, above) 70P 2-2x4 4x4 71 P 3-2x4 2-2x6 4x6 72P 3-2x6 6x6 4-2x4 Standard Structural Specifications© — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations.The calculations included herein are only those required to ensure compliance with code.We do not intend to compute every structural element nor every load combination.Much of our analysis is`BI" (By Inspection.) ABBREVIATIONS: A:Area IEBC:International Existing Building RC:Relative Compaction AC:Asphalt Concrete Code REF:Reference,not actual BI:By Inspection IRC:International Residential Code REQ or Reqd:Required E:Elastic modulus or Electrical K:Kip(1,000 lbs.) ROW:Right Of Way (E):Existing KSI:Kips per Square Inch Rt:Right CCI:ConstructionCalc,Inc. LVL:Laminated Veneer Lumber S:Section modulus CMU:Concrete Masonry Unit LSL:Laminated Strand Lumber SC:See Callout CO:Callout or Cleanout Lt:Left SD:Storm Drain Conc:Concrete NA:Not Applicable SIP:Structural Insulated Panel Cont:Continuous NB:Not Bearing SK:Sketch DF:Douglas Fir MC:Not Included SOG:Slab On Grade HF:Hem Fir OC:On Center spacing SPF:Spruce Pine Fir HVAC:Heating,Ventilation,and Air OSB:Oriented Strand Board SS:Sanitary Sewer Conditioning PCF:Pounds per cubic foot STAO:Shear Transfer Around Opening GW:Gypsum shear wall PLF:Pounds per Lineal Foot TYP:Typical Gyp:Gypsum wall board Ply:Plywood UNO:Unless Otherwise specified GLB:Glulam Beam PSL:Parallel Strand Lumber elsewhere I:Moment of Inertia PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(plf) IBC:International Building Code PSI:Pounds per Square Inch respectively ICF:Insulated Concrete Form PT:Pressure Treated with preservative W:Wall,full length PW:Plywood or OSB shear wall WWF:Welded Wire Fabric LIMITED SCOPE OF CONSULTANT'S WORK: Consultant.The consultant in responsible charge of the work indicated herein is Tim K.Garrison,P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall dead: 10 psf O Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf O Roof snow: 25 psf 0 Seismic Factors: Ss= 1.105, S1=0.438 O Floor live: 40 psf 0 Seismic Des Category: "D" O Floor dead: 15 psf 0 Wind Exposure B', 3-sec gust: 120 mph. O Deck live: 60 psf 0 Assumed allowable soil bearing pressure: O Deck dead,2"concrete pavers: 32 psf. 2500 psf. c SINGLE PROJECT: The calculations,drawings,notes, specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid,are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General.Provide adequate temporary support to all walls,roofs,beams, columns,and floors during construction.Design of same is not included herein.Contractor or owner should check all temporary- supporting devices with a qualified person.Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: 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 8-inches. Compact using mechanical(vibratory or impact)methods.In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill.All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock: Where footings bear on rock, clean the rock free of 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 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater(up to 45-degrees max),use#4 x 18" 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,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). A layer of free drainingmaterial n shall similar to the above. atena a d a Slabs on Grade. Subgrade below slabs bey suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures.Industry recognized and approved admixtures affecting set time,flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet 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. 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. 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" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water 3" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar,or similar). Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. iv Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. 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)may be 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, 12d, 10d, 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 be constructed per 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 2-feet 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 Studs.Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate,LE 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 CS 18 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 corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set,or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors maybe 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather.Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors, etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column,or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified:Use washers on all bolts;tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16"larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles,gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation:The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood, contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified,install per manufacturer's recommendations. In general these do not need pilot holes.However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of l Od nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2" lengths.Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofmg members shall be designed by a certified professional engineer.The prefabricated structural roofmg 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 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E,2,600 psi minimum 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. I STRUCTURAL STEEL: General.All fabrication and erection of Structural Steel shall comply with the requirements of AISC(Ninth Edition). Shop Drawings. CCI recommends that the Contractor or builder submit shop drawings to CCI for review and approval prior to fabrication and erection of the structural steel portions of the project. Such review and approval of shop drawings is beyond CCI's current scope of.work. Structural Shape Materials.All structural shapes shall comply with the following standards except where noted otherwise. 0 Angles,channels,and plates: ASTM A36(Fy=36 ksi)or better. Welding.All welding by state-certified structural welders.For shielded metal arc welding,use only low hydrogen electrodes,min.70 ksi.,in conformance with current ANSI/AWS code.All base plates,beam end plates, steel end connectors, stiffener plates,and bent plates at column ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural sketches.Weld size shall be equivalent to or better than the element being welded, and shall be welded all around unless otherwise noted. Care shall be taken to avoid excess warping of welded elements. Bolts.Bolts and anchor bolts to be ASTM A307 grade A,unless otherwise shown.Provide standard washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion.All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations.Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast,2—3 mil anchor pattern.The prime coat shall be a 3 mil thick organic zinc primer.The intermediate and topcoats shall be 3 mils thick each using a vinyl high-build coating system.Unless otherwise specified by the owner,the final color shall be `primer grey'. Contractor shall verify this color with owner prior to any paint application. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.Preparation shall be wire brush cleaning.Unless otherwise specified by the owner,the final color shall be `primer red'. Contractor shall verify this color with owner prior to any paint application. V 7 .r.. I .• I I . I I I I [A •fts • 'N N 00 8 W •C E • 1 i • N 1 �o a� en N I .. ...... . . A • N 0 m o . . • CO OW _. _ _ .. a r :: . .. : :. .. 4 1 Nr. ...Emmons, , • ) - - .. r- \ ....- 4. .-... —11. . • r 1 ..•.. . .. .... ... ... • r • . • • - �- I• kel. • 1 .. . .. I. . -C - / S. 111.11.111.11111.1.1 ,1 . .. .. .. . . .. . . .r ..\ A d t I • 1 • • / •Cr 1. I I I I .. . .•. . 1 • Dr ... I ami ..._. ... ... i -- I � • . • lL 4 • t 1 IL �•• f 1 ...._, . . .. . . ..... . . ... . ... • . W _ .. _ �.�- ,. • N0iii N . ..aftettP ittan r..r .. _ _ — — N C ilin th• : • aA le• v1 • _ _ • II— V • ii • . • Ci- Strc ctcwr a0 Design Loads BBC 2015 83 ASCE 7- 110 Sepsmlcc CCeAcc ilatloir = Parr " SCE 7=10 Project Law Job No t18099 Date 10/4/18 Location 3941 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response Ss = 1.105 % of gravity USGS 1.0 Second Response = 0.438 % of gravity No. of stories above ground lev. 'Two Stories Site Class I Rock, B • Risk Factor Comm'I, Industrial, Residential - Med Hazard, II Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing wall-wood or light steel shear wall • .2 sec response, Ss = 1.105 Ss use for Cs = 1.105 Is structure regular and 5 stories or less? Yes V Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.438 Site coef, Fa = 1.000 Redundancy factor, p= 1 Site coef, F„ = 1 .000 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, ha = 26 ft 0 - Str factor, f20= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 92.E I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1 .105 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.438 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sips = 0.737 0 - Str factor, no 3.00 Design spectral parameter, SDI = 0.292 Seismic Base Shear, V 0.113 * W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.113 * !1V Approx fundamental period, Ta = 0.230 Vertical Seismic Load Effect, Ev 0.147 * 1f1P Upper limit period coef, Cu = 1.408 Seismic Load Effect E = Eh + - Ev 0.26D & -0.034D Building period, use, T = 0.324 LRFD Comb 5 1.347D + Eh + .SL + .2S Csmax = 0.195 LRFD Comb 7 0.753D + Eh Csmin = 0.010 ASD Comb 5 1.103D + .7Eh Seis response coef, Cs = 0.113 ASD Comb 6b 1.074D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.147D ASD Comb 8 0.497D + .7Eh Max diaphragm force, Fpx max = 0.295D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Law Job No t18099 Date 10/4/18 Building Wind Exposure Exp 6 - Mean roof ht. <30', wooded or urban for >1,500 ft. Enclosure Classification Enclosed Building (Typical) yr 3-Sec Gust, Basic 120 mph ASCE7-10 maps, Fig 26.5, p247 ASD, Basic Combos. Stress increases allowed for wood only, V Method ---- Load Comb Factor 0.6 Roof Pitch 1, max. 1.00 /12 Slope 1 0 = 4.8 deg Roof Pitch 2, max. 1 .00 /12 Slope 2 0 - 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 10/4/18 Hill Shape Topographic Factor Not Applicable '• L/B 1.10 Building Width Perp. To Ridge B = 50 ft h/L 0.44 Building Length Parallel To Ridge L = 55 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) h;n = 24.0 ft 3-Second Gust Power Law Exponent a = 7.0 Eave Height (ft) heave = 22.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 1,200 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.657 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind - 1605.3.2 co = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 20.60 psf Windward Wall Pressures Internal Pressure Elev K Intermed. Windward Value q, Wall Internal Pressure 0-15 feet 0.575 10.81 psf 7.35 psf +/- 3.71 psf 15-20 feet 0.624 11 .73 psf 7.98 psf 20-25 feet 0.665 12.50 psf 8.50 psf Longitudunal (Pa rand To Ridge) 25-30 feet 0.701 13.17 psf 8.96 psf 30-40 feet 0.761 14.30 psf 9.72 psf Leeward Wall Side Walls 40-50 feet 0.811 15.24 psf 10.36 psf -5.04 psf -7.35 psf 50-60 feet 0.854 16.06 psf 10.92 psf (Outward) (Outward) 60-70 feet 0.892 16.78 psf 11.41 psf Roof Pressures - 70-80 feet 0.927 17.43 psf 11.85 psf Based On Posn. Pressure Down Ridge 0 to h/2 -9.45 psf Transverse (Perp. T. Ridge) h/2 to h -9.45 psf h to 2h -9.45 psf Leeward Wall Side Walls > 2h -9.45 psf -5.25 psf -7.35 psf (Outward) (Outward) Horiz prof 9.72 psf Slope 1 -1.00 / 12 15.0 psf tp. ` -9.37 psf -9.40 psf -5.85 psf 8.96 psf 14.2 psf • 1 / 8.50 p st i +1- 3.71 psf 13.8 psf 10 +1- 3.71 rise' IIMMINIMIENSMO 7.98 pig ....,4" +/- 3.71 psf -5.25 psf 13.2 psf 1 +/- 3.71 psf 7.35 psf ,a.0410 '" 12.6 psf 0` _- 7 7 7 ` k`� ei.;� /ram / 'a s 50.00 ft 1 Roof 1 slope: 1:12 0.08 rads 4.76 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press, slope 1 , roof, horiz proj: 1.6 psf Press, slope 2, roof, horiz proj: 1.6 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 10/4/18 ConstructionCalc, Inc Lateral Load Calculator Job No.: t18099 Job Name: Law By: tkg Architect/Designer: Sykora Date: 10/4/2018 Building: house+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.113 (Basic.Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s dn e-w dn n-s Dim 1 2366.00 1477.00 Dim 2 1.00 1.00 N Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 2374.2 0.0 1482.1 0.0 0.0 0.0 0.0 0.0 oo Dead weight,psf.[ 15.0 1 15.0 1 15.0 j 15.0 1 15.0 1 15.0 1 15.0 1 15.0 j ce Seismic factor.; 0.113 , 0.113 , 0.113 1 0.113 1 0.113 1 0.113 1 0.113 1 0.113 Calc'd seis load 4024.3 0.0 2512.2 0.0 0.0 0.0 0.0 0.0 Dim 1 206.00 1932.00 Dim 2 7.00 1.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1442.0 0.0 1932.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.; 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Seismic factor.; 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , Calc'd seis load 1629.5 0.0 2183.2 0.0 0.0 0.0 0.0 0.0 Dim 1 1416.00 Dim 2 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 1416.0 0.0 0.0 0.0 0.0 0.0 • Dead weight,psf.j 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 I 15.0 Seismic factor.[ 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , Calc'd seis load 0.0 0.0 2400.1 0.0 0.0 0.0 0.0 0.0 Other GLs 5653.7 5653.7 12749.2 Seismic Applied V 5653.7 5653.7 12749.2 12749.2 0.0 _ 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s dn e-w dn n-s 0 0 0 0 Dim 1 N Dim 2 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 W Wind psf load[ 8.0 1 8.0 1 8.0 1 8.0 1 8.0 1 8.0 1 8.0 I 8.0 j Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 8.00 323.00 ro Dim 2 52.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 416.0 323.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load[ 16.0 � 16.0 1 16.0 ' 16.0 j 16.0 1 16.0 1 16.0 I 16.0 Calc'd wind load 6656.0 J 5168.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 770.00 55.00 ro Dim 2 1.00 11.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 0.0 0.0 770.0 605.0 0.0 0.0 0.0 0.0 w Wind psf load 16.0 1 16.0 ' 16.0 ' 16.0 ' 16.0 1 16.0 1 16.0 I 16.0 Calc'd wind load 0.0 0.0 12320.0 J 9680.0 0.0 0.0 0.0 0.0 Other GLs 6656.0 5168.0 Wind Applied V 6656.0 5168.0 18976.0 14848.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s dn e-w dn n-s 0 0 0 0 Controlling V 6,656 lb 5,654 lb 18,976 lb 14,848 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind seismic wind wind - - - - ConstrucUon allc, [1nc Description: up e-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 6,653 lb Building: house+gar R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind 21 at 2e, use 1, WSW 18. Good for 1345 Total V, factored 3,994 lb 21 at 2a&2b use upper 1.8' pnls, AR=2.2:1, ok. Adj'd Mul: - - Grids 21-23 24, 25 Percentage V 50% 50% 0% Leftover V /grid adj'd for WSW 652 lb 1,997 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,649 lb SumcheckNG Min. Grid PnI 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 1 .8 If 1.8 If 3.8 If 3.0 If 3.0 If 13.4 If 49 plf 1 PW • 3.0 If 17.3 If 20.3 If 98 plf 1 PW Description: up n-s Seismic Adjustments per Grid Total V, unfactored 5,654 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic _ Total V, factored 3,958 lb Adjst'd multiplier - - Grids 2a, 2b 2c-2e Percentage V 50% 50% 0% Leftover V /grid 1,979 lb 1,979 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,958 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use :_ l;:a 20.0 If 7.5 If 4.3 If 31.8 If 62 plf 1 PW 2c-2€ 4.0 If 8.5 If 6.5 If 6.5 If 3.2 If 6.0 If 4.5 If 3.0 If 42.2 If 47 plf 1 PW Description: dn e-w Seismic Adjustments per Grid Total V, unfactored 18,976 lb 1-3, WSW good for --1645*2+1980-1345=3925 R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 11,386 lb Adjst'd multiplier - - Grids 1-3 4-7 8 Percentage V 40% 50% 10% 0% Leftover V /grid adj'd for WSW 629 lb 5,693 lb 1,139 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,461 lb SumcheckNG Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 3.0 If 3.0 If 210 plf 2PW 3.5 If 3.3 If 7.8 If 8.0 If 12.0 If 34.6 If 165 plf 1 PW s 5.5 If 5.5 If 11.0 If 104 plf 1 PW Description: dn n-s Seismic Adjustments per Grid Total V, unfactored 14,848 lb C, WSW good for 1020 R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 8,909 lb Adjst'd multiplier - - Grids a b-d e Percentage V 25% 35% 40% 0% Leftover V /grid adj'd for WSW 2,227 lb 2,098 lb 3,564 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,889 lb SumcheckNG Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 10.5 If 2.5 If 3.5 If 5.0 If 21.5 If 104 plf 1 PW �•°� 8.5 If 8.0 If 3.3 If 3.3 If 23.1 If 91 plf 1PW 13.0 If 13.0 If 38.0 If 64.0 If 56 plf 1 PW 7N. Cd�NS FRUCTIONCALC Pro Beam Tim Garrison, P.E. we empower The Building Industry v6.0 i Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h Other Info. 10/8/18 0.5 1 1.5 2 2.5 3 3.5 4 4.5 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:1./360&L/240 1 V 360 = 0.13 in Total, L/ 240 = 0.20 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: 4.00 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 • Increase Roof DL for pitch? Yes ;v Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.2 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 15 psf 8.00 ft 320.0 lb/ft 120.0 lb/ft Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 320.0 lb/ft 265.2 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 800 - 600 - 400 - 200 - 0 / -200 (9 0.5 1 1.5 2 2.5 3 3.5 4 4.5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf i 2 x 8 • Load Duration LSnow: 1.15 v %Overdesign 2 x 8 (4)2 x 4 Moisture 1 Medium Dry-18% Yr Douglas Fir-Larch Repetitive Use? I No gir Pos Bending 15.6% (2)2 x 5 3 x 6 Press Treated? I NNot P.T. V 1 No.2 v Flat Use? No !v Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. 10o deg F&less ,v Fb Pos 1,241 psi Fv 207 psi Shear 27.6% Fb Neg 1,241 psi Fcp 625 psi Span(s) Defl'n 350.1% Allow Pos Mom 1,359 ft-lb 147.63 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -1,359 ft-lb E 1,600 ksi Calc'd member OK by: 15.6% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,176 lb 1,176 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 536 lb 536 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 San 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.044 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7 WC 2-22-18 67 Tim Garrison, P.E. CCIfMS 1 RUCB IONCALC14 We Empower The ilding Induetry Prop ProBeam I Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h Other Info. 10/8/18 v 1 2 3 4 6 t3 7 $ 9 1 Type? 1 Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans Live Only, L/ !Code Minimum-Normal:L/360&L/240 w 360 = 0.30 in Total, L/ 240 = 0.45 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: 9.00 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Increase Roof DL for pitch? Yes • Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.2 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 45.2 lb/ft 75.0 lb/ft ' Loads Point loads are 1/10 scale 150 100 - 50 - 0 -50 1 2 3 4 5 6 7 8 9 10 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12,4.3 plf 2 x 12w Load Duration Snow: 1.15 V %Overdesign 2 x 8 (4)2 x 5 Moisture Medium Dry-18% w F Douglas Fir-Larch w Repetitive Use? No w Pos Bending 116.3% (2) 2 x 6 3 x 6 Press Treated? No,Not P.T. . i V No.2 v Flat Use? rNo w Neg Bending NA (3) 2 x 5 4 x 5 Temp Cond. 100 deg F&less v Fb Pos 1,034 psi Fv 207 psi Shear 315.8% Fb Neg 1,034 psi Fcp 625 psi Span(s) Defl'n 597.4% Allow Pos Mom 2,726 ft-lb 1177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -2,726 ft-lb E 1,600 ksi Calc'd member OK by: 116.3% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 560 lb 560 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 223 lb 223 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.065 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 2-22-18 Gg Tim Garrison, P.E. Cdf'VS .RUCTION CAll r 0 eam INe Empower The Building Industry Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 10/8/18 2 4 6 8 10 12 14 16 18 Type? 1 Simple span,fully braced 17 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, L/ _T Code Minimum-Normal: L/360&L/240 1 V 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? Yes-Self weight will be added to applied DL I V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No V Increase Roof DL for pitch? Yes • Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 15.00 ft - 225.8 lb/ft 375.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 225.8 lb/ft 375.0 lb/ft Loads Point loads are 1/10 scale 800 600 400 - 200 - 0L -200 D 2 4 6 8 19 12 14 le Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers V Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 I Moisture Medium Dry-18% V 5 x 12 V Snow: 1.15 V Pos Bending 40.0% 3 x 15 5.125 x 12 Press Treated? No,Not P.T. Iv 124F-V4,DF/DF V Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. 10o deg F&less V Fb Pos 2,760 psi Fv 305 psi Shear 147.3% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 14.1% Allow Pos Mom 27,596 ft-lb 1720.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -21,272 ft-lb E 1,800 ksi Calc'd member OK by: 14.1% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.52 in 1.52 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,929 lb 4,929 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,929 lb 1,929 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.701 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7 WC 2-22-18 6.7 Tim Garrison, P.E. CDf'rIS RUCTIONCALC ProBeam C3 We Empower The Building Industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h Other Info. 10/8/18t/6 2 4 6 8 10 12 14 Type? 15Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ 1 Code Minimum-Normal:L/360&L/240 V 360 = 0.47 in Total, L/ 240 = 0.70 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 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 v Increase Roof DL for pitch? Yes V Roof Pitch 1 1.0 :12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 45.2 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 15 psf 6.00 ft 240.0 lb/ft 90.0 lb/ft Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 32 psf 5.00 ft 300.0 lb/ft 160.0 lb/ft Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 540.0 lb/ft 395.2 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 1500 1000 500 0 , -500 2 4 6 8 10 12 14 16 Glu Lam Calc'd Member Results For 5.125 x 12 Solutions Using Self Weight of Glulam 5.125 x 12, 15.7 plf I Misc manufacturers ' Load Duration %Overdesign 2.5 x 16.5 5 x 12 8.75 x 10.5 , Moisture Medium Dry-18% V 5,125 x 12 V Snow: 1.15 V Pos Bending 21.4% 3 x 15 5.125 x 12 Press Treated? No,Not P.T. Iv 1 24F-V4,DF/DF [V Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. 100 deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 87.7% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 13.1% Allow Pos Mom 28,286 ft-lb 1738.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -21,804 ft-lb E 1,800 ksi Calc'd member OK by: 13.1% Allow Shear 12,495 lb El 1,328,400 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.72 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 12 2.00 in 2.00 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,656 lb 6,656 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,876 lb 2,876 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.700 in 0.700 in 0.700 in Max Dn Defl - -0.619 in - - - Allowed 0.700 in 0.700 in 0.700 in ProBeam_v7 WC 2-22-18 C- Cl.5 C am' :�^ Pro r earn Tim Garrison P.E. cis RuCTloNCALC 9 WW~-,Em: owiar_.t na<�a:urta_n.v :.�.u,.3 'T v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note, pitch and fixity, any, not shown) PP if Member I.D. 25h in plane Other Info. 10/8/18 - Type? 1 Cantilever(s), multiple spans, fixity, or not braced Iv 2 4 6 8 10 12 14 16 18 2,0 Cantilevers? No Cantilevers Number of Main Spans [-One Main Span - - I Fix Left End of Main Span? Yes, Fix It o Fix Right End of Main Span? 'Yes, Fix It o Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.00 ft 19.00 ft Fixed Fixed Top of Beam Lateral Support Continuous © Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous Iv Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Code Minimum - Normal: L/360&L/240 Live Only, U Code Minimum - Normal: L/720 & L/480 v Live Only, U ( o Y� 360 = 0.63 in Total, U 240 = 0.95 in 720 = 0.00 in Total, U 480 = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 1 Mem True Len: 19.00 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? j No a Increase Roof DL for pitch? Yes ® Roof Pitch 7.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 13.00 ft - 225.8 lb/ft 325.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - 1.5" gyperete Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 225.8 lb/ft 325.0 lb/ft Loads Point loads are 1/10 scale 600 400 - 200 - -200 2 4 6 8 10 12 14 16 18 20 Engineered Lumber Calc'd Brand Trus Joist -- Results For 7 x 11.875 2.0E PSL Solutions Using Self Weight of Engrd 7 x 11.875 2.0E PSL, 21.3 plf Calc'd Member r7 x 11.875 2.0E PSL - 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 I ® % Overdesign 7 x 20 2.2E PSL Repetitive Use? No ® Pos Bending 431.4% 3.5 x 11.875 1.55E LSL - Fb Pos 3,335 psi Fv 334 psi Neg Bending 165.7% 1.75 x 16 2.0E LVL - Fb Neg 3,335 psi Fcp 750 psi Shear 240.1 (2) 1.75 x 11.25 2.0E LVL I 3.5 x 14 Plus PSL, Levi Allow Pos Mom. 45,720 ft-lb E 2,000 ksi Span(s) Defl'n 453.3% (3) 1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL, Levi Allow Neg Mom. -45,720 ft-lb El 1,953,654 ksi Cant(s) Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 18,481 lb Calc'd member OK by: 165.7% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1976.83 in"4 Controlling criteria is: Neg Bending 5.25 x 9.25 2.0E PSL 3.5 x 14 Pius PSL, Lev3 Self Wt 21.25 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL r 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 7 x 11.875 2.0E PSL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,434 lb 5,434 lb - - -7,431 ft-lb -7,431 ft-lb 0 ft-lb 0 ft-lb Min Total 2,347 lb 2,347 lb - - -17,208 ft-lb -17,208 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.950 in 0.950 in 0.950 in Max Dn Defl - -0.172 in - - - Allowed 0.950 in 0.950 in 0.950 in ProBeam_v7 WC 2-22-18 L/ C iS� RUCTION C ALC Pro 'earn Tim Garrison, P.E. _Win w_fra►u -- -ox az ii v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity, if any,not shown) Member I.D. 25h out plane Other Info. 10/8/18 5 Ip 18 20 5 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, L/ Code Minimum-Normal: L/360&L/240 j v 360 = 0.70 in Total, L/ 240 = 1.05 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: 21.00 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? I No ;w Increase Roof DL for pitch? Yes w Roof Pitch 1 7.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - 1.5"gyperete Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 13 psf - 8.50 ft 112.2 lb/ft - Uniform Ld. 5 - 10 psf - - Tot Unif Load 112.2 Iblft - - - _. - -- - Loads i� r✓ � Point loads are 1/10 scale _ .r _t = 1 k• b ! 7 ' '� 7 150 r _- L2 1ao ' . I ` ��% 50 i, I .2/ ( z iogt < 1 .61 t,� � o , 2772-7 -50 5 10 15 20 25 Q4E 1'f-1 1 )C i I', 4 i - G-Q, tyC ( r4,r lt1(, Glu Lam Calc'd Member Results For 8.75 x 9 Solutions Using Self Weight of Engrd (4) 1.75 x 7.25 2.0E LP LVL, 13 plf Misc manufacturers w Load Duration % Overdesign 2.5 x 13.5 5 x 10.5 8.75 x 9 Moisture Medium Dry-18% V i.75 x 9 ® 'Wind/Seis: 1.6 ® Pos Bending 435.5% 3 x 12 5.125 x 10.5 Press Treated? No, Not P.T. w 24F-V4, DF/DF 1®1 Neg Bending NA 3.12 ] 5 x 12 6.75 x 9 Temp Cond. ! 100 deg F&less ® Fb Pos 3,754 psi Fv 424 psi Shear 1593.6% Fb Neg 2,894 psi Fcp 650 psi Span(s) Defl'n 36.4% Allow Pos Mom 36,951 ft-lb 1531.56 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -28,483 ft-lb E 1,800 ksi Calc'd member OK by: 36.4% Allow Shear 22,260 lb El 956,813 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 20.13 plf Cond's Of Use: Load Duration:1.6-Wind/Seis For 8.75 x 9 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand j LP Solid Start w Results For(4) 1.75 x 7.25 2.0E Solutions Using Self Weight of Engrd (4) 1.75 x 7.25 2.0E LP LVL, 13 plf Calc'd Member i(4) 1.75 x 7.25 2.0E LP LVL I'w LP LVL 1.5 x 18 1.35E LP LSL (2) 1.5 x 11.875 2.0E LP LVL Load Duration Wind/Seis: 1.6 V % Overdesign 1.75 x 16 1.35E LP LSL (3) 1.5 x 11.875 2.0E LP LVL Repetitive Use? No ® Pos Bending 263.5% 3.5 x 14 1.35E LP LSL (4) 1.5 x 9.5 2.0E LP LVL Fb Pos 4,909 psi Fv 464 psi Neg Bending NA 1.5 x 16 1.55E LP LSL 1.75 x 14 2.0E LP LVL Fb Neg 4,909 psi Fcp 750 psi Shear 1094.4% 1.75 x 16 1.55E LP LSL (2) 1.75 x 11.875 2.0E LP LVL Allow Pos Mom. 25,084 ft-lb E 2,000 ksi Span(s) Defl'n -57.8% 3.5 x 11.875 1.55E LP LSL (3) 1.75 x 9.5 2.0E LP LVL Allow Neg Mom. -25,084 ft-lb El 444,591 ksi Cant(s) Defl'n NA 1.5 x 16 1.75E LP LSL (4) 1.75 x 9.5 2.0E LP LVL Allow Shear 15,699 lb Calc'd member FAILS by: -57.8% 1.75 x 16 1.75E LP LSL 3.5 x 11.875 2.0E LP LVL Billet 1222.30 in^4 Controlling criteria is: Defl - Span 3.5 x 11.875 1.75E LP LSL 5.25 x 9.5 2.0E LP LVL Billet Self Wt 12.98 plf Cond's Of Use: Load Duration:1.6-Wind/Seis 1.5 x 16 2.0E LP LVL 7 x 9.5 2.0E LP LVL Billet Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(4) 1.75 x 7.25 2.0E LP LVL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,314 lb 1,314 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Total 136 lb 136 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.050 in 1.050 in 1.050 in Max Dn Defl - -1.232 in - - - Allowed 1.050 in 1.050 in 1.050 in ProBeam_v7 WC 2-22-18 6 /2- LC' Tim Garrison, P.E. CCacIS t RUCTIONCALC ProBeam We Empower The Building Industry v6.0 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30b Other Info; 10/8/18 5 t0 is 20 25 Type? !Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 22.00 ft 22.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.73 in Total, LI 240 = 1.10 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: 22.00 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 V Increase Roof DL for pitch? Yes V Roof Pitch I 7.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 5.00 ft - 86.8 lb/ft 125.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - 1.5"gyperete Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 86.8 lb/ft 125.0 lb/ft Loads Point loads are 1/10 scale 300 200 100 0 -100 5 10 15 20 26 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Sawn (2)2 x 10, 7.1 plf Misc manufacturers 0 Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 l Moisture Medium Dry-18% I V I 5 x 12 V [ ow: 1.15 V Pos Bending 108.3% 3 x 13.5 5.125 x 12 Press Treated? No,Not P.T. V 24F-V4,DF/DF . Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. 10o deg F&less Iv Fb Pos 2,760 psi Fv 305 psi Shear 406.2% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 23.5% Allow Pos Mom 27,596 ft-lb 1720.00 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -21,272 ft-lb E 1,800 ksi Calc'd member OK by: 23.5% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,408 lb 2,408 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,033 lb 1,033 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Mir-Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.100 in 1.100 in 1.100 in Max Dn Defl - -3.645 in - - - Allowed 1.100 in 1.100 in 1.100 in ProBeam_v7 WC 2-22-18 L.. 1 3 Tim Garrison, P.E. CCDICVS rRUCTIoNCALC ProBeam We Empower The Building Yndaetr V6.0 I Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31b Other Info. 10/8/18 2 4 6 8 10 2 14 Type? Simple span,fully braced 1 v Left Cantilever Span 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, L/ !Code Minimum-Normal:L/360&L/240 V 1 360 = 0.40 in Total, L/ 240 = 0.60 in N/A = 0.00 in Total, LI N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? i 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? I Yes v Roof Pitch I 7.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 17.00 ft - 295.2 lb/ft 425.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - 1.5"gyperete Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 13 psf - 0.00 ft - - Uniform Ld. 5 - 10 psf 5.00 ft - 50.0 lb/ft Tot Unif Load - 345.2 lb/ft 425.0 lb/ft Loads • Point loads are 1/10 scale 1000 500 2 4 6 8 10 12 14 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf li Misc manufacturers v Load Duration %Overdesign 2.5 x 13.5 5 x 10.5 8.75 x 9 I Moisture Medium Dry-18% V 5 x 10.5 V Snow:1.15 v Pos Bending 49.8% 3 x 12 5.125 x 10.5 Press Treated? No,Not P.T. 'V it24F-V4,DF/DF V Neg Bending NA 3.125 x 12 6.75 x 9 Temp Cond. 100 deg F&less !V Fb Pos 2,760 psi Fv 305 psi Shear 126.9% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 42.5% Allow Pos Mom 21,129 ft-lb 1482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -16,287 ft-lb E 1,800 ksi Calc'd member OK by: 42.5% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,702 lb 4,702 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,152 lb 2,152 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1, Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.421 in - - - Allowed 0.600 in 0.600 in 0.600 in ProBeam_v7 WC 2-22-18 c lei- c- Tim Garrison, P.E. CONS 1 RUCTION CALL ro eam . We Empower The Building Industry v6.0 } Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 32b Other Info. 10/8/18 A-1 2 3 4 S d 7 8 Type? [imple span,fully braced _ v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.50 ft 8.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Norman L/360&L/240 ,V 360 = 0.28 in Total, L/ 240 = 0.43 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: 8.50 ft Add Self Weight? ;Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? LNo V Increase Roof DL for pitch? Yes I v Roof Pitch I 7.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 ft - 52.1 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - 1.5"gyperete Uniform Ld. 3 40 psf 28 psf - - Uniform Ld_4 13 psf - - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 52.1 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 150 i 100 50 0 , -50 1 2 3 4 5 6 7 8 9 4x And Smaller (Lumber) Calc'd Member Results For(2)2 x 8 Solutions Using Self Weight of Sawn (2) 2 x 8, 5.6 plf (2)2 x 8 Load Duration Snow: 1.15 %Overdesign 2 x 8 (4)2 x 5 Moisture I Medium Dry-18% 1 V [Douglas Fir-Larchv Repetitive Use? N� I v Pos Bending 127.0% (2) 2 x 6 3 x 6 Press Treated? No,Not P.T. v �.2w Flat Use? i No ;V Neg Bending NA (3) 2 x 5 4 x 5 Temp Cond. 100 deg F&less V Fb Pos 1,242 psi Fv 207 psi Shear 432.4% Fb Neg 1,242 psi Fcp 625 psi Span(s) Defl'n 315.8% Allow Pos Mom 2,720 ft-lb 195.27 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -2,720 ft-lb E 1,600 ksi Calc'd member OK by: 127.0% Allow Shear 3,002 lb El 152,431 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 5.56 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 564 lb 564 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 245 lb 245 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.425 in 0.425 in 0.425 in Max Dn Defl - -0.102 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. CCgNS RuCTICoNCALC ProBeam We Empower The 6ultdfn. todu!try V6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 33b Other Info. 10/8/18 U 5 ro rs ze 25 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 28.00 ft 28.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.93 in Total, L/ 240 = 1.40 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: 28.00 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No V Increase Roof DL for pitch? I Yes j w Roof Pitch 1 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.50 ft - 52.7 lb/ft 87.5 lb/ft Tot Unif Load . - 52.7 lb/ft 87.5 Iblft Partial Distributed Loads(Uniform or Trapezoidal) Measured from left end of member. Member Total Length=28 ft. Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 25 psf 25 psf 1.50 ft 0.00 ft 1.50 ft 14.00 ft Loads Point loads are 1/10 scale 150 100 - 50 - I -50 Le 5 10 15 20 25 30 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf Misc manufacturers j V Load Duration % Overdesign 2.5 x 18 5 x 15 8.75 x 12 I Moisture Medium Dry-18%0 V 15 x 15 V I [Snow: 1.15 n Pos Bending 111.7% 3 x 16.5 5.125 x 15 Press Treated? No,Not P.T. V 124F-V4,DF/DF i V Neg Bending NA 3.125 x 16.5 6.75 x 13.5 Temp Cond. 100 deg F&less I V Fb Pos 2,634 psi Fv 305 psi Shear 404.8% Fb Neg 2,031 psi Fcp 650 psi Span(s)Defl'n 30.2% Allow Pos Mom 41,162 ft-lb 11406.25 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -31,729 ft-lb E 1,800 ksi Calc'd member OK by: 30.2% Allow Shear 15,238 lb El 2,531,250 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19.18 plf Cond's Of Use:Load Duration:1.15-Snow For 5 x 15 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,018 lb 2,493 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,400 lb 1,137 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.400 in 1.400 in 1.400 in Max Dn Defl - -1.076 in - - - Allowed 1.400 in 1.400 in 1.400 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. Ca Ns 1 RUCTIONCALC ProBeam We Empower The Building Industry v6.0 t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 35b Other Info. 10/8/18 b re 15 20 A 215 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 23.00 ft 23.00 ft Allowable Deflection, Main Spans Live Only, L/ 1 Code Minimum-Normal: L/360&L/240 El 360 = 0.77 in Total, L/ 240 = 1.15 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: 23.00 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 LJ Roof Pitch I 1.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 8.00 ft - 120.4 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - 1.5" gyperete Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 13 psf - - - Uniform Ld. 5 - 10 psf 3.00 ft - 30.0 lb/ft Tot Unif Load - 150.4 lb/ft 200.0 lb/ft Loads Point loads are 1/10 scale 400 - 200 - . 5 10 15 20 25 -2000 T Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf I Misc manufacturers I V Load Duration % Overdesign 2.5 x 18 5 x 15 8.75 x 12 Moisture :Medium Dry-18% V 5 x 15 I V I Snow: 1.15 v Pos Bending . 71.8% 3 x 18 5.125 x 15 Press Treated? : No,Not P.T. ,V 124F-V4,DF/DF 1 v Neg Bending NA 3.125 x 16.5 6.75 x 13.5 Temp Cond. 100 deg F&less Iv Fb Pos 2,687 psi Fv 305 psi Shear 258.5% Fb Neg 2,071 psi Fcp 650 psi Span(s) Defl'n 25.1% Allow Pos Mom 41,979 ft-lb 11406.25 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -32,359 ft-lb E 1,800 ksi Calc'd member OK by: 25.1% Allow Shear 15,238 lb El 2,531,250 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19.18 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 15 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,250 lb 4,250 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,950 lb 1,950 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 50121 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.150 in 1.150 in 1.150 in Max Dn Defl - -0.919 in - - - Allowed 1.150 in 1.150 in 1.150 in ProBeam_v7 WC 2-22-18 L17 Tim Garrison, P.E. CCSASRUCTIONCALE ProBeam We Empower T e Building industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b Other Info. 10/8/18 v 2 � f5 8 tQ t 2 t� i Type? Simple span,fully braced !v 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/240 V 360 = 0.50 in Total, L/ 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 Weight? j Yes-Self weight will be added to applied DL 1 V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ;No I Increase Roof DL for pitch? Yes Roof Pitch 1 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 13.00 ft 520.0 lb/ft 195.0 lb/ft 1.5"gyperete Uniform Ld.3 40 psf 28 psf - - Uniform Ld.4 13 psf - - - Uniform Ld.5 - 10 psf - - Tot Unif Load 520.0 Ib/ft 195.0 Ib/ft Loads Point loads are 1/10 scale 1000 500 0 2 4 6 8 10 12 14 16 -500 Engineered Lumber Calc'd Brand LTrus Joist V Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Engrd 5.25 x 11.875 2.0E PSL, 15.9 plf Calc'd Member 5.25 x 11.875 2.0E PSL v PSL - 3.5 x 20 2.2E PSL Load Duration Live: 1.00 V %Overdesign - 7 x 20 2.2E PSL Repetitive Use? No ,V Pos Bending 45.0% 3.5 x 14 1.55E LSL - Fb Pos 2,900 psi Fv 290 psi Neg Bending NA 1.75 x 20 2.0E LVL - Fb Neg 2,900 psi Fcp 750 psi Shear 119.9% (2)1.75 x 14 2.0E LVL 3.5 x 16 Plus PSL,Lev1 Allow Pos Mom. 29,817 ft-lb E 2,000 ksi Span(s)Defl'n 23.7% (3)1.75 x 11.25 2.0E LVL 5.25 x 11.875 Plus PSL,Lev1 Allow Neg Mom. -29,817 ft-lb El 1,465,240 ksi Cant(s)Defl'n NA (4)1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL,Lev2 Allow Shear 12,053 lb Calc'd member OK by: 23.7% 3.5 x 14 2.0E PSL 5.25 x 14 Plus PSL, Lev2 1732.62 in^4 Controlling criteria is: Defl-Span 5.25 x 11.25 2.0E PSL - Self Wt 15.94 plf Cond's Of Use: Load Duration:1.0-Live 7 x 11.25 2.0E PSL 5.25 x 14 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 11.875 2.0E PSL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,482 lb 5,482 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,582 lb 1,582 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.750 in 0.750 in 0.750 in Max Dn Defl - -0.568 in - - - • Allowed 0.750 in 0.750 in 0.750 in ProBeam_v7 WC 2-22-18 Cl, Tim Garrison, P.E. CAS'RUCTIONCALC ProBeam We empower The euildln• industry_ v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41b _ Other Info. 10/8/18 2 4 158 10 12 14 Id- i8 Type? 1 Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection,Main Spans Live Only, L/ [Code Minimum-Normal:L/360&L/240 j v 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? Yes-Self weight will be added to applied DL 1 V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Increase Roof DL for pitch? [Yes j V Roof Pitch 1 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.50 ft - 248.4 lb/ft 412.5 lb/ft Uniform Ld.2 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 lb/ft Uniform Ld.5 - 10 psf 9.00 ft - 90.0 lb/ft . Tot Unif Load 40.0 lb/ft 353.4 lb/ft 412.5 lb/ft Point Loads Measured from left end of member. Member Total Length= 16 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 2 40 psf 15 psf - 13.00 ft 8.00 ft 4,160 lb 1,560 lb - 11.00 ft Point Load 3 - 20 psf - 10.00 ft 9.00 ft - 1,800 lb - 8.00 ft Loads Point loads are 1110 scale 1000 500 0 2 4 6 8 10 12 14 16 18 -500 I? Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf 1 Misc manufacturers V Load Duration %Overdesign 2.5 x 21 5 x 15 8.75 x 13.5 Moisture Medium Dry- 18% T.71j 5 x 15 V Snow: 1.15 V Pos Bending 2.9% 3 x 19.5 5.125 x 15 Press Treated? No,Not P.T. v ;24F-V4,DF/DF v Neg Bending NA 3.125 x 19.5 6.75 x 13.5 Temp Cond. I 100 deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 55.3% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 7.7% Allow Pos Mom 43,117 ft-lb 1 1406.25 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -33,236 ft-lb E 1,800 ksi Calc'd member OK by: 2.9% Allow Shear 15,238 lb El 2,531,250 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19.18 plf Cond s Of Use: Load Duration:1.15-Snow For 5 x 15 2.48 in 3.02 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 8,058 lb 9,813 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 4,368 lb 4,953 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.743 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7 WC 2-22-18 . C ?7 r� Tim Garrison, P.E. CdI!'VS oRUCa IONCALC yr o eam We Empowr The t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 42b Other Info. 10/8/18 3 10 15 20 25 30 Type? Simple span,fully braced I- Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 25.00 ft 25.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.83 in Total, L/ 240 = 1.25 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: 25.00 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 i• Roof Pitch 1 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 8.00 ft - 120.4 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 15 psf 2.50 ft 100.0 lb/ft 37.5 lb/ft Uniform Ld. 5 - 10 psf 9.00 ft - 90.0 lb/ft Tot Unif Load 100.0 lb/ft 247.9 lb/ft 200.0 lb/ft Loads Point loads are 1/10 scale 600 - 400 - 200 - 0 , . -200 5 10 15 20 2255 30 Le Glu Lam Calc'd Member Results For 5 x 18 Solutions Using Self Weight of Glulam 5 x 18,23 plf I Misc manufacturers Iv Load Duration % Overdesign 5 x 18 8.75 x 15 I Moisture Medium Dry 18% v j 5 x 18 v Snow: 1.15 V Pos Bending 51.9% 3 x 21 5.125 x 18 Press Treated? l No,Not P.T. IV I 24F-V4,DF/DF V Neg Bending NA 3.125 x 21 6.75 x 16.5 Temp Cond. j 100 deg F&less v Fb Pos 2,616 psi Fv 305 psi Shear 195.0% Fb Neg 2,017 psi Fcp 650 psi Span(s) Defl'n 25.4% Allow Pos Mom 58,865 ft-lb 12430.00 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -45,375 ft-lb E 1,800 ksi Calc'd member OK by: 25.4% Allow Shear 18,285 lb El 4,374,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 23.01 plf Cond's Of Use: Load Duration:1.15-Snow For5x18 1.91 in 1.91 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,199 lb 6,199 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,387 lb 3,387 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.250 in 1.250 in 1.250 in Max Dn Defl - -0.997 in - - - Allowed 1.250 in 1.250 in 1.250 in ProBeam_v7 WC 2-22-18 G Z0 Tim Garrison, P.E. Cai:IS RUCTIONCALC ProBeam We Empower The Self Mpg industry v6.0 I Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 43b Other Info. 10/8/18 A 18 2 4 -6 8 t0 t2 14 la 1 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 17.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.57 in Total, L/ 240 = 0.85 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: 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? Lo i V Increase Roof DL for pitch? Yes V Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 28 psf - - Uniform Ld. 4 60 psf 32 psf 5.00 ft 300.0 lb/ft 160.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 300.0 lb/ft 160.0 lb/ft - Loads Point loads are 1/10 scale 600 - 400 200 0 -200 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers U Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry-18% V 5 x 12 'V Live: 1.00 I'I Pos Bending 39.7% 3 x 13.5 5.125 x 12 Press Treated? Yes,P.T. 1 V 124F-V4,DF/DF . Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. F100 deg F&less v Fb Pos 2,400 psi Fv 265 psi Shear 162.4% Fb Neg 1,850 psi Fcp 650 psi Span(s)Defl'n 23.3% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -18,498 ft-lb E 1,800 ksi Calc'd member OK by: 23.3% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,040 lb 4,040 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,490 lb 1,490 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0.689 in - - - Allowed 0.850 in 0.850 in 0.850 in ProBeam_v7 WC 2-22-18 G7_, CA RUCTIONCALC ProBeam Tim Garrison, P.E. We Empower The euUUdlnv industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note, pitch and fxitY, if any, not shown) Member I.D. 44b, 45b Other Info. 10/8/18 z--1.7=21162/7melv- v Type? j Cantilever(s), multiple spans, fixity, or not braced v , 0 2 4 6 8 10 12 Cantilevers? Left CantileverV Number of Main Spans Three Main Spans Fix Left End of Main Span? NA- Left End Is Cantilever ® Fix Right End of Main Span? No, Leave it Pinned 1 v 1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 1.50 ft 4.50 ft 1.50 ft 11.00 ft Top of Beam Lateral Support j Continuous 1 v Top of Beam, Max Unbraced Length 0.10 ft o Bottom of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support 'continuous Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, U ; Code Minimum - Normal: L/360& L/240 I v Live Only, U j Code Minimum - Normal: L/720& L/480 v 360 = 0.15 in Total, U 240 = 0.23 in 720 = 0.06 in Total, U 480 = 0.09 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.00 ft Add Self Weight? j Yes - Self weight will be added to applied DL 1 0 Loads: Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 11 ft. Start Start End End Live Dead Snow Trib. Width Location Trib.Width Location Roof 20 psf 25 psf 25 psf 12.00 ft 3.60 ft 12.00 ft 11.00 ft Floor 2 - 10 psf 9.00 ft 3.60 ft 9.00 ft 11.00 ft Point Loads Measured from left end of member. Member Total Length = 11 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 3 60 psf 32 psf - 5.00 ft 8.50 ft 2,550 lb 1,360 lb - 0.10 ft Loads • Point loads are 1/10 scale 400 300 J 200 - I 100 -- 0 t v / \ L v -100 `� `' 4 6 8 10 12 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Giufam 5 x 12, 15.3 plf i Misc manufacturers _ l ® Load Duration % Overdesign 5 x 13.5 8.75 x 12 Moisture Medium Dry 18% V 5 x 12 I ® Live: 1.00 v Pos Bending 1465.8% 3 x 19.5 5.125 x 13.5 Press Treated? Yes, P.T. l V 24F-V4, DF/DF IV Neg Bending 38.2% 3.125 x 19.5 6.75 x 12 Temp Cond. 100 deg F&less i v Fb Pos 2,400 psi Fv 265 psi Shear 4.9% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 6474.7% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s) Defl'n -29.4% Allow Neg Mom -18,498 ft-lb E 1,800 ksi Calc'd member FAILS by: -29.4% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 12 4.33 in Uplift 1.50 in Uplift Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 14,067 lb -1,026 lb 3,493 lb -255 lb -4,718 ft-lb 1,367 ft-lb -838 ft-lb 0 ft-lb Min Total 4,806 lb -9,217 lb 1,984 lb -776 lb -13,388 ft-lb -323 ft-lb -1,619 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 0.002 in 0.000 in 0.000 in - Allowed 0.225 in 0.225 in 0.225 in Max Dn Defl -0.101 in 0.000 in -0.004 in 0.000 in - Allowed 0.225 in 0.225 in 0.225 in ProBeam_v7 WC 2-22-18 G22 Tim Garrison, P.E. CCD ,ISTRUCTIONCALC ProBeam We Empower The Building Industry v6.0 1 . Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity, if any,not shown) Member I.D. 50b Other Info. 10/8/18 2 4 6 8 p i 12 Type? I Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ bcode Minimum-Normal:L/360&L/240 i v 360 = 0.33 in Total, L/ 240 = 0.50 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: 10.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Partial Distributed Loads(Uniform or Trapezoidal) Measured from left end of member. Member Total Length= 10 ft. Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 25 psf 25 psf Floor 1 60 psf 32 psf 8.00 ft 0.00 ft 6.00 ft 10.00 ft Floor 2 - 10 psf Loads Point loads are 1/10 scale 600 400 200 - 0 /1... . ,....._..._..,_.„ -200 2 4 6 8 10 12 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11.5 plf I Misc manufacturers I'V Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 Moisture LMedium Dry-18% v L5 x 9 V Live: 1.00 v I Pos Bending 64.7% 3 x 10.5 5.125 x 7.5 Press Treated? Yes,P.T. !Id24F-V4,DF/DF [V Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. I 100 deg F&less Fb Pos 2,400 psi Fv 265 psi Shear 131.7% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 85.4% Allow Pos Mom 13,499 ft-lb 1303.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -10,405 ft-lb E 1,800 ksi Calc'd member OK by: 64.7% Allow Shear 7,950 lb El 546,750 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11.51 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 9 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,431 lb 3,124 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,231 lb 1,124 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in Max Dn Defl - • -0.270 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam_v7 WC 2-22-18 C'Z. 3 Tim Garrison, P.E. CAS f RUCTIIONCALC ProBeam We Empower The Bulldinq indUecry v6.0 1 Important:,Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t18099 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 51b I Other Info. 10/8/18 2 4 6 8 10 12 14 r I Type? Simple span,fully braced I V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, L/ 1 Code Minimum-Normal: L/360&L/240 112 360 = 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? [Yes-Self weight will be added to applied DL i V Loads: Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length= 16 ft. Start Start End End Live Dead Snow Trib. Width Location Trib.Width Location Roof 20 psf 25 psf 25 psf Floor 1 60 psf 32 psf 7.50 ft 0.00 ft 6.50 ft 16.00 ft Floor 2 - 10 psf Loads Point loads are 1/10 scale 600 - 400 200 0 -200 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers v Load Duration %Overdesign 2.5 x 16.5 5 x 12 8.75 x 10.5 Moisture [ium Dry-18% _ 1 5 x 12 I V Live: 1.00 v Pos Bending 13.7% 3 x 15 5.125 x 12 Press Treated? ;Yes,P.T. V 24F-V4,DF/DF IV 1Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. 100 deg F&less . Fb Pos 2,400 psi Fv 265 psi Shear 96.4% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 6.6% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -18,498 ft-lb E 1,800 ksi Calc'd member OK by: 6.6% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.66 in 1.59 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,397 lb 5,152 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,957 lb 1,872 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.750 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7 WC 2-22-18 IIE p flç(7rn& �` At 30' oar �O \ 7-06.) J. SYKORA, GPM) \ • 3OCT 3 0 �o� a .153 \ I 1 -. ' %........... 41 •-- : I X \, ,� P � ' I CITY �( � r- SS CO® • O \ I / 10-18-18 rv,/ , tom I I I a o� ° 060 ed./48e,.. a /,` .s., .. \ A I I LANDSCAPE LEGENI? e; �` ` ` ` . , Flo rn \ . I I O es le _ LAWN AREA > ~\ � ,\: % ..- .- ` l � `_ Lc,. LOT 4 , q.�0o LLJ ..N.: w... W. .. .a can i , er- „ /1456): .....-N" •••• ! •••• , -.. CONCRETE DRIVE p � ., \ � I AtiliQ �. , 11 , a� 1 . � , \ I I . ,% \ I 1, ! i1 a MULCH - PLANTING BED !-/-‘.." I\ \ , °' � <_ `� - , �\ I. EXISTING BEDROCK u. ` `\ 6 tt I-: Eo %Ilil / PECK l a ° / ~ \ I NCl N18� Y ' y� DECIDUOUS TREE z i/ %. - ' `` `\ t it e‘ii ' er I' -Pr - -, �111/ Il;l;' ----,, , .,/tt7 / (S N ,� / c i . a01LSTOOkPILE 1 \ 4 �1' r� . I z bhl ! GOveReo ,r . , . DI f'ORGN � /, I / \ t1 - _ J S ` \ IGDNIFERTREE I 5FR yf A ,/ ` N. _ IR\ I 3 /��/ll1' aRIVEYIAY '/I alii\•����[ 1. �' \ ` 6 I 1 sw `� \ /$i LOT3 6`y tSHUBSIPLANTINGS 4d,.5 \ I N . `A ;r� ti- o g ppp� /' :/ / 10,80"1 5 F .A II J yyy,..Sc • y,\ � � / `! , \ ``i �,'\t1 I�I%i`t1i�7`i/ •,IO 11,, ! I I O O ILI • MINIMUM TREE DENSITY c ' ~ / ...... ,�` "" - _ ,. xI , • ,, ` \, ttti S z \ \ �. / \ / ` .- \`- ` e _ ,� •� ,t,rr1,Yl�i t e ��• ` ,,, 1 ! f FOR ANV NLAR BY z r+ iL. a ANALORTES hUNILOtlE•16.99.019 I \\ ` , \ % - --, -- g 1S -*yba'. � +,.'� ., drr GATGH 0A51Na t' t .^ O ` \ `� / / \ \+ ` ._-- v J .� ^� �`� 1�! s,,44 c ai MI 'fit, - M-i U7 0alculatlon of the Total Tree Unita Required.The total number of tree units ,�'it tr . ` , %- 1 ,.yam ors =y say = `I ! Q- roqulrsd to be provided by a regulated project or tree conservation permit ' q e ` ) ,f AZ ,-, „e abr ,1 s. y! yl�i�i,'.o ' Lt nec, ILI A I fl approval listed In Section 16.50.100 shall be calculated by dividing gross site v p?2 ` / \ ` _ r� �7 �� ce �, NGE Oka 1 "� v( rt ores, I� \ ♦ // \: / \ ♦ t 7;11510:11,4ty-r- N7RA 1 s1°at' ' +t4 c. _(((��� 493,0 '�J G?ION E r !� ' Ominus any public or private etrest rlghte•of way,by one thousand Table Q \ �• RU h 12L i 1 w V ( i fLI ' ` 16.50.120(P).The result of the calculation will be the total number of tree units 't ` . . \ / itil ��' yi ` 1 1 t required for the project approval Within the building site. �'� r ' `.\ iPY' !!�'. n F ' LOT SIZE :10,8015F TREES REQUIRED: 11 mOr \H -•70t. \ L / S• 61 " fro " ri IL z S u, O z 2�°Se `rp %ec .♦\ A7sO GARAGE ~ ` / ��•\� l �u�4e �ti,I h W O < 6F\� .` O09.0 6L►!\ 'tom v �i -� Ot LOT INFORMATION �, , h, 9 �:• . _ �' LOT SIZE : 10,807 SQ,FT, ,� \ ` rr \ . r,Obt �/�� m .... 4-? , 137.5c1'` MAX BUILDING COVERAGE (35%) = 3,182 SQ,FT. • ` ! \ S it 12"E ACTUAL BUILDING COVERAGE = 3,450 SQ.FT. �f, -- `FN�E` //11:111::://///://'-it://:iiiii,:i7://// r/ ;i i / - HOUSE IMPERVIOUS: 3,1% SQ.FT, (ROOF AND DECKS) \ ` `w�/ ,! /l il DRIVEWAY IMPERVIOUS: 2,310 SQ,FT. \ ` ' / � 45 I 1 ` / det n_° � - 1 1 / /,' '�G1�0 9 0 tiln Ix PARCEL# 134314 SOT 1 LOT 1 ik et Abi Z 2411i1 ADDRESS: 3941 ROCK RIDGE PARKWAY I 1 / Z '� • 1 ,203 SF i--- 1 ~ � , 83 � ..a Q... ��@I I I I s sgil U) IS) 1 i i ft) <4 Oa ni-g to ORB AE at r d' I au II ILI I , li-<aiir' �ryQ�10: kW V Co II r-1` co d;l N i v •I // / �p in 3 ¢ V1 , � $n1V D o I ' / el I In In I (:)1I I I / // OWNER APPROVAL CA uI I I 1 r I / / / ' -INITIAL: I I i I J I ;' i , PAGE: r IV I 1 / hi h' iIn -r•r I I 1.11 �' N o• �, \ i J. SYKOR/�, GPBD ifrallo 15,, DRAFTED BY No, m SCA LE ci / i 7G0 O \ i /f!3 m �� \ / / . firt,/ I H 1" = 10' U.N.O. i c ..,,,,{fr II en 1- o O \.., �� � A � � . I 1 ea Go Z / m c 1 a 10-18-18 E 101 \7�4 v �' \ ' j O REV. 11 -21-18 c8° S' 4 ` I I - \, / 3 ,S6 SSAco Z./ 37.S i i s U F O _ —r 7 I i ll S Ti , h0 \ II II I Z LANDSCAPE LEGEND . 1 1 zI O vi in O I LAWN AREA > \ \4,5.0 ' \ i 460 I W \ ] �,. I I 044. co 0 C. -..� \ . � O I` . I I i to - - - CONCRETE DRIVE Co \ 11 , 141 SF \ , ; ; I \ / \ ` - \ .y I �•" �� A V I V I '- 1 1 V MULCH - PLANTING BED I W .71 \ atr1P G\�?4' 1 t ' 1 • _ `� SC6c Cc+r�t kt't E ` . 1 I i - sQ _ 7 EXISTING BEDROCK 6'kV' w ` be y Pic LL 3 / / w ry ) / .......-St DECK s a I ` V �N �� DECIDUOUS TREE z 1 2 \, 1� / z i \\ \ 1 OEP I ,� / /\ `50tL vsLocel:til .�-•�- N l- s3 \ \ � \ 34.81^ \ I I m � COVERED / ,/ ; \ 11.5 \ -- �-' ST 54 44 \ \ 0WrnCONIFER TREE PORG" 5FR \ \ _ _ _ — — I Qtll °'� PF=483.0 A41; / V AA / I D O Z al 1 - ` \ . / // DRIVEWAY \ tl� 6 7 I I 1 .. /// %%%%%%%‘,„.......„. LOTS / v � S76 I � II II � 6 � SHRUBS / PLANTINGS 4,6, i , ‘._ -7t-.. till 1.._ ni vfe l 472.0� \ ' .), all • ag e Its (�/ MINIMUM TREE DENSITY I \ /--...>;- ,... . ? V A / \ \ \� \ �� _ �.-� - .�•• i•'•e 1 _:� FOR ANY NEAR BY N , CATCH BASINS ANAGORTE5 MUNIGODE-16.50 010 I \ \ \ IN \ 4.4....................s.' c• A. E al X •(1 Calculation of the Total Tree Units Required. The total number of tree units / •0- n \rFF / \ \ (s_ — © _ — q b' _ \ \ !T! �!i!i!i!i !i!i!i!o!••••••••• pp5�� w 441 qby g project permitN . \ 7 — m� " \ <rF �• •!�l�l ���•ti��!�!�•!!!•�!�••f ,�H I- re required to be provided are regulated ro'ect or tree conservation o e \ _ s, — approval listed in Section 16.50.100 shall be calculated by dividing gross site v 2i \ ` / -�- 4 44 eN�F ••••••i!i$OW!'•'•' •• W \ r8 Si5-I •••••••••••••O NTRANGE•••••••i-- �se .^ o \/ \ \ / ♦ ".C3.0 \ •i!!•'GONSTRUGTION E •• ••••,�, e�a� v v area, minus any public or private street rights-of-way, by one thousand Table u1.5 yy��,.•• • (� 16.50.120(D).The result of the calculation will be the total number of tree units �p ° \,/ / \ \ , / \ •'!i!4' +�i�ii!i!'� a' !''' '•' ' ° ••• required for the project approval within the building site. 0-: a) / % / t Q�F lealategaingto.oeSitet\ b eTv/� \ •••••i••!i�. i!i!i� 1•454i!i!9• n ' !i!i i!!•' m to \ \ \ / ,// O "ems 5 tfE RAN porgy w . 6 •r�°s••!i!i!i!i!i!i!iki!i..'!i!i!•• +� a i. !'!i!' v it Z 7 / / f S 7 •.i.•.i.i.i.i.i.i3.i.i.i.• •' ti'•' 0 O �14c 519E R�I� p ° ? !•••••••••� ri•• O '•'• W v LOT SIZE :10,807 5F TREES REQUIRED: 11 r /1r� ° S S,r 9 \ e// cINIy , ( aF '' 7\`7 ry1l !i!i!i!i i•iyts li i i• • •• FF >S GARAGE \ / / OF f J'«1C S'7 \ \ •i•••i!•!aii'ii n O ••i is , • S' "tee 00 \ / RLT tl �ISH1t5 (�tf qp�S 6`V\ a ••! �;�ililii•i i ••• ( / 00 C 76 F\� \ a83.0 J / / �/ —y I •'' �ii�1•�•• •.:••••• I EXISTING DRIVEWAY GUT O 1L b. •• 1��'••••� MAX 201N WIDTH. LOT INFORMATION � �• �a.1�' ' H d -1 LOT 512E : 10,801 5Q.FT. \ • / h `„ abo.o •!• •!•••! 0- Q /r��h� �ov4 DP�� al� c!i ••i!' , S \ ° O S\l'1" rTLF ILtirl'RFIt� b.\ANI, 5bSS1� LPN,we, ..i!i�.'.i. ° .+aa 31.59, MAX BUILDING COVERAGE (35%) = 3,182 SQ.FT. \ / . �� l l �i�LOhnM '1- nP Gto3• RI V 1� \ 7 .•�a„i — . „ — , 54__ ` , /4=V . 1)) b _ � ¶ p1 C . ,�T fee& / 11 12 E ACTUAL BUILDING COVERAGE = 3,450 SQ.FT. \A`E ' r' 'v / / // -5nAS ram• , / 4 V HOUSE IMPERVIOUS: 3,99b SQ.FT. (ROOF AND DECKS) \ �v�/ O COCi E7 S stl� raj �nFF tom , Disc(1rpu2.6tr-A3 // // DRIVEYVAY IMPERVIOUS: 2,310 SQ.FT. O., P� Vim• YY\Z5 // , z f / ��`��- hhao \ 4t4.0 hat65 Fact 1 R\M-I r / 01 // / 0 L�cw Rw-i TD 'B C�t1�l2xh N r (� / °ca / Hib Lk II I / / } •�/ le 3 0 N IL'W �rni'Ix ,, / ce /a., tj / i tJ p�pw rL ten x a a itz_ PARCEL* 134314 LOT 2 11 , LOT 1 at'A•��• i a z 3w=wo ,: ii ADDRESS: 3941ROCKRIDGEPARKWAY E-- ,-�q , 203 5 1 8 , 483 5F / , cL OWNER: DEN15 AND PATRICIAI LAW w°=' U ) t. • I I � -* �' O►-' 'sit OsSGI. NNW.-- MOP\t"S en* �4�0 ,max °°< KJ a t ' ' Gi}�`j Lalai �1 'fD �Utc�f1 �i �r� LT 6, IP µ-i /� awq» 6l'tcl-S( } >c"1D STD 'S vv+FT WkYI� (Si O oso V z kl in v I iy �+ • `� 1� d I�1�1 S em a-T / / �/ / ry • `oh`1 in o°p° I.1) `OIL ID �L. / / Itn ,' / / / vOWNER APPROVAL l l V I � / INITIAL: 1 I 0 / , i �/ PAGE: < N Z ii 0 � 0 BMP C154: CONCRETE WASHOUT AREA ® BMP C235: WATTLES © BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT 0 BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND PURPOSE PURPOSE PURPOSE DEPTH J. SYKORA, GPBD PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO DRAFTED BY: PURPOSE AND DEFINITION _. __-. ry PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS 15 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS - co - NATURALLY SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION 517E5. W 13 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 CONDITIONS OF USE h- `m BIOFILTRATION;WATER IN7ERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS I01 TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE 11-4.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION M-- rn fL ,GALE CONDITIONS OF USE ARE LARGELY LO57 WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL .- m CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.318)FOR TYPICAL CONSTRUCTION DETAILS.W5DOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION I o PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STO SURFACES ATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 9" 0 1/4" = 1 r U.N.O. -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTP:IIW W W.W5DOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTM#SEGTIONI) THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SU DUE TO INCREASED USE OF PESTICIDES, -IT 15 NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING, V IF- FERTILIZERS -CONCRETE TRUCKS, PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-51TE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET Z U- DATE 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHWATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN GREATER AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS w GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF HM >- 10-15-18 a FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP. IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS k__ WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME f--•" GROUND WATER.THE UPLAND DISPOSAL S1TE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH A5 STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER HINTER MONTHS. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. 0 DRAINS,OPEN DITCHES,OR WATER BODIES, INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION GAN BE ESTABLISHED. APPLICATIONS AND LIMITATIONS REV. 11 -2a�-1 S -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY NOT TO SCALE ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH 15 NOT THE SAME A5 PRESERVATION OF NATURALLY OCCURRING --------- - EFFECTIVE FOR ONE TO TWO SEASONS. SOIL AND VEGETATION.HOWEVER, ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON- -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT 517E MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH San Mirtimum WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL, BIOSOLIDS,AND FOREST PRODUCT • - Lath and flagging RESIDUALS.IT 15 IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE %Q Z m. gn, on 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT 15 IMPORTANT THAT IMPORTED TOPSOILS -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. O �EMIIIIITIPA SandbagIMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS 001 INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT.INES i^j Be" AND LS INITH UAL SE SOILS,STEEP SLOPES,AND AREAS WITH HIGH 10 mil plastic lining Sandbag SHOULD BE DUG TO ADDEPTH OF 5- O 1-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. A RAINFALL,THE TRENCHES ,Sang RO9� `.i.••��f DESIGN SOIL RETENTION. RETAIN, IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT �✓" Cr) ' MO 1 \ -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD ir• PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A Varies EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. ram! a DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO iii = -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, i�i�� +� > �' Id -:1�'�; �1,= OTHER PORTIONS OF THE SITE WHERE FEASIBLE. 0 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. eI�,�i�• S•�S -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS I p INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END. DO NOT OVERLAP THE ENDS. s„ +, ! L•,. 1 ® Bern .� + .� SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT a �_W_W� -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. 'i�,• +��Sri a�� p t e : (� -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE - i' '.�ey� PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: /l1M '.l�.1w � 4, 100'min. 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% C ) ) S U Section A-A AND INTO THE SOIL. S00.ae itiallkiwaittweilailitake I` ;ogoa i ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED 1D mi plsDc lining r� �. a ea -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3l8-INCH REBAR GAN • '�y�:lam i- 111.., i' '�' 'a SOIL.THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE ` Plan Notes: ALSO BE USED FOR STAKES. V �i i `fi* " 1. Actual layout !,, iYit aY"h. DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER deter n d -�!I, field. -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE >+' .: - •. '" Instil driveway /// i�i��•��i i�' SHOULD 8E SCARIFIED AT LEAST 4 INGHE5 WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED A Type "Below Grade" 2. A co PROTRUDING ABOVE THE WATTLE. culvert 1 there is a / 1s�:`^r illi• 1 LAYERS,WHERE FEASIBLE. sign sl i Lr in,k,. ,_.. �� • . s roadside dith present tiw lY Q 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. within t0nt of the 4"-8'quarry �i',-+ �� # 3m Minimum temporary. concaebe MAINTENANCE STANDARDS spalls `ice�r .,,� -i• ' 3. USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS LL washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, �'`'f y , A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING - ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. y , THE COMPOST SPECIFICATION FOR BMP T'1.30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.951),WITH THE E :::..,:,: Wood frame � f� A v R, / Geotextile '•*��! - EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLID5 OR MANURE.THE COMPOST MUST ALSO HAVE AN B I AB securely fastened `��; - „�- ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO 14 around entire �r NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET W . perimeter with two 3'-4' I .�/��,�� DI' stakes ►�1 -+-� (12m) �j �'t`�r �;,. SOUND LOWLANDS REGION. IL Varies '�1 - 10 mil )�� �� l ,i. t '' B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR plastic lining Iii .� /N sti?rd Cr p' OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT '' . a: a.- IAA a< � , ,'. ,~ 15'min EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 22043,TESTING PARAMETERS,IN WAG 173 350 220. '3 Notes: '� - THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. \\(\ Stake ftyp,) - i a \ ,__,\- 1. Driveway shall meet O Straw roes must be -'�> //I the requirements of the 12'minimum thickness L IMPLEMENTATION OPTIONS:THE 501E QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE ILI Section B-B placed along slope • ` lq:'- Of Mated rdts permitting agency. METHODS LISTED BELOW: • ry 3 L contours • s112/5ghlly abut 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. �'' 10 mil plastic lining ` `, Provide full width N Two-started 2. It is recommended that 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM Cr C 2x12 rough Plan \\ the durance be of ingressfegress O s, �A\- area CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. Q V wood frame `"----- crooned so that runoff •` > pt ^`t� _ drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST O �• Type "Above Grade" with Wood Planks \\ 4) ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- z N m NOT TO SCALE r- �r"` APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. lT) ��, - - 4. IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. X (� ' • �� 1 ff-25{3-Bm) �l MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THE Q m c N FI ore I I-4.1 .1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND I5 NOT COMPACTED, DOES NOT NEED TO BE AMENDED. .< Figure II-shout ' A� 9 o z 01 W Concrete Washout Area Stabilized Construction Entrance MAINTENANCE Q cn K Revised June 2015 el g Spacing depends 0 E P A R TL4 ENT O F Revised June 2015 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT DEPARTMENT OF on soil type and `r' slopeSteepness 'I�/,, ECOLOGY FROM COMPACTION,SUCH A5 FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLOGY �� Sedimerq,organic matter. ease grit moor for copyright notice including permissions, -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. Please see http./Avww.ecy.wa. for copyright notice including permi5al¢6. State of Washington (imitation or liability.and disdairaec '•\ and native seeds are State of '."asnington -^iratt - _- _ '...i -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. captured behind the rolls. <4. -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTLJZERS,HERBICIDES AND PESTICIDES, - N. ii oat _ _ RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. O BMP C1230: SURFACE ROUGHENING ® STORM DRAIN INLET PROTECTION 1-40.20-00 O W < Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE O BMP C233: SILT FENCE u- K Surface roughening aids in the establishment of vegetative cover, reduces runoff velocity, increases infiltration,and provides for sediment of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment 3"-5" 5-125mn 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE Z Z IL trapping through the provision g P (7 ) on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other EMPs such USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A X kil as seeding,mulching,or sodding. 8"-10"Die 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE Z w CONDITIONS OF USE: r 4Qw/�� (200-250MM) FIGURE 11-4.2.12 SILT FENCE(P.361)FOR DETAILS ON SILT FENCE CONSTRUCTION. /��], W -All slopes steeper than 3H 1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. Ali : / � 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 5.01.305). W ^ u-1 n~/ -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. Q /�/e , CONDITIONS OF U5E -� �' 1v 1L 1 SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. kii Q -Slopes with a stable rock face do not require roughening. Ewe Slake ,!fy , �/ '�"��. , . l -Slopes where mowing is planned should not be excessively roughened. /� SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF � al N V icy~ 6' 1'x 1"Stak , -I ailNL - THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. E 'f/ (25x 25 ) meewaaaaae nr SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS v ' vV Z """"' OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOS THROUGH THE DNAGE SYSTEM TO A SEDIMENT POND. �:: -- %A DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN ,� V "l ��rr. a k 1. Straw roll installation requires the placement and secure staking ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. 0 I. / of the roll in a trench,3"-5"(75-125mm)deep,dug on contour. �naro�� ` I/ r=+- Runoff must not be slowed to run under or around rot NOT TO veAI F �� ovr ow BYPASS �/ ''cL177:1,1:117:_t'4'.:::-;1/47. ". . Figure I1-4.2.14Y amn•.asr ra,nas DOMEJoints in filter fabric shall be splicedI 15 �T at posts.Use slaPles,wire rings or CO a a - ..N.NN 'INN N1/2..NN •� aa te_ Wattles1.1 N.NN ` �e- � .. �y �, i I equivalent to attach fabric to posts JJ a `��.� �� Revised November 2015 2"x2"by 14 Ga.wire or equivalent. • - �� If a ��� DEPARTMENT OF , if standard strength fabric used -- ''}_`�� �_ ECOLOGY ...,.....,v.v..,...o.. t• •2 Please see httpl/t.ww.ecy.wa.gowtopyright.htnrt for copyright notrte including permissions, �. \� zQ .ri r.9. rtt� • ♦.•� ♦..P••a♦• • ♦••a••a i. N\ `` � a State of Washington limitation of liability,and disclaimer. ) -° ° r"•' ;•�0,ii ••a, '•t•�V p.• s� t.i ' . ow NM �may.Ca,� a_ rra. G� a•ai 9•a0 •�••••••f^ rd M• an - cZ. P. a ...i �.•••.y.• OM �+ r zir&a O �� �' • r� •%%i i••a 4 ! 1 -■ woo= Trackm wrM Machin u and down CS.to G'- • • • �Py_ ! ('1► o z b P. ••• •♦ •a . EL LLoaa g P a F BMP C123: PLASTIC COVERING D D D . iS! o��p the slope provides grooves that will \\ •.. . . •R z u. catch seed,rairtlall,and reduce runoff. \ �'a. �` a� PURPOSE: o ss. p.•v , r�, I � pUth a PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. TON VIEW NOT TO SCALE -- sl _am Tracking CONDITIONS OF USE: rr rED ,18 I awpa PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, Minimum I 1 B'max 1 l N S' a g TI 'Y 3w"mw A5 STATED BELOW. 4"z4'trench I I I W o;:r.,i; PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY r� w.=_1 os 1 flu. - RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post spacing may be increasedI 2^ -wood posts.steel 3a"o IIt 11-,h i MONTHS)APPLICATIONS. to 8'if wire backing is used • LL 11=II-1P fence posts.or equivalent p a W.,o I'-11=II-'.16 -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE .rercur,ou aD ORATE a moo i 11=11=11=i L� RErnEvu SYSTEM rrry l Mt `-11#11 �j."11- ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. =IFClio -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE z Saco 11=fli 'r' :i�'11=1. MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL GAN CONVEY T-�' .go<K II b �r=11=11=. 2"x2'try 14 Ga.wire or equivalent. yo r ,`II-II-I I-II CLEAN WATER AWAY FROM THESE AREAS. <ll ' k if standard str th fabric used I 1111 I11 �-11-II-II-II il: TO PREVENT UNDERCUTTING,TRENCH AND BAGKFILL ROLLED PLASTIC COVERING PRODUCTS. i� -/.//� 50' 8"min -WHILE PLASTIC IS INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTTION,MAINTENANCE,REMOVAL,AND /f • in a��y ill r1�.M1ln11� ! (1y) {150 fort) -=111.1i11F DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2 00 PER SQUARE YARD. Fitter ;l =ao r=ti II e: I 11=i _ ` ooU7 1=11=11=I1-11- `II= -WHENEVER PLASTIC IS USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE �`� u n ® _�_ °' SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY CLEAN �1•�� •, 2 "a" coots IL=1"p ll hll-, ILIi o(1 '' 11 Il-r 3 RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVEREDh�� u r`q z 1-11=11 t Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. ar3o+aeaeTORATE De.,cs ovoa vvamaea0rP1 * R. V 1 Oackfill trench with ,� ., II�LII¢I IId11- fAaxrmum native soil a 3/,"- ., 11-'ll II . �� ;'�-;Sl �� If 1€ la vv� - T O1^INERAPPROVAL I IC (1 I1 " enRo 1.5'washed gravel 9 12"min j,`�. II 31 Jl 11 I, a.a a /, �VVII Grooves wilt catch seed,fertilizer, II 111111.111111d II S MannMin mum4"x4"trench INITIAL: mulch.rainfall, and decease runoff. =11 II Il-fl- d IhII. II- II II 11=p d 16-11=11 II=1 MARK w-MAURER II 0 II-II- 1111. II IedE1NICVE x�alom ra W tre .aoml 2"x2"wood.posts.steel PAGE: NOT TO SCALE �S .n fence posts, or equivalent NOT TO SCALE el Figure I1-4.1 ,5 STORM DRAIN Surface Roughening by Tracking INLET PROTECTION Figure 11-4.2.12 and Contour Furrows STANDARD PLAN 140.20 0p - SHEET VED aor a>a+ssrAPPR FOR PUBLICARON ell , _ Silt Fence OF: DEPARTMENT OFF DEPARTMENT OF Revised June 2015 Pasco Beiiotich Ill 00.]P-0T Revised October 2094 ECOLOGY - ran°®""� .. ECOLOGY Please see httpJAvunv-ecy.wa.gov/copyngM.htmf Por copyright ndice mduding permissions, i "r'v`"""•.�rr*�,r Please see hdpJlwww..ecywa.govhnpyrightermf for copyright notice including permissions, State of Washington limitation of liability.and disclaimer_ State of Washington limitation of liability.and disclaimer. BY PROJECT DESCRIPTION PROJECT INFORMATION SYKoR°, GPBD co DRAFTED B" N NEW SINGLE FAMILY PROJECT ADDRESS: v RESIDENCE CAIE o ZONING TYPE: R-2 3941 ROCK RIDGE PARKWAY 1/4" = 1' U.N.O. ANAC0VIFd21 w PLANNING & BUILDING DEPT: 10-18-18 GODS COMPLIANCE P# 1 PE'MIT #: 1 fi$ovED LANS D L C fFid AN DRESS: CT 3 2O1S ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND pP•RovED BY: YOFAVALUNTES ORDINANCES AND THE FOLLOWING: Sal? yt tos, SU:JECT TO FIELD INSPECTION. APPROVED PLANS - 2015 INTERNATIONAL RESIDENTIAL GORE .; �.. �.. .,. SH LL NOT BE ALTCRCD WITHOUT AUTI IORIZATION. ( 1✓ - 2015 WASHINGTON STATE ENERGY CODE _ PLAN - 2015 UNIFORM PLUMBING CODE ` r MAIN FLOOR 1 ,990 SQ.FT. DEFERRED SUBMITTALS ... Y_. UPPER FLOOR FT.1 416 5Q 0 y �2 C _ 2. TOTAL LIVING AREA: 3 406 SQ.FT. 1. MECHANICAL HVAG SYSTEM DRAWINGS gl > a t :. e � eaoraF .'- tett::17111C::::::: #d. fi f�4a �- C .Y° �F ;� i -2. ELECTRICAL POWER DISTRIBUTION DRAWINGS 4z., 3=y '` f *-;71'14*--L--'5: GARAG' i r rt E 903 50.FT. 3. NATURAL GAS DISTRIBUTION DRAWINGS '" '°, 4. 4. PLUMBING DRAWINGS 5EDCNTRY 111 SQ.FT. n 5. ROOF TRUSS DRAWINGS / CALCULATIONS ;" = K ' 6. FLOOR JOIST DRAWINGS / CALCULATIONS " " it COVERED DECK 212 5Q FT ?. LANDSCAPE PLANS r :sty .r' it - - 8. LIGHTING PLANS 3 �. � � y - U UPPER DECK 186 5Q FT 9. CABINET SHOP DRAWINGSal i' ram+„, _ �,.�,.- . .0 u� .�- 10. CUSTOM HARDWARE / BRACKET SHOP DRAWINGS LL 11 . FIRE SPRINKLER (IF APPLICABLE) 5' _ FIRE AREA: 4,632 50.FT. 12. SOLAR PANELS (IF APPLICABLE) 13. ELEVATOR PERMIT (IF APPLICABLE) o . GPM REQUIRED: 1 ,150 ry 2 DESIGN INFORMATION 0 # liettAi 4_ , _ TWO HYDRANTS ARE LOCATED ° to BUILDER: STRANDBERG CONSTRUCTION, INC. � o m i- 1--- c P.O. Box 319 ' ` WITHIN 250'. THE COMBINED FLOW w a o o . i N a zmv ry ANAGORTES WA 98221 FROM THE HYDRANTS EXCEEDS 1 ,150 J u� 360 293 �431 - � = ro � Od mSI ,� ' 4 THE LAW RESIDENCE GPM. 13D DESIGNER: JIM SYKORA GPBD I- j Sp rt Ic( P -s I �j H 3941 ROCK RIDGE PARKht Y, N, GORTES VIA 15221 ��,H, �� Hwf ,2 O LLI act 11_l a_ w LAYOUT PAGE TABLE REVISION TABLE W Q W 0 PG# TITLE ¢"" . Jila . 1COMMENTS CONT. DATE — U PG# =DATE = DESCRIPTION Al COVER SHEET _ dire ; w rz _cc A2 SITE & LANDSCAPE PLAN I, aw V v Z A3 FOUNDATION PLANI o °z . A4 FOUNDATION DETAILS i, IL m A5 FLOOR FRAMING PLAN • 4 Ab FLOOR FRAMING DETAILS . Al MAIN FLOOR PLAN U _ _ *O A9 UPPER FLOOR FRAMING i ~ (1. 1s. w Wag• oaawo Al UPPER FLOOR PLAN ul mm` - - � =m �o A11 LONER ROOF FRAMING PLAN 0m m I o=,w= � m0F1 3 z=0 w u Al2 UPPER ROOF FRAMING PLAN t toawop a= .a LU Al ROOF FRAMING DETAILS w�= n=» A14 ROOF OVE RVI EIN 0 oo0Ww =woo 0 gp VV 4WFulm A15 BUILDING SECTIONS °_°~ PH AlEXTERIOR ELEVATIONS OWNER APPROVAL Alb S EXTERIOR ELEVATIONS INITIAL • Al ENGINEERING INFO MAIN FLOOR ' A20 ENGINEERING INFO UPPER FLOOR A21 STRUCTURAL SPECIFICATIONS OF: A22 STORMWATER BMP,S 1\t - _--- - - - - J. SYKORA, GPBD $ �N : cr A �64. .� DRAFTED BY o N it \ 00 II c SCALE w G U o o ¢ 1„ = 10' U.N.O. •F 1 1 0 w�, � � , A I i :::40; 10-1 b-1 b 70� �e°3� ci. � � 7 � v 1 REV. 11-29-18 3 S6 v co ����BN. Ixv 1 �Q 1 V" T� I 6. w �� I ' i S \LANDSCAPE LEGEND - �l o (� .vI ILAN AREA > \ 4l5.0 '� (��.LOT _y`� `} v I , I I / Q cb �h 1 \ . ; CONCRETE DRIVE / O \ I 11 , g41 SF \ � y I , Ilike. in; \ w :::::: / vvv 76 ,E w�ww. frF cts ry DECK t// vv ` v j CI tm � 14.M DECIDUOUS TREE z / o v cl 2 o N 8 \ 9 L 1 co lii: L � / ® / tr /� \\ \0 / / \ --\\ \ 1 I Q °v �� �� /% a1 / Lry \ � fik T r s) /J I <C1'-� s a,/, �yO1L STOCKPILE v .� -- 34.8lor CO73 I COVERED , \ ► � - 5-1° \, 411.5 CONIFER TREE PORCH 5PR �� / �\ _ 54' 44 L• `' / A FF-483.0 \ ` ,/,/ _ / \ \ I iti 1 m K o \ \ 1 �� / ,/ DRIVEWAY 11- \ I m I _. '� ___� 2.3105P Ict,2� S 6S9 r I I- F /� / "_/ /� j 20%SLOP] \ v �r w / 4. LOTS 76iy\ 1 r- C SHRUBS / PLANTINGS ,Ii. / a 10,807 5 ,� So ifi ��t� )-- ../ %IN: v7 I- � /s) / .gyp X 492.00 \V •. / IC / (y� �, O -`�./ _ —_ . . — .• ' :. 1 ��� z at- v •/ V / e �, -- ,'• •• 11 �rq� FOR ANY NEAR 8Y ANAGORTE5 MUNIGODE-1550-010 \ \ I j \ •\ y rw'_�„i` N' " 1\. ,•!�•�•�•����1!•� 'C�� + R<'NE CATCH BASINS o \ \ / j \ \\ w _ F•, II1� �o% -� '•:•:•••a' • _ _ ~ In Calculation of the Total Tree Units Required. The total number of tree units \ srF\ \ \ \�'\\ _ _ Mg 6' ► �► \°"F :t•!•m:!:!:!:• •:!:!:o: •i ••�• pp5T� f Z. Q- W required to be provided by a regulated projector tree conservation permit h F< .111 ', \ 2r :•••o•o !::••••!•••�!•••••• �Fc i-. \ \ \ ` - \ \ \ 1 d- it `,: �� ► ° , E FF •••••••••••• • ••••••1••••••• •J•••f' 1 . r ' approval listed in Section 16.50.100 shall be calculated by dividing gross site Ni-- \ \ \ / Z. ` a° / +� ► Si ••••Yi•.••!•• TRANGE�•••••,,. SFAS _J \ \ ♦ .483.0 �, . \ \ '.•,�• r CONSTRUCTION E••••••••!'i• r••� area, minus any public or private street rights-of-way, by one thousand Table _ n \ \ \ 411.5 \ MO". •,•,•,i,i •,i,•,•• • . • kn (� �, o \ / -..„ \ w' / J \ . • ,i!i!i!i!i��i!i�.. i!!• •rri•�,ri i • 16.50.120(7). The result of the calculation will be the total number of tree units m \/- \ \ \ p 0 :i:l:•••••••r•••• •••• EL required for the project approval within the buildingsite. / •• �•• •• ! •• q j pp v , \ \ / / / O PoES ) r�rlrZT \ •••••ii o� •!:•.�!•• ••• i •• \ I • 'fFFts 41 i1E N • •• i:••a. .••••fir nlintio.'....ii..........egysi•........:.....;"" �- ' . / m ° \ \ / , iZiE y�cT�b L FItiJ�SN Q� Gt2s*ae s • ..•'!� 0 kn D Z S s e S // / [H2 51 i r PWN DOES f�T gciti� S 7\ .. \ (1% i• a •n a i i i i• p i!•!i�•!•�' ` // � —) LOT SIZE :10,807 5F TREES REQUIRED: 11 Z H?7�S r� \` g7 GARAGE \ S' \ •o•••n o ••••- \ FNc •p� / ��/ / his �t gSHd7 v2WPcS cF bD GEC T 76" s � ••�• • •••00 _ 76" \ \ . 483.0 W\ F Il� •1„•i•••••• • 9• 1� - ,. �/LOT INFORMATION � � e ��s • •••• • •\ a • •�:•�I •• EXISTING DRIYENlAY GUT N \ \ / /�� I =slL'f�Y�J� I[�r��C17 F)� `1tA lJ l.a �VIrTii 1 /♦ �•�•4600 i• ; MAX 201N WIDTH. LOT SIZE : 10,SO1 SQ.FT. F� \ \ , �/° 14iO � : !;\ \ \ , / o nNDas�� Li>J� . R�cot-lear�b e�mP �I �PPOST . —� W CO MAX BUILDING COVERAGE (35%) = 3,"i82 SQ.FT. I/ �o` c lD3 - HIbH �115 FL�.IIx W otH p17EA5 \ / , f,, /, ''�•( �31.5q - \ \ /2 / llie r L7� ►�T iJ�� 51�r Fi�c� ..�,� \ 5, \ 1T 12"E ACTUAL BUILDING COVERAGE 3,450 SQ.FT. a , F \�"` \ \ \ i/"~ / O Cola CGT SH�Ei ��r Iu�F �2 // / / ~ 4-4 HOUSE IMPERVIOUS: 3,99b SQ.FT. (ROOF AND DECKS) \ , .,e"�/ �a Dtsdip v�6t -sb � (rc ST41t / // / DRIVEWAY IMPERVIOUS: 2,310 SQ.FT. 414.0 �aT�'r t� �w` l • �Cd2 1`(1QLj 1�ual�o�-1 / / III woopcIzoo z o„ r— \ _ _ / / Z . r awos T — / '1' zn ��; \ I 3roir VH /I f , wwwI �9 / �R_ i IIcV l l.u-Y�1Ll�"`��'� / / a I / Y iw"l! PARCEL# 134314 LOT 2 I j I I LOT 271. 1AM. / w- „r (� °.Ioa � =w I Ia = =oW;p / h �a°°p ADDRESS: 3941 ROCK RIDGE PARKWAY a " q , 203 SFI , x 8 , 483 SF < —I wo,„ OWNER: DENTS AND PATRICIA LAW acci-pra , —1 IL w°=w, ____ N-°a- =Ili Zo ILIaa I I �llsve ' 61J •SITS CGSlI 1.11L1 NWtFY E� /p`� �� N ILI /' / / 88 'mho r v w Ilk' Col�`51��U1c�1 Sw PP Tb / / o� o 000F V (13 zo \.! / I i V J '`'' Ac G.)t212�'i�1s. tJt�D 1� / /�`'� . (� PH Zten cci V I GO I tn � 1L01%•-Lip �pe runs ic- . ,' / (o . . / / ILI `/ . / / OWNER APPROVAL -- _ 0 1 I I V / / / /-_. i / INITIAL I / / PAGE: / N1 i / O , , c) OF. r- �_ - ' - - / — — P1 H 4-r �„ I 1 re.-1/ FOUNDATION NOTES J. SYKORA, GPBD DRAFTED BY: ry 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND re - ry DETAILS. 9 2. GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SCALE o 0 FOOTINGS (ON THE EXTERIOR OF THE FOOTINGS) SHOULD 1/4" = 1' U.N.O. 4 SLOPE DOWN AT A 5 PERCENT MINIMUM SLOPE. THIS MUST f CONTINUE FOR AT LEAST 10 FEET. W 38 O / 3. IN LIEU OF A COMPLETE GEOTEGHNIGAL EVALUATION, THE 10-18-1 b a �- 4'-0" 20'-0„ -- - -_ X - 10'-0" -- / 4'-0" / LOAD BEARING VALUES IN IRC TABLE R401.4.1 SHALL BE a ASSUMED. 2'-0"/ 11'-5" X USE TEMPLATE sEE DerAIL 4. FOOTINGS SHOULD EXTEND TO A MINIMUM DEPTH OF 12 _-- TB •• • • • . . ` ' : 7ON PAGEA4 INCHES BELOW PREVIOUSLY UNDISTURBED SOIL LL HR { T I 1 FOOTINGS ALSO MUST EXTEND AT LEAST 12 INCHES BELOW INE (THE DEPTH TO WHICH THE GROUND r I �J I BUILT OUT COLUMN - �,—_ 1 _4 8'-8" - A4 . '-•- THE L — J I I SIMPSON SHEARWALL L — — — — I - - - - : • ' FREEZESSINLWINTER) OR MUST BE FROST PROTECT D. wswt a je A4 ♦ ., �- - I ( l 3\ / ,`/ 3 \I -1� I ' . ' f FOOTINGS SHOULD HAVE A MINIMUM WIDTH OF 12". r n SEE DETAIL 7 ON PAGE A4 A4 /\A4// L — -I - -t -I . I . . '. 5. TOP OF THE FOOTINGS MUST BE LEVEL; NO EXCEPTIONS. O (TYP.OF5) / A4 ',/ I- • 8'-3" :'. •,••:. � 2'-0" PREFERENCE FOR THE BOTTOM OF THE FOOTING 15 THAT (f) / / - SLABS IT 15 LEVEL. EXCEPTION: IF BUILDING ON A SLOPED GRADE, I 1 ,.• SUBGRADE: U5E STRUCTURAL FILL OR NATIVE MATERIAL,COMPACTED TO 95%RELATIVE COMPACTION. IT IS STRONGLY YOU CAN STEP THE FOOTING AS MUCH AS 1 UNIT VERTICAL W / _ ,. I • '• ••• : " RECOMMENDED THAT ALL STRUCTURAL FILL BE CHECKED BY A GEOTECHNICAL CONSULTANT. (/� y I ' 8_`,, /8\ UNDERSLAB INSULATION: MAY USE XP5 OR EPS RIGID FOAM WITH MIN,25 P5I COMPRESSIVE STRENGTH UNDER SLAB. PER 10 UNITS HORIZONTAL (OR A 10 PERCENT SLOPE). ( ) T OUT COLUMN (\/ -t •: '„' _ IF USED, PROVIDE AND INSTALL PER MANUFACTURERS RECOMMENDATIONS. ' ' 4'i �A� " .• SLAB THICKNESS:USE 4"MINIMUM. BUILT in I I ( a a 1 REINFORCEMENT: USE ANY OF THE FOLLOWING T. I IT cV I A4/ KPd / A4 '. •„ -MINIMUM 143 REBAR AT 24"O.G. EACH WAY CENTERED IN SLAB. I. g __ I \JJ ('V / ' r '•. -WELDED WIRE FABRIC, MINIMUM N2.9 X,b X 6(6 Ga.)CENTERED IN SLAB. SPLICES OVERLAY 8"MIN. i- -FIBERMESH PER MANUFACTURERS RECOMMENDATION. I a -HELIX MICRO REBAR, MIN 5LB5 PER CUBIC YARD. -r // �j� 8"THICK CONCRETE WALL , •,•• CONTROL JOINTS:MAXIMUM RECOMMENDED SPACE=8'O.G. EACH NAY. THIS 15 A NON STRUCTURAL ITEM AND MAY BE 2 1 11 1 CHANGED OR OMITTED BY GINNER / /�1� . . VAPOR BARRIER USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. 9 Val"Øi 1��� - m ir a5N I I ♦ . ' . 1 1/ SIMPSON SHEARWALL --I ' i — —`T -1 N5w18 i 1usE W5w-RT TEMPLATE w LA4r � - A4 A4 FOUNDATION PLAN Q _ - — . 1 p (V (V I l I __ TMC o , ,, A4 �A4) L-� SCALE: 1/4" = 1' .- v - - - - -r\ ♦ r-Tic - - - -I cm BUILT 3 1 15,_0„ / o v c OUT 2'-0"- 3'-8" -/ A4 1 I o I 'q- Q ° I :o ` X- 2'_6" —FRAMED COLUMN TO ROOF HEIGHT. O r O� 1 _ _- 8"THICK CONCRETE BASE -- -- 42'-0" _. _ _ _ -_ -.. .. _._ - - -- IL TT N r 2 / 1'-0" / I I -/LI - ♦ z rc ILI m a / 12 0 / "' r. o I I H 7'-0" 7 23'-0" ` W Oo el / 11 GRAWLSPAGP 1'-4" e r-41/2" r-41/2" w O O - v o �/ 1990 5Q FT y 5'_3"- i }. 3_b„ i/ I _ 3'-41n' + 16'-3,, - ,V 3'-4 1/2" /, a' - 9,-3„ I / Q Z m v e4 t ,',I tk Q c.m o 3,\ • 3.. I I I :• I r4 I mN - m � � Q � m L — —` BUGKOUT FOR DOORH 1 A4i A4J J� L. I I T —j {- r 5 , • /// I 1 I - - - A4 1osw � p - - - - rA ♦ I ♦ 4 SIMPSON SHEARWALL i BUGKOUT FOR DOOR • I �h 0 v act % 10'-10" / 21_0„ r r 6' 1 1/2" .(1 414 ILL �, ,� 2-0 �► 7 q I I ® Z aL N - r- - -1 :Ns II (Y_ CONCRETE SLABo COLUMN- '- I �../ I \�A4,� LI I I , . Ww J _ Z J BUILT OUT ` -. - • • ; . . . . '. 24"X24"X8" W/ 1' - - . - . • - ". . 4GO ,. . ' .. . ' . r y LL-: -._. - I 3 (2)#4 REBAR E.W. I/ NGRETE SLAB �/ COLUMN - f \A4, 8 a - •FRAMED TE BASE I 1_ A A - .. O L z 8' THICK CONCRETE �J • 1 1 ' .. SLOPE GARAGE FLOOR N e a w v � � , .> CA4i A� � : O ® A4 o a a p o A4J A4 • GAR•AGf Cl_ .D ° 909 SQ T'.. 17 m X' - T-5 )1 -4� b'-0" Al 4> 10'-q„ -_ f,1'-4 6'-9" �I,11-4';Ir - 9' S 1/2" if. I I II I I • I ` ii, 1 I 8 I 1 �a� :4''CONCRETE SLAB . . I,IA13 5W • Ce::46 I A4/ I 1 A4 I I �J - SIMPSON SHEARNALL I I I I I . , _ .. - ' W5N,8 • €11 1 1 1 000� I L L _I _l J A4 JL 'I J • L— o TIB"ALL THREAD f� o o: l/B'ALL THREAD I •• J 3 •3 CRANLSPACE ACCESS ! 4 0- aym A4/ i'w<4w Zl F6 A4 A4 II ax==a X 35'-0 1/2" / Z =>N� / 45' 11 1/2" 0 RH ZLWI-K 81 , 0„ w3a== I— LW < �o<�o =woo NC <K OFZ �o=wo „w�m< Q =_g_° az ho _aa z �=aa L. aw oo O It oz I? iin =wF = Qo _ s GAR OWNER APPROVAL ifei Imo` ;J., CEO INITIAL: / ' y.. 2. PAGE: /0NAL.Sn (ax►r. IOW.2. 1 OF: � .. a5tAP r .-5 roil, c.,To,u-:sot 4L. Zicris a>vLY J. SYKORA, GPM) DRAFTED BY: " SIDING MATERIAL % SIDING MATERIALtf 3 BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION 1 ;' BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION i/16 oSBnj • -- NAILS OR SCREWS u 1/2" SHEETROGK 1/2" SHEETROCK SCALE o A B G D E F G V IN X Y Z 3/4" SUBFLOOR A •B G D E F G Y IN X Y Z 3/4" SUBFLOOR 2" OG. STOOD 1/4" = 1' U.N.O. -2 4_ OPTIONAL 4"SLAB o (GARAGE, PATIO) S -- - - -- NAILS IN _ _ I t o FLOOR JOISTS BLOCKING I b b z LENGTH LENGTH FLOOR JOISTS - - ' 10-15-1.5ri RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. �A35 TYP.ONLY ' G ) (JOISTS PARRALLEL ONLY) RETAINHEIGED NALL POSITION FOOTING HEIGHTOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING . FOOTING - III • ' a HEIGHT POSITIONTRAN5V. FOOTINGONT / __- 1 � I - (GARAGE, PATIO) WIDTHTHICKNESS SPACING SPACING BOTBL BEND REBAR REBAR - - - II _ - WIDTH HEIGHT THICKNESS SPACING SPACING REBAR© REBAR REBAR REQ IF A>4' i OPTIONAL 4"SLAB@ F FS I BOT.L BEND 0 - 4' CENTERED 15" 6.. 6.. 12" NOT on #4 @ 24" #4 @ 24" N/A (2) # 4 F I 51MPSON HANGER-- 0' - 4' CENTERED " NOT u „ „ REQUIRED IF 1015T5 PARAI 1 FI 1 5 b b �2 REQUIRED 6 #4 @ 24 #4 @ 24 N/A (2) # 4 E 1F JOISTS PARAI I FI Z 4 1 "- 6' 5" 24" S 6„ 56" 48" b #4 @ 24 #4 @ 24" #4 @ 24" IN(2)BAYS- "G"BLOCKING INSTALL"S.BLOCKING (- (2) # 4 IN(2) E - z I 4' 1 "- 6' 5" 24" S b 56" 4S" b #4 @ 24" #4 @ 24" #4 @ 24" (2) # �} IN(2)BAYS. IN 4"TIGHTLINE z -SCREWS OR NAILS I A EXT.WALLS ONLY LLI p \—� hh „ , „ „ „ „ „ 3"O.G.THRU SUBFLOOR 18"MIN. F- a0 „ * Z L 1 2 -SCREWS OR NAILS v b 1 - S 6" 32" 10 b 25 28 S #4 @ 16" #4 @ 24" #4 @ 16" (3) # 4 BELOW GRADE I fit- b' 1 " - 8' b" 32" 10" b" 2S" 28" S" #4 @ 16 #4 @ 24" #4 @ 16" (3) #4 3"O.G.THRU SUBFLOOR A O — X 4"TIGHTLINE X gr 18"MIN. r /1 �� - ° 42" 10" " " " 14" " " (4) # 4 EXT.WALLS ONLY < S' 1" - 1 0' 8" 42" 10" S° 15" 15" S" #5 @ 14" #4 @ 24" #5 @ 14" BELOW GRADE w V J S 110' S 6„ 15 18 S #5 @ #4 @ 24 #5 @ 14 Ea o (4) # 4 Ea N (_(_1 GRAWLSPAGE o GRAWLSPAGE >" Q f -. -MIN LAP SPLICE=24" 2 ----- MIN LAP SPLICE=24" Cn 5 I w ZA. � Y Z Y 1 x, • GENERAL NOTES: NOTE #1 / SLAB OR FILL-sEENOTEiti B GENERAL NOTES: NOTE #1 JSLAB OR FILL- \ 1 ` • B --', L. SEE NOTE#1 I * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSFAGE * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSFAGE /` _sls_ .)b- . Li s COLUMNS F, G, ARE MAXIMUMS. MAY LESS. NEEDED. ; z_, 1 • DRAIN ROCK * WHEN NO SLAB IS NEEDED. - 1,, . , • DRAIN ROCK WHEN NO SLAB 15 NE COLUMNS F, G, ARE MAXIMUMS. MAY LESS. D D / - � 4"PERF. * � _. __.- - b MILL VB �3• �`T� '( ) 4"PERF. LL * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED b MILL VB V (EX T. % soN r) ASSUMED -SOILRING PRESSURE: V (EXT.WALLS ONLY) IF NO SLAB - - 9 * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. 0' - 4' NONE C _- _ _ • * MAX LOAD = 2 RESIADENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. o' -4' NONE - IF No SLAB G RETAINED HT.(A) FILL REQUIRED - * REBAR MINIMUM GRADE 60. 5' - 6' 12" _ TOE HEEL * REBAR MINIMUM GRADE 60. - 5' - 6' 12" TOE HEEL * CONCRETE MINIMUM fc 2500 psi * CONCRETE MINIMUM fc 2500psi 1' - 8' lb" T 8' 18" * A55UMED SOIL BEARING PRE55URE: 2,000 PSF ASSUMED 501E BEARING PRESSURE: 2,000 PSF ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. 9' - 10' 24" ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. 9' - 10' 24" Lii W ---- - NOT TO SCALE - NOT TO SCALE IL SIDING MATERIAL SIDING MATERIAL o ( '; RETAINING WALL - WALL HAS FILL ON INSIDE 2 1 GANT. RETAINING WALL - TOP OF WALL 15 NOT CONNECTED TO FLOOR DIAPHRAGM -T NO FLOOR -ro ' 1/16 O5B , - \ _ / 12" MIN. '; 1/16 OSB o WITHIN 12" - PONY WALL • --- 2 X 6 WALL PONY X 6 WALL N TS A B G D E F G V W X Y Z I A B G D E F G V IN X Y Z c o damI F - of _ o L LENGTH SLAB__. - I LENGTH F _--.-. '� b" MIN. Z w ID m I) HEIGHT POSITION WIDTH INNLLANCHOR B" SPACING OF VERT. VERTICALRR HORIZ.REBAR FOOTINGTROT COW /. RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING — cCl17 UNBALANCED SITI FOOTING FOOTING HEIGHTTHICKNESSICK AN PACT BOLT BLOCK RE@ REBAR FOOTING - HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING•• SPACING REBAR @ REBAR REBAR TRANSV. CONT. II__ - V Q O O Ql (6 4" til • BOT.L BEND • GOT. L BEND Q z m en R1OFOAM 1 in I E m d6z ,ow 0' - 4' CENTERED lb" b" b" SEE NOT b° #4 @ 24" #4 © 24" N/A (2) # 4 (@A ABOVEGRADE AREAS)SEMENT PERIMETER E 0' - 4' CENTERED 5" a SEE NOT u „ O SHEARWALL REQUIRED 1 S b b REQUIRED b #4 @ 24 #4 @ 24" N/A (2) #4 W - _ _ Q "' 4' 1 "- b' @ (3) # 4 W a, Z5S 6 SEE REQUIRED b @ @ @ (3) # 4 ® _ Z �. SHEARNALL 3" 24" Qu bu SEE REQUIRED bit © 18 @ 24" #4 1 S" 24"MIN. A z O u 24" u u NOT a V4' TIGHTLINE ~ J SHEARWALL 4 1 - 6' SHEARWALL #4 18 #4 24" #4 18' INE o - __.- 0.1 Q y Ell Q 6' 1 " 6" 36" n u SEE NOT n " " © " = 0 6' 1 " 5' 1 36" 10" bu SEE NOT 5" #5 @ 11" #4 @ 24" #5 - 8 1 0 b SHEARWALL REQUIRED #5 "' 11 #4 "' 24 #5 "' 11 (4) # 4 X J V SHEARWALL REQUIRED @ 11 (4) # 4 X 18• N J O LL 0 S' 1" 1 O' C/u u n n SEE PI BELOW `) NOT 11 @ 9u ' u ' W n _ u II u u SEE NOT 11 " " " GRADE w u-- V 45 10 S S @ 24 #5 @ 9" (4) # 5 2"cLR.__ S 1 10 S 48 10 $ S #5 @ 9 #4 @ 24 #5 @ 9 (4) # 5 2"aR. SHEARWALL REQUIRED SCREENED 2" PVC SHEARWALL REQUIRED -MIN LAP SPLICE=24" ' _ N GRAWLSPAGE iL WEEP HOLES 6'O.G. - - MIN LAP SPLICE=24" ~ I II < to Y ®4"TIGHTLINE Z Y Z Q_ 18"MIN. GENERAL NOTES: Z B y 24"MIN. FOR GENERAL NOTES: NOTE #1 \ , B �. 11 R W 1 10'WALL /SLAB OR FILL-SEE NOTE 1i 1 I I * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. I • * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE > \ - ` U Q 0 * DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. WHEN NO SLAB I5 NEEDED. DBin DRAIN ROCK — v COLUMNS F, G, ARE MAXIMUMS. MAY LESS. D I.L.I • 4"PERF. * - N W. D'-4' _ - NONE I6 MILL VB N SLAB 3" ` V / 4"PERF. v (Y ` , Z * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF • * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED Y * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. TOE HEELMAX LOAD 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX 5 O (, W v Y * REBAR MINIMUM GRADE 60. * REBAR MINIMUM GRADE 60. 5' - 6' 12" TOE HEEL 0 fY * CONCRETE MINIMUM fc 2500 psi * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F * CONCRETE MINIMUM fc 2500 psi T - 8 I 18 * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F fi ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. ** ANCHOR BOLT SPACINGW USE LESSER OF THIS OR SHEAR ALL CALLOUT. a' - 10' 24" .J *- NOT TO SCALE -- NOT TO SCALE m 1 1/2" GYPGRETE FOR RADIANT FLOOR HEATING 3/4" 05B C 2 x WALL - .1< 12" SONO-TUBE - - 6 X 6 P.T. POST C °_°° 11 US" BCI JOISTS Wooj I ABUSE, POST BASE R-21 INSULATION � °"w" (WHERE NEEDED) GARAGE DOOR ° �� W C <w�� hi ap5h R-35 INSULATION I BUCKOUTFORGARAGEDOOR 1/2" X 10" A.B. 45" 1/2" SHEETROCK 4" GONG. SLAB OVER b MIL III VAPOR BARRIER oN CONTINUOUS BLOCKING ►i k ' O.G. Wl3 X3 ) i(4) GRADE40 #4 REBAR / GRANULARFILLQ2 X b STUDS 16 O.G. WITHO VERT. HOOKSBEARING PLATEwz z DOUBLE TOP PLATE. ill EA 2 X TREATED PLATE - __ I3`a� (4) GRADE 40 #4 REBAR ��� - " MN 1/2" X 6" A.B. 45" O.G. Wl is EACH WAY O GA w=3Np 3" X 3" BEARING PLATE ?/TREATED SOLE PLATE r (2) GRADE 40 " ra'I .Aort.. z m y // Y____ I 1 / I I \ _ (2) GRADE 40 #4 REBAR 6" X 16" GONG. FOOTING IN/ (2) L ' -E 16" - - #4 REBAR 'I 26973 m, �� `H° �- pew,§ GRADE 40 # 4 HORZ. REBAR rowA1 `` 0 E- MAY VARY-PER PLAN -.- � `FLL 6 MILL VAPOR BARRIOR UNDISTURBED SOIL [w+nrs 11r34-20 STAmir .5 Felt STRt>CT...:- OWNER APPROVAL -'kris 0aLI INITIAL: PAGE: STRIP FOOTING & PONY WALL ( G POST FOOTINGTHICKENED FOOTING5 TYPICAL SCALE: 1 " 1' OF: / FOUNDATION WALL (q� GARAGE DOOR Kid SCALE: 1" =- 1 ' I SCALE: 1 " = 1' V ; S 1 " st 15 O" 20' 0" 10' 0" • 41_0^ • GENERAL NOTES J. 5YKOR�a, GPBD 3\ FLOOR DIAPHRAGM 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. DRAFTED BY: C01 T)e I A4 8 SHEATHING: WITH JOISTS AT 24" OR 11.2" OC, USE MIN., 24 OC RATED, APA STURD-I-FLOOR; ry / EITHER 3/4" SPECIES GROUP R"U8 SPECIES GROUP 4. MAYBE 058 OR PLYWOOD. 6O0D FOR 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F. 2 U.N.O. o r ♦ I 1 0 „ - , �; ' r T �' ! 1 = 130 PSF, TL @ L/360 DEFL. 3.VERIFY HEADER HEIGHTS WITH SUPER. SCALE oo I �i I q4 -' SHEATHING: WITH JOISTS AT 16" OG, USE MIN., 16 OC RATED, APA STURD-I-FLOOR, MIN., 19/32" 1(4" = 1' �J-�•(.o. 12 I I • XSRAOE :. I' r -- I- - - - - - - - - _ / I I- e 4 —I - -I THICK. MAY BE OSB OR PLYWOOD. GOOD FOR 245 PSF TL a� L/360 DEFL. 4.ALL EXTERIOR WALLS ARE 2 x b- 16"O.G. STUDS, UNLESS NOTED f 1 ,\ SEE DETAIL / ry , _ .. - _./ I ! Ab - I ( ) I SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) OTHERWISE. W / ! ! I I rt, - L- - J ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS 10-1 S-1 S E ' I � I ! L ! ® SUPPORTS. 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED \ I • . OTHERWISE. EL 51n•x 1r PT GLULAM -S I I I NAILING: GLUE, AND CONNECT WITH 10D RING SHANK NAILS OR WI SCREWS, AT 6" EDGES, 12" T ' L. I , FIELD. 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER I I __ _' ! I- ! 1 • BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS)AND CONNECTIONS TO SHEAR DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR /\ \ / I I I !t c WALLS BELOW. LOCATIONS. 111, 5 _ I a Z O - c4 rDECK DIAPHRAGM\ r- - —1 I -- DECKING: USE WOOD OR COMPOSITE DECKING PER ARCH., MIN. ACTUAL DIMS: 3/4"X 3.5".AbA4 ,.• FRAMING NOTES co N o \' O , I I I ,• DECKING ATTACHMENT: USE DECKING SCREWS, LENGTH TO ENSURE 2" MIN., EMBEDMENT INTO \ 1•8 ' ' 'J I- I �— I. 4 1 FRAMING BELOW. O Cr) I , USE 2 SCREWS PER DECK BOARD PER FRAMING MEMBER. AT DECKING SPLICES, CENTER SPLICE t- a1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. \ \ w I / Ab I I h , - OVER FRAMING MEMBER AND USE 2 SCREWS PER SPLICED END. W ', o ® , I I f I BLOCKING: NOT REQUIRED EXCEPT AT SUPPORT BEAMS. 2. COORDINATE W/MECH. & ELEC. FOR LOCATIONS& SIZES OF T ,` ' 1 I- 1 I ' � • L — — — FOUNDATION/SLAB/JOISTS BLOCKOUTS. II El- cV / 1 >' -------- I I-- --------! ( I _'- . . • • I FI76FR-DFS.IS,JOIST TO RIM I I L 3. FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE IS FOR I r -. — — - I LEDGER: USE MIN , 2X, PT LEDGER, AT LEAST AS TALL A5 JOISTS. 51n'x 12"PTGLULAM X / / I I I I _ . _ _ SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT Aib wit LEDGER GONNEGION: CONNECT TO RIM WITH 5D5 OR LEDGERLOK AT MAX., 12" OC AND WITHIN ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL a I I I I I I I ant 0 3" OF ENDS AND SPLICES. PRIOR TO THE FABRICATION AND INSTALLATION. 3 -I I I L 1 CAS I r _ I Vir 5D5 OR LEDGERLOK TO BE OF LENGTH NECESSARY FOR FULL PENETRATION IN RIM. LL 8 JOIST CONNECTION: CONNECT JOIST TO LEDGER WITH U OR LU HANGER, ALL HOLES FILLED. 4. ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED*, I I LE -I BY MANUFACTURER a-� 1� I I A I i i - 0 Pi ♦ I I I I I I I 5. FLOOR SHEATHING TO BE 3/4"GDX OR OSB 5TURDI-FLOOR T&G, GLUE I -I O I t I 1-4 1/2" I' I :fl 12'-2" I -. I 11'-5 1/2"I I I . r FIRST FLOOR FRAMING PLAN AND NAIL W/RING SHANK Sd's @ 6" EDGES & 12" IN THE FIELD. FACE s - c I -I-- - GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE'1/16" w O 2-0" V /// I, 'I I - I i I 1 11- ci SCALE1/4 = 1' 05BOREQUAL._ II I I O I I I I ,�'. 6. PROVIDE SOLID BLOCKING IN THE J015T CAVITY BENEATH ALL P05T E 01 n Abe I I Ab I I ? I I I (/4\ r /5\ LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO �' di < I ` _ I -I - I M'-: l qA I - I A4 FLOOR HOLDOWN LOCATIONS. o o r ! I ! �' I i h . � — - - �J i . L- ry f N \ \ I I p I I I I ' ' I ® .. 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING e j . \ \' 1 p0 43 _ I I L — —— —— — J LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. 6- p r. 5 1n"x 1r PT GLULAM \ i46 i ! I_ I _ ! • . co (5) - 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. U_ t '- r I I = I . 6' 11 1/2" T-b" - '' Z m u1 d v '' I I e i I i I 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE W X r T- R / 1-' • A�6 I I I �_1 I C4� ( T ) CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM Q z m ,•'Q ry n - 8'-��� 7 I I ! I ! ! I ! ,.• I A4 A4 CONNECTIONS. 3cei Q O z S1 `fl p I r — r xr �•>�Ril 1 J `� I I L— J 3 25"X 11 7/8"LYL 1 I I !_.L- - - I (• r. ' 2 b' - r 3.25"x 11 7/8'LVL= �/� / �, IT '. I • ▪ RECESSED SHOWER AREA ! I I r-.Si At, 1_ J 2X10015T5@1bOL A4 A ▪ / �� ��� 1 3/4"x 11 ,/8'LVL o I t 1 0 in - ° 1 .. I I JL JL JL JL JL L I -. -• Z ( •' ® I ® 7 ( I L 3.25"X 11 1/8"LVL I ! ! F• • ., J k - a I 8 it Lu o 11 I I I A4 I ' 1 I , . Z (L � � 1„ I '. I- i'-3 v2" I°�. I - 12'-2 - A4 �, I• � I �'-1 � \ - 1a-4' ! . Q W At ! wI I I I4' A I •• . g \rH v A / `A4 W v < I I Ip- O-. �4_ I A4 I , m Wr W e 01.1 - a - p m - - -� � 3 m 41 1 • 14' 14' MAX => — SCALE: 3/16" = 1' Ea MI" o„w� w-`Og b NAILS PER END, MIN. ==�s� bX BEAM TYP. 3�0i= • \ / \\ • TYP. MID POST-- ' ^ M—'N V =pww al, *rrH� TYP. END Z = Ao= r POST Pig g w3nQao oemha r § Ei — -I LINN\ GMSTG 16 FILL ALL HOL OVER 4X JOISTS TYP. IIL aVU=QF=- Np�Q� es EK w6ao ALL WOOD, TYP. as o0 DTT2Z REQ'D @ CMST / / Q aw hLL STRAP ENDS ONLY FASTEN BLOCKING W/ / TYP. MID CONT. 2X TYP. ENDmw b - 1bD GALV. NAILSPEP DECK COND. s BLKG TYP. al DECK COND. 0 so FASTEN 2X PT LEDGER WITH i (3) ROWS OF 1/4" X 4 1/2" 5D5 / I `a = SCREWS @ 16" O.G. --/ / IIL MiiMM OWNER APPROVAL FOR ALL DECKS UP TO 14', 1 X-BRACING I I 4, GAL?, FOR DECKS 14' 2S', 2 X BRAGING5 RIM PER PLAN R DTT2Z RECTO @ CMST ♦4s 0 WASy%C1,PO INITIAL: FOR DECKS 23' - 42', 3 X-BRAGINGS SOLID 2X BLOCKING STRAP ENDS ONLY AT - 'bL' ' PAGE: AT LATERAL LOAD I I ,1 , yf lay 1 CONNECTION / DTT2Z W/ 1/2" ROD, TYP ' a ; 73 TYP. HORIZ. CANTILEVER . TYP. LVL, 2X, L5L JOIST, l(Yr � 4� 1, (A) PAVER DECK BRACING OR BAY BLOCKING 'O""' OF: SCALE: 3/4" = 1' WON 2° I STA'Kt r5 Fo*.. ST(L.4Tu4Ac. '2TEM5 0AlL'f .. . ✓ Si': Floor Joist Blocking per IRC 502.1 2.. l -Funnel Flange F 1\!J�"lM I N G NOTES J. SYKOR,4,GPBD (Seismic Design Categories D1 & D2) HARDI-PLANK SIDING DRAFTED BY; N BGI Joist ®l , [NV TWEK HOUSE WRAP REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. il Blocking 19 Supports 1Ya"to 1Y2 7/1b OSB SHEATHING SCALE p thick flanges COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF ® ADDED2XBLOGKING FLASHING 1/4" = 1' U.N.O. Q ITS FOUNDATION/SLAB/JOISTS BLOCKOUTS. -cam J� FOR DEPTH I DECK PLANKING f° ic, aW1I•� 2X12 PT J015T 16"OG. F Jl ` ; lit FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR Z SIMPSON ZMAX LU5210 —� —� rc U.S. �, FAsrEN2xPrLEDGERWITH SCHEMATIC DESIGN ONLY. MANUFACTURER SHALLPROVIDE AND /'I iII''"�: 2; I�� scREWs@a^oc SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR �i r and - APPROVAL PRIOR TO THE FABRICATIONAND INSTALLATION. + I tl !� (4)LOGOATIONS EVENLY DISTRIBUTED N DTT1Z AS REQUIRED Intermediate4% (4)LOINSTALL(1)WITHIN24"OFEAGHEND ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE Bearing r (/ (WALL OR BEAM) Nailing per local 4, I( 4 2 X 12 TREATED DECK LEDGER DESIGNED BY MANUF. code provisions �- 0 - Typical ITS K Installed on LVL q FLOOR SHEATHING TO BE 3/4" COX OR OSB STURDI-FLOOR T&G, GLUE f 1 CD 1 DECK LEDGER CONNECTION AND NAIL IN/ RING SHANK 8d's @ b" EDGES & 12" IN THEFIELD. FACE (� 1 CONTINUOUS BLOCKING 4 TOP FLANGE HANGER Al / SCALE: 1" = 1' OSBGRAIOR EQUALDICULAR TO SUPPORTS. ROOF SHEATHING TO BE I/16" W PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST Xi LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. e' ♦ 1" for 2xis I PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING 11/ss"for 3x's and 4X`S L� LOCATIONS WHERE 15 THERE 15 A LOAD BEARING WALL ABOVE. T o II Air ° ® ' • • • ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 9, t. P 3' sime bear swot* INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE W � `L1� • m T • , CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM LL � I 2' � • •, • •& A`• CONNECTIONS. o 1'' ' ® I EXPOSED WOOD - ALL WOOD EXPOSED TO WEATHER MUST BE o �! I _ .sue ate(a ''•` i� L a PRESSURE TREATED OR OF NATURAL RESISTANCE TO DECAY AND BE \��` I • .° LABELED ACCORDINGLY. IRG R311.1 & R311.2 n ,�3 co N 01 s� 5Ps FASTENERS FASTENERS FOR PRESERVATIVE TREATED WOOD AND o Nail Boise Rimboard Q v ® • . to FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED p 2' to BGI joist with Sd Rlgpi e -- eft GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. z w N m nail into each flange. f Typical ACE — CO ut v 73 w B WASHER PLATES - 3" X 3" X 1/4" SQUARE HOT DIPPED GALVANIZED W el X ', EsEs to ��_ Installation w m �sip�= WASHERS ARE REQUIRED AT EACH ANCHOR BOLT. !RC Rb02.11 Q z_ m 0v z C1 8 C GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 3b" IN HEIGHT — - < m 1 Al RIM BOARD _'� JOIST HANGER 2 A � AC POST CAP WHERE THE ADJACENT SURFACE OR GRADE 15 30" OR MORE BELOW. Al RAILING OPENINGS SHALL NOT ALLOW THE PASSAGE OF A 4" SPHERE. IRG R312.1 . PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP DRAWINGS AND ENGINEERING MUST BE PROVIDED TO INSPECTOR AT TIME OF O Iii < 23/32" MIN. PLYWOOD/OSB Funnel FRAMING INSPECTION. a �.\ OR RIMBOARD CLOSURE. Flange"' U- V Z IL �� Hi <— Locator ��` — p✓ ♦ S. ® ., _._ Tab ► f— i! in NAIL WITH 8d NAILS ', BC] JOIST BLOCKING • W CI W INTO EACH FLANGE. / REG/VIREO FOR CANTILEVER. • ° -1 ^ Lll • t a o a o 4 , . I . �I A 1 , ,. . I444,' . Q'01 1. IV Nif4... ? LU J d- ., . I en 1 kn Nil 011 Pi - Q Z QV 9 —! CANTILEVERED JOISTS 6 I —JOIST HANGER 3 ABU POST BASE El l Al Al Al o2=o aa8. J 1.11 nOUp n c e ttK¢NO ttsi risr f� F3azZzo wiz, -3 apm OI1MlirZ 2E k it GAR ? 0 p9w6 pf WAsgi 1 ozoF .#411-45 J' ® Pl ii i II- r a+ OWNER APPROVAL p"� T INITIAL: PAGE: tonnes 9r30/20 1 stook' iS Fop. STR.uct"u@,4c. —XTcr1S omuy OF: FLOOR PLAN NOTES J. SYKORA, CPBD 3 4 GAR SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND A 1/_ A 1! �' O co WAs4 1 JO AT POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING DRAFTED BY. ry �(+ 1 AREA. IN NEW CONSTRUCTION.REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM Q j' ..I THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO 1V " 2 DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE a o / 30'-0" ... — / �r SCALE 15 1 u _ -. - �� --..-----.- ° - —10'-0" / 1a873 2 SHELF AND HANGING ROD. „ �' 15 0 /�.-D„ 20-0 1 -0 / '$g4'Ptl ,6p �t 1/4 = 1' U.N.O. y 3'-0" 10'6" o �Tr/CAAL�, F 1 Y401-3040 W0b-3040 tu K•(� 3 BUILT IN SHELVES. - -- - -- - -- I�u ♦ ♦ , 6,-D,. J gnu a�w z o 10-1 8 18 2 85W iy .°G" oe. 5-1^ i G D - - °- 3T .ter. o_ ... ®100' 13 FIR'PLAGE 4X @1Bo` 4 m -- r _.--_= ark7T, 4 CABINET-OWNER/CONTRACTOR TO VERIFY. • SIMPSON SHEARWALL -'I - 11^105-205:1- 41.1_ TE+iS O �Y L.. _ WSW78 a�;;a� i s•<a:. I -------- W04-2080 I q'-0" - / T-0" a, "' EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 e{{ . , , FRAMED OUT COLUMN 5 ' m J 'i 4X ®1Y7 CLOSET .� 1 _ SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24" .� - ry 2 12 5a Pr m _- -__-_ HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH 2 X8 FRAMED WALL._ / / I POWDER 2880 - b j r='" ' •, A5 A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS. ..y 1 35 Sa FT G Tom"'"' O OO FA.V.ON IS'HIGH PLATFORM.TOP OF PLATFORM TO BE 11/B`T8GPLYWOOD- -- I I c 10 ry O O - ✓ ° 1 EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/6'TYPE•X'GYP.BD. NO FURNACE SHALL Is vm a?. �..._ ' BE INSTALLED IN ANY CONFINED SPACE WITH AOOE55 ONLY THROUGH A BEDROOM, _ AlO \ ~O •d' Al 5 BATHROOM,OR CLOSET. PROVIDE AT LEAST SO"OF WORKING SPACE IN FRONT OF ��„// / gg A i 5� 9 \ z b ';(4-1 �O135` S K 7- I COVERED ENTRY FURNACE. (An /^) p CONCRETE PAVERS Q I :,---ri FEATURE WALL-PARICLE% ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE i v xt - J i. 111 SQ.FT. INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES w 5 _ - _ -__ • - J I� /n� RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT.NO TRAPPING. \jam a / /' END OF PIPE LESS THAN 2 FEET ABOVE GROUND.POINTING DOWN. TANKS SHALL BE Q y (y ®DOOR RO\\\ 16'G CLING Se' n STRAPPED WITHIN UPPERI9 AND LOWERI/TO PREVENT OVERTURNING IN AN Cl) m I _ \ _ 1 5 ®135, = T&G CEILING EARTHQUAKE WJ m z �� z o o " PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT B COLD SHUTOFF I I OF ENTRY co O P CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SMALL NOT EXCEED A TOTAL Z .D ' f• • COMBINED HORIZONTAL AND VERTICAL LENGTH OF SS FEET. THE MAXIMUM LENGTH OF i I DECK / I d 162 SO FT ' - �I THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR (q,� .L� K r EACH 90-DEGREE BEND. AMINIMUM 4-INCH DIAMETER EXHAUST DUCT OF 9 i - }�'T f - CEILING - • SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. I LLLJJ J IN25-3030 g g 242 5 FT �— - iT W24-3040 MECHANICALFAN. BATHROOM,LAUNDRYROOMS AND POWDER ROOMS SHALL BE r. H 11// Pict PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 8SW ' I I ♦ G.FM.AND 5HALL NOT TERMINATE CLOSER THAN 3FEET TO ANY OPERABLE WINDOW 7OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4INCHES. DRYER.KITCHEN. SIMPSON SHEARWALL / GREAT G ROOM I �1 l �, ' 12 qJ( ®I35" �m 1 0 AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORKA Plik m WsW18 I / 4555Q FT I 1I (, qX rym PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE 6 { N CONSTRUCTED OF SMOOTHBORE.NONCOMBUSTIBLE MATERIALS. APPROVED FLEX •fD 1 UP —•C > CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH o ;• I ®135' S DOMESTIC DRYER EXHAUST. 'rl " I (2)2 x 6 POST I - INC WATER FEATURE HEADER IS FLOOR BEAM ABOVE CEILING TRANSITION FEATURE WALL PARKLEX OD I m --- t. FRAME OUT ACCESS HOLE TO DEPTH OF INSULATIONWITH NOT LESS THAN 1l2'FLYWO ♦ _ P t.+ SEALED TIGHT. GARAGES TO BE HINGED AND SHALL 0E WEATHER-STRIPPED OR O 1 1 ACCESS LOVER IN . W08-46100 } - CEILING BEAM cif' (3)2 x b POST �tile - (3)2 x 6 POST 135- LL- GUARDRAIL 36"ABOVE FINISHED FLOOR-STAIR HANDRAIL 36"ABOVE STAIR NOSING.5 0� 12 INTERMEDIATE RAIL SPADING SHALLNOT ALLOW A4'DIAMETER SPHERE TO PASS coon_ o '� REF. u u -Jr10'CEILING �+ / 4'-1U THROUGH PER LR45ECTION 3122. O _ 6 -11 - 7 -0 I �'. 5 v TI, PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR DINING / KITCHEN I — b Al 5 1 TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO O MANUFACTURERS SPECS FOR MINIMUM REQUIREMENT50F NON-COMBUSTIBLE 464 SG FT I — SURROUND P.HEARTH MATERIAL. r- V - F COLUMN CA Z Oj y 0_ I '4 Q m , u n . a -- 1 GARAGE FLOOR SURFACES 5HALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR in el ' i _ I �- - I I I o -O - -- - --- - Z3-O - 12 -O / MIN.1/8 PER/2 TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWAR05 FLOOR DRAIN. f ' - - ---_.. o o tOP,@Dooft Ro _ I I — — — q� " r 16080 - _. K 2T —__ _- - 1i IC'. I ` / -_ 4' i" ® __. . 15 TEMPERED GLA55 O Ss I r ILL ________ I ® ®DOOR RO Z Ch l'TI - .OVERED D ECK 1 I2- .. . - ►- 1— _.. 212 50 FT I '' I DIN ° /^1 3 — — I cE«a,,, (2)2x6 T '' 10 SW .:_•�.! — — — -9080- — — — 1 b a x 1 P. r CONCRETE PAVERS / _.. 4X ®DOOR RO 20 MIN.FIRE RATED DOOR IN/ DEVICE. W O Cl • T/ m Q • I ,`�,a•-m" SIMPSON SHEARWALL J - Z m TBG CEILING 'J f J O 13 / 3,-6„ �► WSW12 '� GENERAL NOTES m Q c. . 10'CEILING ® o I �+ C 1° 'f�,.� m PANTRY 1 1111 m : m I I 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. `S 2 _ o DooRRO 82 SQ FT r. $ i- ® I - � 2.ALL HEADER MATERIAL TO 0E4X10 D.F.#2 U.N.O. ' N+. 3 L /�'� :r O 3.VERIFYHEADERHEIGHTSWITHSUPER- Beo x �i_,it 11 6 4X I FA.U. Ill J I Y m o "'�"'. . \ `I .. - 12,/2 ql ,./ o 4.ALL EXTERIOR WALLS ARE 2xb-16"O.C.STUDS,UNLESS NOTED OTHERWISE. < -- - I (2)2 x 6 POST 1 _ -__- .� _ Ql 0 YI FEATURE WALL-PARKLE% ®DOOR RO VI`.-I ` ®'I6• 1-11 4 --1- --- ` - - ,. 3�sC �♦ • _ 288 _I S ALL INTERIOR WALLS ARE 2 x4-16"O.C-STUDS,UNLESS NOTED OTHERWISE. \] to • _ 1-1 + o 6 PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER Z - 10'CEILING I`\ o GL SET o 4 16 ,D'CEILING q o Z Z ri FRAMED OUT COLUMN ® _ ;p / ,,,,,,", ® - DISPENSERS MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR O M"ocE OET m - 145 T Di ;4- T m D' - LOCATIONS. y °O 1 `^ tosaFr HALL ' SHOWER 10'GEILING6 I;y 10 0 POOR Ro Z- ®46^ tO '� • • — GARAGE m o Z IL uJ MASTER 50RM il �D-____ kn 305aFT 2 i 29T SO FT o J Q W 3-0 K ® ®1a6• 24"1 50 FT a _1 LAUNDRY GARAGE 14 4a N 3080 OMINIIIIIIN ss l 2 2 \ 179 SG FT 14 60& SQ FT Z 4X m o v ^ Q O in 15'-0" -te �, /lS cuRBLE 1 'V v , . OILET - 4'„n^ ,. W �� FRAMING NOTES v 24 sa FT m o-c ' w 9'CEILING ;D N r 10 •in O v 0 o III lL o d. - v n o 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. `/ ' 0 6 "T� 2880 II / 8 m ) IlY + 4X 0 act 2 k qX ®,w. : Ira" - n I I —_ ___ �� 2. COORDINATE W/MEGH. & ELEG. FOR LOCATIONS& SIZES OF A11 — -- - o W f FOUNDATION/SLAB/JOISTS BLOGKOUTS. IOW '?'t- 10'CEILING qX m oo \ m WALKIT -Z-41n• Ii9I - - K ix OORRo Pa ASTER BATH ®DOOR POOR CLOSET $ t• s FT ( I qq SO FT ( 0 I 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR EL.. r . ? 4X ego. _ ( HEATED FLOOR L n .. - I §-10'-5 1/21 I -� 11 b, SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT -I Kr I J < ,_ ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL ale 4 � L PRIOR TO THE FABRICATION AND INSTALLATION. LINENLINENI - - 4 �l 13 ®vt• 5 - 4X @IDS a ®1De^�� ®1DB• / - T'-q 1f2' ti I (2)2*e POST i 9B 5W , MONIMe—,`i=, 4 esi' - ��� aIMIlialliMas• ♦ 4 ALL TRUSS TO TRUSS &TRUSS TO BEAM CONNECTORS TO BE DESIGNED -- - SIMPSON SHEARWALL-4 — - - - 1^112-2650 IA113-3020 W14-3020 W15 3020 Nib-3040 BY MANUFACTURER 1/N151^118 , Jr 2'-6" 4 13'-3 4' 3'-0" kk 31_0„ ,}� 31-0" '.. 13'-1. 4' 31-0„ _.----- - - ----. -------- -3s' 6„ )•_2•• 1 G 5. FLOOR SHEATHING TO BE 3/4"CDX OR O56 STURDI-FLOOR T&G, GLUE i-a / - _— - 15-51/7 - - — -/ - - --12,_2„ --/ 8,.,,, / -.- __ 10_9„ - -__.. 34.-E 1/2�� zoa< AND NAIL IN/RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE Z GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" °N W R wp I O5BOREQUAL. bib n 3 4 ` 5 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST 0— =",J4w !Al S Al or Al 5 LOCATIONS AND BETWEEN UPPER AND LONER STUDS AT FLOOR TO o ww„,a Z3UI2' FLOOR HOLDOWN LOCATIONS. Boa ,.�w- TYPIGAL HEADER FRAMING 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING O W3n=a HEADER SCHEDULE ENERGY CREDIT 1 a =_< � LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. O hlb ENbIRK EFFICIENT BUILDING ENVELOPE �°`_ HEADER LESS THAN 5' HEADER MORE THAN 5' WINDOW W/ 6" POST WINDOW W/ 3" POST MARK SIZE/TYPE TRIMMER KING STUD, EACH END MARK J w�mapF BLANK USE DEFAULT BELOW) (IF BLANK USE DEFAULT BELOW) b.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. �?y�- 2Xb"L"CONFIG. - WINDOWS: U=0.25 LLjr jr t . =`°°jr t t all1111P IMPIP1=11 .M.M111 4X6 OR 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATEZill ° 64 X b DF#220 H - FLOOR: = R-38 INSU-10 EN GONTALL H NS AS WELL AS FROM TRUSS OR RAFTER TO BEAM &°�SLAB ON GRADE R 10 ENTIRE SLAB V°°CONNECTIONS. Z m NLL C -2 X 10"L"GONFIG ° 000i 4x8 oR 21 H ENERGY CREDIT 2a -4xa AIR LEAKAGE CONTROL & EFFICIENT VENTILATION PLAN AREAS =aQ0 HEADER LESS THAN 5' HEADER MORE THAN 5' a NI - (1)TRIMMER CONCEAL FLANGE -51/2x 12 GLULAM - AIR LEAKAGE: 3.0 AIR CHANGES PER HOUR MAIN FLOOR 1,g90 SQ.FT. )[ • (1)KING STUD FROM . FROM TOPPLATE TDO —� /� HANGER EA.SIDE OR (3) STUDS EA. END 22 H OWNER APPROVAL TOP PLATE TO 31/2 x131/2 GLULAM - WHOLE HOUSE FAN PER SECTION M1501.3 UPPER FLOOR 1 ,416 SQ.FT. BOTTOM PLATE BOTTOM PLATE • (1)TRIMMER . (1)TRIMMER (2)KINGSTUDS (2)KINGSTUDS - ENERGY CREDIT 3a TOTAL LIVING AREA: 3 4O6 SQ.FT. INITIAL: FROM TOP PLATE TO FROM TOP PLATE TO ® -5 X 12 GLULAM (2)STUDS, EA. END (2)STUDS, WEST END 23 H PAGE: BOTTOM PLATE BOTTOM PLATECP HIGH EFFICIENCY HVAG EQUIPMENT MINIMUM 1"X 11 l/8"PSL OR 1"X 12'GLU LAM APPROX 22'LONG. EXTEND - GAS FIRED, PROPANE OR OIL FIRED BOILER GARAGE 903 SQ.FT. i\ ^ - �, la OVER SIMPSON STRONG WALL ON EACH END. CONNECT TO SIMPSON 25H WITH MINIMUM AFUE OR 94%. COVERED ENTRY 111 SQ.FT. V 1 - V N . `. STRONG WALL WITH(2)HGA10 AND GMST16X32 PER DETAIL D8. V V V OPEN DECK 242 SQ.FT. OF: jr ji jr jr jr jr fr 'DEFAULT HEADER MATERIAL IS DOUG FIR SI2 OR BETTER. ENERGY CREDIT SG jr '2X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2XNAILED AT BOTTOM IN"L"CONFIGURATION. EFFICIENT WATER HEATING COVERED DECK 212 SQ.FT. 'DEFAULT TRIMMER,USE(1)2 X STUD OR SIMPSON LUC HANGER EACH END. 'DEFAULT KING STUD,OPENING b'WIDE AND LESS USE(1)FULL HEIGHT STUD EAGH END PLATE TO PLATE. - GAS FIRED, PROPANE, WITH MINIMUM EF OF 91 %. UPPER DECK 156 SQ.FT. 'DEFAULT KING STUD,OPENING WIDER THAN 6',USE(2)FULL HEIGHT STUDS EACH END,RATE TO PLATE. WINDOW SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE HEADER SCHEDULE NUMBER OTT FLOOR SIZE EGRESS DESCRIPTION HEADER 3D EXTERIOR ELEVATION NUMBER Gift FLOOR SIZE EGRESS DESCRIPTION HEADER 3D EXTERIOR ELEVATION NUMBER QTY FLOOR SIZE EGRESS DESCRIPTION HEADER 3D EXTERIOR ELEVATION NUMBER On' FLOOR SIZE EGRESS'w RIFTON HEADER :D EXTERIOR ELEVATION J. SYKORA, GPBD TRIMMER KING STUD, EACH END ENGINEERS MARK SIZE / TYPE MARK (IF BLANK USE DEFAULT BELOW) (IF BLANK USE DEFAULT BELOW) - DRAFTED BY: Ea . - ry /\ 2 X 6 "L" GONFIG. 1,143 1 2 3050 SINGLE CASEMENT-HR 4X6X40" 1N29 1 2 3016 FIXED GLASS 4X6X40" 1115 1 1 3020 FIXED GLASS 4X6X40" V 01 1 1 6030 FIXED GLASS 4XbX16" _ 43 4X6 OR 20 H - -- 1/4" = 1'ALE p \/ 4x6DF #2 U.N.O. 0 /\ - 2 X 10 "L" GON FIG. F- 4X8 OR 21 H 10-18-18 z - 4X8 a • 1N44 1 2 3050 SINGLE CASEMENT-HR 4X6X40" W30 1 2 3016 FIXED GLASS 4X6X40" P116 1 1 3040 SINGLE CASEMENT-HR 4X6X40" V402 1 1 4080 FIXED GLASS 4X6X52" 51/2X12GLULAM � OR (3) STUDS EA. END 22 H 3 1/2 X 13 1/2 GLULAM Z 7x 11 - 5 X 12 GLULAM (2) STUDS, EA. END (2) 5TUD5, NEST END 23 H ` h ALT ( i ) W W 45 1 2 3046 SINGLE CASEMENT-HR 4X6X40" 31 1 2 4640 FIXED GLASS 4X6X58" W11 1 1 3020 FIXED GLASS 4X6X40" W03 1 1 4030 FIXED GLASS 4X6X52" �✓ MINIMUM l"X 11 l/8" P5L OR l"X 12" GLU LAM APPROX 22' LONG. EXTEND —w 0 OVER SIMPSON STRONG WALL ON EACH END. CONNECT TO SIMPSON 25 H w \� STRONG WALL WITH (2) HGA10 AND GMST16X32 PER DETAIL DS. CO ® I v N 'DEFAULT HEADER MATERIAL 15 DOUG FIR#2 OR BETTER.*2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN "L"CONFIGURATION. 'DEFAULT TRIMMER, USE(1)2 X STUD OR SIMPSON LUG HANGER EACH END. - -- - _*DEFAULT KING STUD, OPENING 6'WIDE AND LESS U5E(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. V446 1 2 3046 FIXED GLASS 4X6X40" W32 1 2 4640 FIXED GLASS 4X6X58" W18 1 1 3020 FIXED GLASS 4X6X40" 1/404 1 1 2080 DOUBLE AW FNING-B 4X6X28" r "DEFAULT KING STUD, OPENING WIDER THAN 6', USE(2) FULL HEIGHT STUDS EACH END, PLATE TO PLATE. .. /114% „ -- 9 it TYPICAL HERDER FRAMING HEADER LESS THAN 5° W41 1 2 3046 FIXED GLASS 4X6X40" W33 1 2 4640 FIXED GLASS 4X6X58" V419 1 1 3020 FIXED GLASS 4X6X40" P105 1 1 2036 FIXED GLASS 4X6X25" 1L . IL LI u_ -... E HEADER LESS THAN 5' V C 0 (1)KING STUD FROM TOP PLATE TO ' Z7 eV D CI BOTTOM PLATE 1/148 1 2 3046 YES SINGLE CASEMENT-HR 4X6X40" W34 1 2 4640 FIXED GLASS 4X&X58" W20 1 1 3020 FIXED GLASS 4X6X40" W06 1 1 3040 FIXED GLASS 4X6X40" co 6. C r (1)TRIMMER - - O O : 6T N - lL 4 z aco n' tK X ft C3 _� lU 0o m f� - Ca z CD 0 (- N W49 1 2 3046 FIXED GLASS 4X6X40" W35 1 2 4070 DOUBLE AWNING-B 4X6X52" W21 1 1 3030 FIXED GLASS 4X6X40" NM 1 1 3040 FIXED GLASS 4X6X40" EnO Q n- 01 HEADER MORE THAN 5' P. IL IL I O lU < W50 1 2 3046 FIXED GLASS 4X6X56 5/8" W36 1 2 4010 FIXED GLASS 4XbX52" W22 1 1 3040 FIXED GLASS 4X0(56 5/8" L"108 1 1 46100 FIXED GLASS 4X6X58" Z SI HEADER MORE THAN 5' - - - 1[-LI 1 ••ryry< V (2)T KING STUDS __ _,_- - - - -- al ^ FROM TOP PLATE TO I ,el BOTTOM PLATE _ - - �I (1)TRIMMER v I 0) In p O 1"151 1 2 3046 FIXED GLASS 4X6X56 5/8" W31 1 2 4010 FIXED GLASS 4X6X52" W23 1 1 3030 FIXED GLASS 4X6X40" W01 1 1 4080 FIXED GLASS 4X6X52" v < I f �J u-I I - AL ce WINDOW IN/ 6" POST I —____ , --- 4111 w52 1 2 3046 FIXED GLASS 4X6X40" 1/138 1 2 4010 FIXED GLASS 4X6X52" W24 1 1 3040 FIXED GLASS 4X6X56 5/8" 1110 1 1 4080 FIXED GLASS 4X6X52" I� I L �r - =p op00 up4Q O 16 �i0 d9 -- 1 12 3046 FIXED GLASS 4X6X40" W39 1 2 3050 YES SINGLE CASEMENT-HR 4XbX40" W25 1 1 3030 FIXED GLASS 4X6X40" W11 1 1 4080 FIXED GLASS 4X6X52" ozw5h (1)TRIMMER ','- .■/�\. _.. .. - ^ HOOw 02? (2)KING STUDS FROM TOP PLATE TO LLIw 3 w r rma�w �ww' BOTTOM PLATE oxxza zwowo I __ - .-. ---- _. - - - zYrcoo It UI I 0 iwa WINDOW NOTES: (� H t t V / ���og 1.VERIFY ALL WINDOW SIZES, LOCATIONS, OPERATION CONFIGURATION,HARDWAR AND GRID <o="� W72 1 1 2650 YES SINGLE CASEMENT-HR 4X6X34" N JNw_ OPTIONS, W ORDER.COATINGS, U-VALUES, STG RATINGS,AND OTHER DETAILS WITH CLIENT PRIOR W40 1 2 3050 SINGLE CASEMENT-HR 4X6X40" W26 1 2 3016 FIXED GLASS 47(040" 7 �ma -`.7` wozoE TO WINDOW 03<00 ® zoaz 2w Q6 WINDOW W/ 3" POST 2. VERIFY ALL HEADER HEIGHTS AND ROUGH OPENING SIZES. ROUGH OPENINGS MAY VARY I I oponwa DEPENDING ON WINDOW zw E MANUFACTURER. Q g W you zil¢o Zaoox 3. INSTALL WINDOW FLASHING SYSTEM PER MANUFACTURERS INSTRUCTIONS OR AAMA 2400/ --_--__:_:._:,-_:- 000r AAMA2410 METHOD"B"OR EQUIVELANT INSTALLATION INSTRUCTIONS. W on 41 1 2 3050 SINGLE CASEMENT-HR 4X6X40" W21 1 2 3016 FIXED GLASS 4XbX40" W n 13 1 1 3020 FIXED GLASS 4X6X40" F �? CONCEAL FLANGE - OWNER APPROVAL HANGER EA.SIDE - INITIAL: - PAGE: (2)KING STUDS _ FROM TOP PLATE TO BOTTOM PLATE W42 1 2 3050 YES SINGLE CASEMENT-HR 4X6X40" W28 1 2 3016 FIXED GLASS 4X6X40" W14 1 1 3020 FIXED GLASS 4X6X40" I MI GENERAL NOTES sYKo ,, GPBD 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. DRAFTED BY: ry a 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. d 0 3.VERIFY HEADER HEIGHTS WITH SUPER. ,GALE Li 1/4" = 11 U.N.O. 4.ALL EXTERIOR WALLS ARE 2 x b- lb"O.G. STUDS, UNLESS NOTED x OTHERWISE. DA-- w z 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. STUDS, UNLESS NOTED O-1 S-1 S a OTHERWISE. S. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR LOCATIONS. s� FRAMING NOTES 2 ( p FLOOR DIAPHRAGM 'V r SHEATHING: WITH JOISTS AT 24" OR 19.2" OC, USE MIN., 24 OC RATED, APA STURD-I-FLOOR' v J LJJ EITHER 3/4" SPECIES GROUP 1, OR"1/b" SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. GOOD FOR 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS.\1/2, 130PSF, TL@L/360DEFL.I NATIONS& SIZES OF SHEATHING: WITH JOISTS AT 16" OC, USE MIN., 16 OG RATED, APA STURD-I-FLOOR, MIN., 19/32" FOUNDAISTS BLOGKOUTS.THICK. MAY BE OSB OR PLYWOOD. GOOD FOR 245 PSF TL @ L/360 DEFL. I SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) 3. FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR il I ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT 9 ' SUPPORTS. ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL o PRIOR TO THE FABRICATION AND INSTALLATION. 1 NAILING: GLUE, AND CONNECT WITH 10D RING SHANK NAILS OR#9 SCREWS, AT 6" EDGES, 12" FIELD. 4.ALL TRUSS TO TRUSS &TRUSS TO BEAM CONNECTORS TO BE DESIGNED s BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS)AND CONNECTIONS TO SHEAR BY MANUFACTURER i WALLS BELOW. R / -- 5. FLOOR SHEATHING TO BE 3/4"CDX OR 05B STURDI-FLOOR T&G, GLUE _ / DECK DIAPHRAGM AND NAIL W/RING SHANK 8d's @ 6"EDGES& 12" IN THE FIELD. FACE I 11. DECKING: USE WOOD OR COMPOSITE DECKING PER ARCH., MIN. ACTUAL DIMS: 3/4"X 3.5". GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7I16" w VENN_ TOPo,EWITHCeleX24" DECKING ATTACHMENT: U5E DECKING SCREWS, LENGTH TO ENSURE 2" MIN., EMBEDMENT INTO OSB OR EQUAL. a AL FRAMING BELW. VERTICAL STRAP,EACH SIDE,CENTERED AMINO ON BEAM/POST INTERSECTION. I USE 2 SCREWS PER DECK BOARD PER FRAMING MEMBER. AT DECKING CENTER SPLICE 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST o atB 26'-6" up �\ 14' 11 1/2" \ SPLICES, LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO u 448 CANTILEVERED OVER FRAMING MENBER AND USE 2 SCREWS PER SPLICED END. C t2)2xbPosr T 51/2°X15GLBFLOORBEAM r BEARING TO BEAM i• BEARING POINT 18I ' FLOOR HOLDOWN LOCATIONS. lti 0 5 1/2"X 12"GLB Pr. PECK BEAM BLOCKING: NOT REQUIRED EXCEPT AT SUPPORT BEAMS. -- ) _ 7. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING ci L• - )2 x b POST Y -(3)2xb POST i I , I MC:7FR-DFC.K.1015T TO RIM LOCATIONS WHERE THERE 15 A LOAD BEARING NALL ABOVE. tr c , _ � 0 L =MINIMUM BACKSPAN OF b.S'.TH15 BEAM 15 Sc- -- -- i6 s J L \ 9 7 t/2' _ LEDGER: USE MIN., 2X, PT LEDGER,AT LEAST AS TALL AS JOISTS. T at 6,THEHEADER FORTHE w1NDO IBELOW. i _- T r LEDGER CONNECION: CONNECT TO RIM WITH SDS OR LEDGERLOK AT MAX., 12"OC AND WITHIN S.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. tf) e`tCONNECT STUDS AND MULLIONS TO THIS m• BE w1TH AB5 ANv SCREWS. .L _ it 3"OF ENDS AND SPLICES. r c Jam- -- 11'-T' --- - 14'-11"--- 1°+ 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE (Lt1SD5 OR LEDGERLOK TO BE OF LENGTH NECESSARY FOR FULL PENETRATION IN RIM. mi' bI CONNECTIONS A5 WELL AS FROM TRUSS OR RAFTER TO BEAM NAb Q1 I JOIST CONNECTION: CONNECT JOIST TO LEDGER WITH U OR LU HANGER, ALL HOLES FILLED. cV® / 1\ *1 I v CONNECTIONS. Omr7I- 34B m (V 438 � ✓ 40B b '� a 13FLOOR BEAM _I - __ 5 1 YY X 17 6L6 PT.DECK BEAM � 5 Ab \ C� , [ —1.11111111V ✓ WATERPROOF DECK SURFACE , - L __ 5 1/4"X 11 7/8'PSL , I 1 ✓ �` R '� , (2)2 x b POST-€°'iI `y h-- FLOOR BEAM -^r \ ...I I I 1 - / ✓ I 7 ✓ 1 f - Ah ' 3 L CZ J • CONNECT TO P05T WITH CS)b X24' tt T i (2)2xb POST L VERTICAL STRAP,EACH SIDE,CENTERED m - I I I r N. L ON BEAM/POST INTERSECTION. t! +� - 7' F I�Fj in n U] � L, y ~ Z 19 r �(2)2x6 POST _.__ N - r 'Cp., BEARING POINT Oin III \ Ill J el litial /il ,. L__---- ...0 II di UP TURNED INTO WALL ABOVE j l m `flin 721iiillij--- RI I 1 `- / I 1 b (E I 7 I __ Ab J I I J 1_ -/ I z 1 i z II 7 )1 . re I re f I Ab I tos F>l _ I ; oo°0 t I Ij ; o 2 wiaU 1 " 1 I 1 I gigt? A - _ 1 (2)2 xb POST MI ' N �zoow i/I� poi _.. b PillilfflaCI - .. O �arcwo 8 MP" ai Ab w o�iin N. 15'-5 1/2"- -\ 12'-2" \ S'-1" \ 10'-3 1/2" 3'-5 1/2"-‘ Z NH I 49'-51/2" - \ wwo UPPER FLOOR FRAMING PLAN <iraug m. o w ��o�� �, w==N° o3aoo zzaaz SCALE: 1/4"= t' IL 22620 oo€ 2E A a.. apJVV 3 J2� O FJ OWNER APPROVAL � GA,R.4k �F WASy� TO. INITIAL: 1 Cr F. a 9z. PAGE:: � Aci ° q� �218T? r a. . OF: ErTk . r . FLOOR PLAN NOTES J. SYKORA, CPBD •`.��` GARSMOKE DETECTOR, EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND ---"'— oFwesh �P AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING DRAFTED BY: R AB` Y{/ �e�OA 1 AREA. IN NEW CONSTRUCTION.REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM CI A. 0 {- THE BUILDING HIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO TV +�'�1p�'� 89 :• Z DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. 6 iir - - __-.. ___ o ` # SCALE o \ \ - - _ "� 2i973 _ 2 SHELF AND HANGING ROD. 1/4" = 1' U.N.O. i 6 X B TO TOP PLATE- I ( L 1 I 1 /ANAL � 1 0 3 BUILT IN SHELVES — m I BB+v i ! ovwca 'La _ STAMP 1; to& s1auG ut4L, 0Z 10-18-18 m o CABINET-OWNER/CONTRACTOR TO VERIFY. r ` 9rT€�+s o>,�Y 4 - ' @ m i 180' o in @ 160" �^ EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.1 m E "'-se:40M in 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20"WIDE AND 24" o _ _ _ _ - o HIGH SILL HEIGHT MAXIMUM 4P'OFF FLOOR. o - ` WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL.SUCH , 4X d- m �J AS A CLOCK TIMER WITH A ZONE RATING OF OR LESS. � 4 z ry ®,6D - >m to _ FA.U.ON 15"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 116"T 8 G PLYWOOD. /� q @ 150• O N EXPOSED FACE AND SIDES TO HAVE 1 LAYER SIB"TYPE•'X'GYP.BD. NO FURNACE SHALL L` ,p BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, O m CEILING BEAM .O r BATHROOM,OR CLOSET, PROVIDE AT LEAST 30'OF WORKING SPACE IN FRONT OF I p - __ __. el T O '9 FURNACE. C� imiM 1 r ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE W ILO' N INSTALLED.SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES ///����''\��\ -y OPEN BELOW @§ a NG, 8 ENDORESULF(NG PIPELESSTHAN2FE TM THE QUICK LOSING OF THESE VALVES. DRAIN OUT,NO ABOVEGROUND,POINTING DOWN. TANKS SHALL BE0 p 450 SO FT D P K. O _ STRAPPED WITHIN UPPER I/3 AND LOWER I/3 TO PREVENT OVERTURNING IN AN V/7 m �' @tB0' 4X to O EARTHQUAKE. r(VV n 4, * m CEILING BEAM @1&Y y WASTNT TO EAERIOR. PROVIDE IDE RECESSED ESSED HOOT&COLLESHUTO SHUTOFF _ _ _ ___ __ - - -_._— _ _- __ > m P ID D E CONTROL VALYE58 AL _ _ 8.., /� COMBINED HORIZONTAL AND VERNLAL LENGTH OF 35 FET. THEMAXIMUMLENGTHOF CI THE DUCT SMALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR �� a EACH 10-DEGREE BEND.A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF . 14614 9 " lto S m xO SMOOTHBORE.NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. E o A. V 4 @150' ? MECHANICAL FAN, BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE 1 @iB0 PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 ��,, - 14'-0" 10'-5 1/2" ' G.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOWlit - CEILING BEAM b _ 0'-6" OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER,KITCHEN. % 1 O AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK 9 - m4'- --- —31-0" 31-0' 3'-0" PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE 0'- " 0'3" "jI Ill , = �� �� I CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX 0- r' W53-304b W52-3046 W51-3046 ii- 1 b X B TO TOP PLATE • DOMESTIC DRYER EXHAUST_ 6 FEET IN LENGTH MAYBE USED IN CONNECTION WITH CONNECTORS NOT EXCEEDING lik ` ^ n_F4X6@%' ..I!" •#96 22'x30"MINATTILALGF55TOBEACCESSIBLEWITHUN085TRULTEDHEADROOM- BUILT IN 4 - 13 BUILT IN �/' _ ®` o FIREPLACE 4 ® (A FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LE55 THAN Vd•PLYWOOD. -' 4X6 o 11 ACCESS LOVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR S ED TIGHT. t0 �� /_al L- - STAIRS @% .t GUARDRAIL 3b ABOVE FINIS - -- ai V' COFFEE/WINE BAR — U1 ///��� HED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. 45 5Q FT �I# N 1 / INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4"DIAMETER SPHERE TO PASS $ / --5'-4" ---__---6'-D" 5'-4 1/2"- - 9'-0" ` THROUGH PER R G.SECTION 312]. E - — _A��jwl m o V PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR QC >V m -1 TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO C ' ll @%" >ak tr 1 3 MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE 0 ii9 in DECK SURROUND 8 HEARTH MATERIAL. r V 18750FTin `i N D o 0 • 1 III iN D'-3" O'-6 1L/2" GARAGE FLOOR SURFACES SHALL BE MIK 4"CONCRETE. SLOPE CONCRETE FLOORco O WATERPROOF DECK co m (7.„.b"-„, {�' 12 _o 3'-8" 3'-0" �'�' 3'-0" I 14 MIN.1/8'PER 12 TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. O lr @DOOR Ro • DM W48-3046 W41-3046 I I .. V R- _. _.. \ I��I - ` o - 1 TEMPERED GLASS Cr_ lQ I 5 0 • FAMILY ROOM 1 5 m o z m tu en f `. 'I CEILING @%• 4X ,o „ ;"� _ 1 X '� mo T °o m q m v 20 MIN.FIRE RATED DOOR W/SELF-CLOSING DEVICE. Qal 448 5Q F CV \ AN, , . . �.. . _-. 10._8., _- o ' SMOKE°6T. 9'CEILING �.. D' J I m US ,� ` '� ,za,rz•• y O 1 c o N T m Q c9 = GENERAL O E N 4X m o - - --.__-- - - �� 2 f 2 ---T.q 'r 2 BEDROOM @96• 1 m , 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. IN F. 15T 50 FT 2 , - ^, O„ ' -�o O 2.ALL HEADER MATERIAL TO BE 4x 10 D.F.#2 U.N.O. z-s1rz' k m n ❑2 2 ' wL _ - �' c. �'O CLOSET 0O .- ' 3-VERIFY HEADER HEIGHTS WITH SUPER. a _ ---- - - -_ -..� r -1 ON 3953'T ry ° ., sir 2'-91f2"- al' I w I r m U 4.ALL EXTERIOR WALLS ARE 2 x 6-,6"O.C.STUDS,UNLESS NOTED OTHERWISE. 2 ,"� _ w 4D3o o v O� I ^ N - - - --�- �� •i. 5.ALL INTERIOR WALLS ARE 2 x4-16"O.C.STUDS,UNLESS NOTED OTHERWISE. 6 Y t m .. SMOKE OFT "r L _ _ _I / _ 10'-7, G si G.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPERZ O Xt qX O 1 In m DISPENSERS,MEDICINE CABINETS,ETC COORDINATE WITH OWNER FOR Z /�/ HALL mF. ,r--- LOCATIONS. �L 211 ®% m OFFICE 1 41 5Q FT bNo E 9'CEILING / Z W Ili • 2 o 258 5Q FT V 1' Q O 1 W w 2880 o BEDROOM #2 � ,armI �� — l7 O o T.,,!Y 1 o qX o 190 SQ FT --->i R'-2" - r A, 4) v ` in m r0 I f `I III --. in ei BATH I lu f FRAMING NOT 5 MI C 9'CEILING °m ' I ` "�92 SQ FT I O 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. ~ N z -4-1 I. 3.-0..__._rt I J 0 �F� o BATH W v - _ii o m 3 11 souNEN rjr LINEN ° 2. COORDINATE IN/ MECH. & ELEC. FOR LOCATIONS &SIZES OF I . 1 KING ' O o ® 89 10 m FOUNDATION/SLAB/JOISTS BLOCKOUTS. 0 4.t r = m v m 4 h 13-6" rue WITH ':e 10 CZ (L o — TILE I' "' 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR T� -_-15'0' - - --i T �._. `� I SURROUND V I I �/ SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT 5 q ®4 FuuTUESIwweR :We ® 5 I @� 4X \� J @% • ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL (() ` ` l s as. a �� �� PRIOR TO THE FABRICATION AND INSTALLATION. • 9A 51,1 W39-3050 W40-3050 W41`' 0 W42-3050 Jr W43-3050 W44-3050 51MP50N SHEARWALL i1-2 X 3'-0"--- -- 6-6 - 3'-O" - b'-b' 3' •" ---3'-b' 3'-0" r -- 6' 31/2" ---- 3'-0" --- 4'-6" 4' 3'-0" - 3'-0" 4. ALL TRUSS TO TRUSS &TRU55 TO BEAM CONNECTORS TO BE DESIGNED W51^118 BY MANUFACTURER 4q'-5 1/2" — 5. FLOOR SHEATHING TO BE 3/4" CDX OR 055 STURDI-FLOOR T&G, GLUE Z LL g AND NAIL W/RING SHANK 8d's @ b" EDGES& 12" IN THE FIELD. FACE X zone GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16" V� w �° rco� OSB OR EQUAL. �wg�� �z F� �Eamo b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST . 2 Mil LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO Mi zwUNA FLOOR HOEDOWN LOCATIONS. i po= TYPICAL HEADER FRAMING Ine O P~ w° HEADER SCHEDULE LE ENERGY CREDIT 1a =n'wt T. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING O 6' ,0' n TRIMMER KING STUD, EACH END MARKS LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. �awop (IF BLANK USE DEFAULT OELOWI OF BLANK USE DEFAULT BELOW) EFFICIENT BUILDING ENVELOPE I� PqlHEADER LE55 THAN 5 HEADER MORE THAN 5 WINDOW W/ b POST WINDOW W/ 3 POST MARK SIZE/TYPE MARK Jt ji ji 1 jr f ...... .------..— ® - 2 X 6"L"CONFIG. - WINDOWS: U=0.288.ALL CONNECTIONS TO BE SIMP50N OR EQUAL. aoo OR 20 H - FLOOR: = R-38 INSULATION �/ way<� 4 X 6 DF#2 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE _= SLAB ON GRADE R 10 ENTIRE SLAB CONNECTIONS A5 WELL AS FROM TRUSS 0R RAFTER TO BEAM W 1.Pz HOMIIIIII I -2X10"L"GONFIG. ryW884x8 oR21 H ENERGYCREDIT2aCONNECTIONS. n Q<�o0001 HEADER LESS THAN 5' HEADER MORE THAN 5' -4X8AIRLEAKAGECONTROL & EFFICIENT VENTILATION Q— =adzPLAN A�RE,45 CONCEAL FLANGE -51/2x12 GLULAM - AIR LEAKAGE: 3.0 AIR CHANGES PER HOUR3• (1)TRIMMER qq0 SQ.FT- (1)KI GSTUDTOP TEOMO Lj FROM(TOPPLATETDO /� HANGER FA.SIDE ® OR (3) 5TUD5 EA. END 22HWHOLE HOUSE FAN PER SECTION M1501.3MAIN FLOOR 1,BOTTOM PLATE BOTTOM PLATE 31/2 X 131/2 GLULAMUPPERFLOOR 1 ,41b SQ.FT. OWNER APPROVAL • (1)TRIMMER • (1)TRIMMER (2)KINGSTUDS ( ENERGY CREDIT 3a FROM TOP PLATE TO ' FROM TOP PLATE TO Ai -5 X 12 GLULAM (2)STUDS, EA. END (2)STUDS,WEST END 23 H TOTAL LIVING AREA: 3.406 SQ.FT. INITIAL: — BQTTNPLATE BOTTOM PLATE HIGH EFFIGIENGY HVAG EQUIPMENT PAGE: I I I. ■I MINIMUM I' Xi1 '1/rP5LORl"X12"GLU LAM APPROX22'LONG. EXTEND - GAS FIRED, PROPANE, OR OIL FIRED BOILER GARAGE q03 5Q.FT. I , ; OVER SIMPSONSTRONGNALLON EACH END. CONNECT TOSIMPSON 25H WITH MINIMUM AFUE OR q4%. COVERED ENTRY 111 50-FT. V. tX A 4\ STRONG WALL WITH(2)HGA10 AND GM5T1bX32 PER DETAIL D8. jr jr jr ._ ji jr jr ir jr 'DEFAULT HEADER MATERIAL ISDOUG FIR*2ORBETTER. ENERGY CREDIT Sc OPEN DECK 242 SQ.FT" OF: '2X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2XNAILED AT BOTTOM IN"L"CONFIGURATION. EFFICIENT WATER HEATING 'DEFAULT TRIMMER,USE(1)2 X STUD OR SIMPSON LUC HANGER EACH END. COVERED DECK 212 SQ.FT. 'DEFAULT KING STUD,OPENING 6'WIDE AND LESS USE(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. - GAS FIRED, PROPANE, WITH MINIMUM EF OF q1 °/G. 'DEFAULT KING STUD,OPENING WIDER THAN b',USE(2)FULL HEIGHT STUDS EACH END,PLATE TO PLATE. UPPER DECK 18b 5Q.FT. FRAMING NOTES J. SYKORA, CPBO 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. o P ry 2. COORDINATE IN/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/SLAB/JOISTS BLOCKOUTS. SCALE o 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN 1/4" = 1' U.N.O. o f HERE 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE 0_1 S-1 S fk BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a FABRICATIONAND INSTALLATION. ROOF DIAPHRAGM 4. ALL TRUSS TO TRUSS & TRU55 TO BEAM CONNECTORS TO BE SHEAR CAPACITY: GOOD FOR EH =230 PLF- SEISMIC; EH = 322 PLF -WIND. MAX ASPECT RATIO = 3:1. DESIGNED BY MANUF. FRAMING: TRUSSES OR RAFTERS: 2X AT 24" OG, MAX. FRAMING CONNECTION AT SUPPORT: 5. FLOOR SHEATHING TO BE 3/4" GDX OR O5B STURDI-FLOOR < Z WHERE CONNECTED TO SHEAR HALL, CONNECT PER SHEAR WALL CALLOUT- TOP OF HALL. T&G, GLUE AND NAIL HI RING SHANK 8d's @ 6" EDGES & 12" IN aA13 5 WHERE TRUSSES OR RAFTERS CONNECT TO BEAM, U5E H2.5, OR A34 W THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. WITH SCREWS, OR SIMILAR, TYP. V INHERE — AT LEDGER, CONNECT PER LEDGER CALLOUT. ROOF SHEATHING TO BE 1/16" 05B OR EQUAL. 0 h' f 1 O' O" 9'-6" SHEATHING: 1/16" MIN., 05B OR CDX PLYWOOD. S. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL 3� L ta•FAGIAYV/2X10BUILDUP SHEATHING LAYOUT: CASEIPERIBC2306.2.(1) OW i \\ r NAILING: USE 8D AT 6" EDGES, 12" FIELD. POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS ,^N. 4 \ 1 ' , - ___....I AT FLOOR TO FLOOR HOEDOWN LOCATIONS. v J . ® n BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO 5HEAR WALLS BELOW. x I -�326 e 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR i' / b Xb PT POST BEARING LOCATIONS WHERE THERE 15 A LOAD BEARING 9 A nil". 5 1/2"X 15" GLB ROOF BEAM v I LVL LEDGER / BEAM TOP 144 WALL ABOVE. /4‘ \ 1 I '\ 33B LEDGER CONNECTION: WHERE A LEDGER IS CALLED FOR BELOW, IF CONNECTING TO RIM OR HEADER, USE 505, OR 9 51/2"X 15" as LEDGERLOK AT MAX 12" OC, STAGGERED. IF CONNECTING TO STUDS, USE 2, 505 OR LEDGERLOK PER STUD. 8. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. \ LENGTH OF 5D5 OR LEDGERLOK = FULL DEPTH PENETRATION INTO RIM, OR 2.5" MIN EMBEDMENT INTO SOLID FRAMING. it �y 1/4:12♦ ROOF BEAM -_ I. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP BEAM TOP=144" MIN DISTANCE OF CONNECTOR TO END OF LEDGER OR SPLICE = 2". MIN EDGE DISTANCE TO TOP OR BOTTOM OF o - BEARING POINT r q LEDGER=2" PLATE CONNECTIONS A5 HELL AS FROM TRUSS OR RAFTER I ° �` I FRAMING CONNECTION TO HALL, GENERAL: USE ANY OF THE FOLLOWING, WHICHEVER 15 APPLICABLE. TO BEAM CONNECTIONS. g• - o 1 6 b RAFTERS PERPENDICULAR: USE 2X OR LVL LEDGER, MIN HEIGHT TO MATCH RAFTERS. APPLY LEDGER OVER WALL 10. EXPOSED HOOD -ALL WOOD EXPOSED TO WEATHER MUST rc ; A13 A13/ SHEATHING. USE HANGERS TO HANG RAFTERS ON LEDGER. BE PRESSURE TREATED OR OF NATURAL RESISTANCE TOLL O ( I I ° III PARALLEL RAFTER OR TRUSS TOP CHORD: LEDGER MAY BE TOP CHORD OF TRU55 OR LAST RAFTER OR SIMILAR. DECAY AND BE LABELED ACCORDINGLY. IRC R311.1 & R311.2 1 y ROOF LEDGER- tu m 3 f SEE NOTE z y LEDGER TO BE PLACED OVER HALL SHEATHING. 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED ° �' MONO TRUSS TOP CHORD PERPENDICULAR: USE CONTINUOUS 2X BLOCKING BETWEEN TRU55E5 NAILED THROUGH HOOD AND FIRE RETARDANT TREATED HOOD SHALL BE HOT oo \ . 43 r ( 7 j p i� 318 4'-0" I 5'-b" o WALL SHEATHING WITH 16D @ 6" OG TO SOLID WOOD BACKING (CONTINUOUS RIM, PLATE, LEDGER, OR BLOCKING.) DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. 5 1/2"X 10 1/2" &LB ROOF BEAM-► ti I d x 733 MONO TRUSS BOTTOM CHORD PERPENDICULAR: 12. WASHER PLATES - 3" X 3" X 1/4" SQUARE HOT DIPPEDlii \\\ ' BEAM TOP=144" I I p a Cl ALTERNATE 1: HANG BOTTOM CHORD WITH HANGER MOUNTED OVER WALL SHEATHING TO SOLID HOOD BACKING (RN, GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR og co ts O SUPPORTS WALL ANO _z a PLATE, LEDGER, OR BLOCKING.) BOLT. IRG R602.11 O K rn ROOF ABOVE o ALTERNATE 2: USE MIN., 2X4 LEDGER LET IN TO TRUSS BOTTOM CHORD. LEDGER TO BE PLACED OVER WALL 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN Z Cr w m 1/4:12.� (2)2xb POST - SHEATHING AND CONNECTED WITH MIN., 3- 16D @ 24" MAX SPACING. HEIGHT WHERE THE ADJACENT SURFACE OR GRADE 1356 S 30" -13 X ram- I� =o I _ __ _ ROOF DIAPHRAGM: CONNECT RODE DIAPHRAGM TO LEDGER WITH SD RING SHANK OR SCREWS AT 3" OG. OR MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW Q ft a m p . ry LI THE PASSAGE OF A 4" SPHERE. IRG R312.1. �_ • 1 (3)2 x b POST 1 Q Q Sr ---(B)2xb P05T 346 T BEARING POINT 1 3/4"X 11 1/8"LVL 14. PRE- ENGINEERED FLOOR AND ROOF TRU55E5 - SHOP . m f d m BEAM BOTTOM=144" DRAWINGS AND ENGINEERING MUST BE PROVIDED TO _ i______I__ 23' O" 12' O° INSPECTOR AT TIME OF FRAMING INSPECTION. IIIi 0 4 ROOF LEDGER j SEE NOTE 2 X12 FACIA A53 I - j - 24"OVERHANG 18"FACIA Wl2 X 10 BUILD UP ' q _r___EllL4410;es -117 - t21 1/8"PLATE 20"HEEL ri 2'-0"- (V z Y Z I-- iii W A13 (5 - - T4 di (2)2xbPo5T + 1 I A13 At 1 109 V8"PLATE 1 2,-0,� W W W — -- -'-- --- - I I V I Q DC i r v III _ o 3s6 t4 I v I5 5 E- ° (2)2xbPOST ---ROOF LEDGER 5 1/2"X 15" GLB ROOF BEAM-. 1/4:12♦ SEE NOTE I A13 .. A13 w X — '`l 2'-0 1 (2)2"E=osT I ROOF LEDGER 1 _. . I SEE NOTE I O : O �.-- N , 1 lL p. MANUFACTURED TRUSSES 24" O.G. IiI s IL m STANDING SEAM METAL ROOFING 1 2 z o coo- - m I r (�� O X.21 b N II ' --_ .__ - __. _. I W - O m 1- irri 3 2'•b"� I A i, 1'- T ♦♦:•♦♦ -. q— 1 woo= i ♦♦♦�N♦♦♦ o m w rc 71 ivMS§ ♦•►����� WEDo a /r O ♦♦:� :f.�♦� Al2 w _ D o p 11 / ♦♦ . , m / :o ♦♦♦i♦♦♦t♦♦♦ m ♦•'�♦.4 Z►♦ -� I 1/4:12♦ d ILO ♦♦♦• EXTRA TRUSS TO SUPPORT O TI2<wa ,� ♦.4i♦♦♦ FALSE CHIMNEY CHASE. I" oxm -e`a x�a�° .�.♦.♦.♦ate U I I • O O�/ a o 0 �'"'^I 11 - (212 xb POST 1 d --I V 00! '. in 121 1/B"PLATE A13 T. wo O 24"OVERHANG o "' waz�E t !Pi i II II I I �� 2X12FAGIA word 18"FACIAW/2X10BUILDUP I O °oo�� 5 aa�oo ROOF FRAMING PLAN A13 Oh° 1L F<�o �Yw- 31'-5" _°�_ SCALE: 1/4"= 1' 'i i OWNER APPROVAL .Ow"�• GAR*, jlb INITIAL: b. a o als Z PAGE: # 4, %' ..... '� OF: t TAAti? iS o/L STQacrt4�t -I-TEns a►. t-N FRAMING NOTES J. 5YKORA, GPBD 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. --n DRAFTED BY (-4 2' 2. COORDINATE 1N/ MECH. & ELEC. FOR LOCATIONS & SIZES OF 2 FOUNDATION/SLAB/JOISTS BLOCKOUTS. - SCALE J 2 ROOF DIAPHRAGM 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN 1/4" = 1' U.N.O. ia HERE 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER SHEAR CAPACITY: GOOD FOR EH =230 PLF - SEISMIC; EH = 322 PLF -WIND. MAX ASPECT RATIO = 3:1. o FRAMING: TRUSSES OR RAFTERS: 2X AT 24' OG, MAX. SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE ,�0 ,�8-i 8 I- BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a FRAMING CONNECTION AT SUPPORT: W W HERE CONNECTED TO 5HEAR ALL, CONNECT PER 5HEAR WALL CALLOUT-TOP OF WALL. FABRICATIONAND INSTALLATION, REV. 11._21-18 *-^ WHERE TRUSSES OR RAFTERS CONNECT TO BEAM, USE H2.5, OR A34 WITH SCREWS, OR SIMILAR, TYP. 4. ALL TRU55 TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE REVISED AT LEDGER, CONNECT PER LEDGER CALLOUT. t^�' SHEATHING: 1/16" MIN., 0513 OR CDX PLYWOOD. DESIGNED BY MANUF. �! SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.(1) -*es .r se *s' 5. FLOOR SHEATHING TO BE 3/4" CDX OR O5B STURDI-FLOOR Z -\ 1 24' O° NAILING: USE NOT ET U EDGES, 12" FTIALD. THEE ELDEFAGE GRAIN PERPENDICULAR TO SUPPORTS12" IN A13 2 xt2 FACIA @ I I I I BLOCKING: REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO 5HEAR WALLS BELOW. 24'OVERHANG LVL LEDGER ROOF SHEATHING TO BE 1/16" OSB OR EQUAL. 0 - LEDGER CONNECTION: WHERE A LEDGER 15 CALLED FOR BELOW, IF CONNECTING TO RIM OR HEADER, USE SDS, OR b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL UJ a I I j, LEDGERLOK AT MAX 12" OG, STAGGERED, IF CONNECTING TO STUDS, USE 2, 505 OR LEDGERLOK PER STUD, POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS r^ Q I 0 © <a 5va"x 12" EXPOSED GLB 1 1 LENGTH OF 505 OR LEDGERLOK = FULL DEPTH PENETRATION INTO RIM, OR 2,5" MIN EMBEDMENT INTO SOLID FRAMING, AT FLOOR TO FLOOR HOLDOW x N LOCATIONS. v J Al 3 A13 A13 A13y MIN DISTANCE OF CONNECTOR TO END OF LEDGER OR SPLICE =2". MIN EDGE DISTANCE TO TOP OR BOTTOM OF 1:12+ LEDGER =2" 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR E BEARING LOCATIONS WHERE THERE IS A LOAD BEARINGii. 9 FRAMING CONNECTION TO WALL, GENERAL: USE ANY OF THE FOLLOWING, WHICHEVER 15 APPLICABLE. a % 1 ± j'_ *i _ RAFTERS PERPENDICULAR: USE 2X OR LVL LEDGER, MIN HEIGHT TO MATCH RAFTERS. APPLY LEDGER OVER WALL WALL ABOVE. 1 "" u ' SHEATHING. USE HANGERS TO HANG RAFTERS ON LEDGER. LL I s va"x 17 EXPOSED GLB' S. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. I PARALLEL RAFTER OR TRUSS TOP CHORD: LEDGER MAY BE TOP CHORD OF TRUSS OR LAST RAFTER OR I IISIMILAR. ry '' / STANDING SEAM METAL ROOFINGQ LEDGER TO BE PLACED OVER WALL SHEATHING. 1. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP (�� gr s ► 11 l/8" BC! @ 24" O.G. iii I r/ x w cV MONO TRUSS TOP CHORD PERPENDICULAR: USE CONTINUOUS 2X BLOCKING BETWEEN TRUSSES NAILED THROUGH D 1 e > PLATE CONNECTIONS AS WELL A5 FROM TRUSS OR RAFTER p > I I o WALL SHEATHING WITH 16D @ 6" OG TO SOLID WOOD BACKING (CONTINUOUS RIM, PLATE, LEDGER, OR BLOCKING.) € o /� I 5 ve - TO BEAM CONNECTIONS. x 4 - 4 n MONO TRUSS BOTTOM CHORD PERPENDICULAR: JAN 0-0 2019 ry ry "X 17 EXPOSED GLB a 10. EXPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUST w ry ALTERNATE 1: HANG BOTTOM CHORD WITH HANGER MOUNTED OVER WALL SHEATHING TO SOLID WOOD BACKING (RIM, -- 't w LL PLATE, LEDGER, OR BLOCKING.) BE PRESSURE TREATED OR OF NATURAL RESISTANCE TO CITY OF ANACORTES 1:12♦ n DECAY AND BE LABELED ACCORDINGLY. IRC R311.1 & R311.2 a _ x ALTERNATE 2: U5E MIN., 2X4 LEDGER LET IN TO TRUSS BOTTOM CHORD. LEDGER TO BE PLACED OVER WALL E ° N 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED 5 va x 17 EXPOSED GLB SHEATHING AND CONNECTED WITH MIN., 3- 160 ©24" MAX SPACING. v ,. =3 ,, ,.,< j .._" RETARDANTTREATEDWOODSHALLBEHOT !N� ROOF DIAPHRAGM: CONNECT ROOF DIAPHRAGM TO LEDGER WITH SD RING SHANK OR SCREWS AT 3" OG. o " I % DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. v 12. WASHER PLATES - 3" X 3" X 1/4" SQUARE HOT DIPPED el 8 -0 0 Si'-0 10'-5 1/2" • � / 3\ GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR o I, / ' z xt2 FACIA �� BOLT. IRG R602.11 K L, m 5 1/a X 12" EXPOSED GLB --_- ---- '' L1 i II —p` 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN is to 2) ! -: ,t-- ; , = "• ' r .�', 7. .;�� x 24 RHANG z r ll-I _ �. m II INI I I 1 "ovE HEIGHT WHERE THE ADJACENT SURFACE OR GRADE 15 30" - X F- f c TOP= P:i 11 �� — _ ' 1/a"- - -" "=- - —. =:— R MORE BELOW RAILING OPENINGS SHALL NOT ALLOW m -l. 10' 0" ,I I 1 11'-0" I tog Ur PLATE . . THE PASSAGE OF A 4"1SPHERE. IRG R312.1. �_ v ry I CANTILEVER I A13 1,1 BACKSPAN ■ 3 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP 5 Q O z m f � 4o_ mSI I 24' O" I A13 13I 2 Al DRAWINGS AND ENGINEERING MUST BE PROVIDED TO �1� A13 N INSPECTOR AT TIME OF FRAMING INSPECTION. 5 1!2"x 15 23F-V4 GLB CANTILEVERED ROOF BEAM `\J CONNECT TO TOP PLATE WITH LTP4 y EAH SIDE @ 48"OG.MAX. I 11 - tT 'rt t.- \ o 1&FACIA VW2X10 BUILD UP 11 1 / @ 4 0 141 I _ 9 1/2"BC(6000 1.8E 24"O.G. II II l w 24"OVERHANG ='I V n a r — ®tom,a ZrL ev k " '°I ',a l Z :?:‘LD 7, w A w a. a 0 1/4:12♦ At3 3 AI ., v (V L10 WITH SCREWS ' I v,60 \ ri Ni z II / „ ROOF LEDGER •� \ \/ ROOF LEDGER w o 10 0 L SEE NOTE ABOVE SEE NOTE D N 3L Co \ CANTILEVER TO FASCIA - - m ". U O \\ 1 !�• I d' Z o i a w <- co - - f cV = Imo. ® -O 0 — Q �A13 ~ At3 MANUFACTURED TRUSSES 24" O.G. I -I — ry N STANDING SEAM METAL ROOFING I _ m ~ __ — O 7 —2 _ 2 b"-- s pi/�, H A It S "CO li- iw�Uw ry 1/4:12♦ w MI U 3 s I_ 1 a p I I T- , "' XW Wp A 2Whl 1 r____ausaionsts_ 1\ I� O •F/•_ QiF w r'os -4 it- 109 1/8"PLATE A13 ,n W-W W �3J 1091/8"!LATE III m V �3Fa� 1 I ZO2Up 24"OVERHANG W „`;�m< 11 II Oz"� 2 X12 FACIA A 1 18'FACIA N 2 X 10 BUILD UP /� „;_" 1 w ryp:UU A13 49'-51/2" A13 - (�/ m;go -o — =�_< 000x FZUF UPPER ROOF FRAMING PLAN an Ho SCALE: 1/4"= 1' GAR�t OWNER APPROVAL IL.,` OF um_ C�O INITIAL: 1^ PAGE: t ChV OF: maniac 6/3W 2 o I 570.&A" r5 F.2 STRt. uk.AL. -I.'?Ern 0 fd L.*( FRAMING NOTES J. SYKORA, GPBD TPO ROOFING STANDING SEAM METAL ROOF 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. POLY 150 BUILD UP 1/16" SHEATHING DRAFTED BY, - _ R ei fV ICE AND INATER SHIELD MANUF. TRU55 2. COORDINATE IN/ MECH. & ELEC. FOR LOCATIONS & SIZES OF 9to _:. 3/4"T&G EDGE GOLD 05B ROOF SHEATHING HEEL VARIES FOUNDATION/SLAB/JOISTS BLOCKOUTS. SCALE ti a SLOPE --_-- ----- 1_ --- -- 1/4" = 1' U.N.O. 2 —_g� 2 X 10 3. FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN 2 X16 FACIA _1 2 X 12 FASCIA— I OUTLOOKER I HERE 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER W z FLASHING SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE z 10-18-18 fi • STRIP VENT // BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a k HI y • • H I L- ENCLOSED SOFFIT VENTED BLOCK FABRICATIONAND INSTALLATION. 2 X 12 FACIA • el. 11 > 2 -ou iFt 4. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE 2X NAILER SPRAY IN FOAM INSULATION DESIGNED BY MANUF. MINIMUM - R49 I ENCLOSED SOFFIT 5/8" SHEETROCK 5. FLOOR SHEATHING TO BE 3/4" COX OR O5B STURDI-FLOOR < Z T&G MATERIAL 11 l/8" BCI T&G, GLUE AND NAIL IN/ RING SHANK&d's @ b" EDGES & 12" IN R-49 INSULATION ( h THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. �.J 2, 0„ �_ 5/8" SHEETROCK ROOF SHEATHING TO BE l/16" O56 OR EQUAL. () ths--- -41 . 1/2" SHEETROCK .- 2 X b WALL b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL -a- U • \/ POST LOCATIONS AND BETWEEN UPPER AND LOWER STUDS >" CI I 5 TYPICAL EAVE DETAIL - 11 1/8" BGI TYPICAL EAVE DETAIL x AT FLOOR TO FLOOR HOLDOWN LOCATIONS. m 0 Al 3y SCALE:3/4"= 1' Al SCALE: 3/4" = 1' "I. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR ri BEARING LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. VENTILATION NOTCH AIR BAFFLE IN/ 1" GAP STANDING SEAM METAL ROOF MANU. TRUSS S. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. TPO ROOFINGi IL POLY 150 BUILD UP 1/1 b" SHEATHING 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP o ICE AND WATER SHIELD PLATE CONNECTIONS A5 WELL AS FROM TRUSS OR RAFTER 3/4"T&G EDGE GOLD OSB ROOF SHEATHING � TO BEAM CONNECTIONS. SLOPE 2 X 10 VENTED 10. EXPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUST W 2 X 10 FACIA '---"- 2 X 12 FASCIA 0- N OUTLOOKER BLOCK BE PRESSURE TREATED OR OF NATURAL RESISTANCE TO re - - --- 2 X NAILER DECAY AND BE LABELED ACCORDINGLY. IRG R311.1 & R311.2 E Z FAGIA ti-, Sik 1 1 R-49 INSULATION 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED I • STRIP VENT WOOD AND FIRE RETARDANT TREATED WOOD SHALL BE HOT o ENCLOSED SOFFIT DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. v 2 X 12 FACIA • 1_ • I I N 2X NAILER DROP TRUSS - 12. WASHER PLATES - 3" X 3"X 1/4" SQUARE HOT DIPPED s ti ENCLOSED SOFFIT ii SPRAY IN FOAM INSULATION GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR o .. - _ % BOLT. IRG R602.11 rn T&G MATERIAL MINIMUM- R49 2 —O � � 0 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN Z W W m s) ROOF BEAM T&G CEILING 5/8" SHEETROCK _ c» d HEIGHT INHERE THE ADJACENT SURFACE OR GRADE IS 30" I- I--. c b" 1/2" SHEETROCK E a X IL `a 11 1/8"BGI �/ OR MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW CZ X p . ,.. 2 X 6 WALL THE PASSAGE OF A 4" SPHERE. IRG R312.1. Q v z ry N "// R-21 INSULATION 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP 5 <7 0 Q 2 9 3 / \l_ DRAWINGS AND ENGINEERING MUST BE PROVIDED TO fG TYPICAL EAVE DETAIL - 11 1/8" BCI @ BEAM / ggq2 \ TYPICAL EAVE DETAIL INSPECTOR AT TIME OF FRAMING INSPECTION. Al3 SCALE: 3/4" = 1' 1 SCALE: 3/4" = 1' O uJ < STANDING SEAM METAL ROOF ► _ V STANDING SEAM METAL ROOF 1/16" SHEATHING z ICE AND WATER SHIELD AIR BAFFLE IN 1" GAP Z 3/4"T&G EDGE GOLD OSB ROOF SHEATHING MANUF. TRUSS W _Q W 1- re SLOPE R 49 INSULATION v . ^ Q O —4—____ • ems_ — v. VI _ 2x2 FILLER ' u ALUM. DRIP EDGE _ _ - —= (U�/.I pL IL Z �I • . GUTTER r +F ' - 2 X 10 TAIL U_I v , 2 X 12 FACIA 11 _ - • -_ -- r I - l 2 X 12 PRIMED FASCIA 6 K O ri _-R-38 HIGH DENSITY FG INSULATION it <2X NAILER STRIP VENT I VENTED BLOCK 13 ENCLOSED SOFFIT � 5/8" SHEETROCK � CO ENCLOSED SOFFIT „ 1/2" SHEETROCK T&G MATERIAL 11 1/8" BGI 2'-0" GLB CEILING BEAM 2 X 6 WALL R-21 INSULATION w00" alai TYPICAL EAVE DETAIL - 11 1/8" BCI VAULTED CEILING o=p� @ oyw� O TYPICAL EAVE DETAIL < an A13/ SGALE: 3/4"= 1' \A1 "p� aWU- ii SCALE: 3/4" = 1' CI TPO ROOFING V awo z�� POLY ISO BUILD UP Z "'o� $ z�� ." w3n�o pp"�z ICE AND WATER SHIELD ��wop 3/4"T&G EDGE GOLD 055 ROOF SHEATHING p OOZUp "02mE SLOPE o3<00 ���`� 2 X 10 FACIA— r— • • • 11-- _____ „l-a� wozww • �n�zz ZWUOO 2XbFAGIA I n���p Z FLASHING 1 • II- i-dr 0 a;�= --• __ --- — • • L Dams 2X12FACIA 0 =�_� `pp C 2X NAILER SPRAY IN FOAM INSULATION MINIMUM - R49 OWNER APPROVAL ENCLOSED SOFFIT 5/8" SHEETROCK INITIAL: T&G MATERIAL 9.5" BGI RAFTER PAGE: i i ` 2' 011 iliel, am / OF: / 4� TYPICAL EAVE DETAIL - 9 1/2" BGI A 13/ q SCALE: 3/4" = 1' CI rn n 7C -- m rn r O 2 1 1 :12-- - - N z v N z 1 C N — — rn 3 — — rn -4 D r 0 yJ D Z lA — - D 3 rn 7 O O -1 91 Ii O - - -1:124 A = p 1:12+ rn O rn < - J rn - a A N —y� 1 V r a —i 0 Z NJ`� 0 t r- O N Z O z F N -1 D z TO 1:12+ z in - rn > • I - - 3 rn D • r A — —1:124-• - 0 rn aillogi O ? 0 N 1 IQ '71 1 z m >71 PROJECT / CLIENT INFO BUILDER INFO: n ,�o� • rn p ` , p` / '^' /� }� P.O' BOX 319NG 55, hSYKORA ROOFO Y E Y IE `� LAINRESIDE1 `lCE ANAGORTES WA 96221 Ar 1" j 1 Ip O 13 PHONE' z 13 r rn 0 3q41 ROCK RIDGE P�cRKWAY 360293-1431 13 0 C� DESIGN C _. z m 1. o THE INFORMATION,PLANS,DESIGNS,NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL ('���'7 ,w -}� AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF WEB: X V/ J V STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY SCHEMATIC,AND/OR CONCEPT CONTAIN GM] O fr INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE.THE DESIGNER MANES NO CLAIM FOR ACCURACY ANACORTES m "' �' �' OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. L .v.Cjtr"andbergconsstruction.Gom 0) L 1 i s� tY FILE: ENsykaa Home Dealgi R SIOIlent Flles!LaH«.DenIELDesIgMLAw 24 X 3631440M.leyout PRINTED: Wednesday,January 2,2019 BUILDING SECTION DETAILS J. SYKORA, GPBD ' AFTED BY: n 1 STANDING SEAM METAL ROOF n 65 ° 2 X 12 FACIA SCA!: p 2 ENCLOSED SOFFIT 1/4" = 1' U.N.O. o E OVERALL BUILDING HT. . 2X18 FACIA W/2X10 BUILD UP Q � ��� il T&G ENCLOSED SOFFIT m 2 t-----___ 1 __ 1nsK�s-rio 12 10-�8-� 8 PLATE HT. Ar IIII ��r. MI 1 1 4 MANUFACTURED TRUSSES 24" O.G. 0■�� 12 R-41 INSULATION ♦ era 112 1 1 ii i C1 : 1 42 1/4 ::::::: II I1I MM_'i--l' a-lS1l-r i_:a iblnl i -� c J - WINDOW HEADERS ■ " _ \_ a 8, 1/2"SHEETROGK Q R v JAl 5 ill F7 = ��'— ry r�-��i�f i' 1 :::::TIOM (GREATROOM)0 Mail .1 GARAGE S ENTRY ■- 1 s. 10 t 0 0 _ U ...........,...„...._. ''-�� -�� PT. T 1 "O.G.4X12 JOIST 6 �. =•.r eon• 1 it (14 - .. inan. �n 14 tz s a^FLOOR SYSTEM _ — a 12 11 1/8 BC] 6000 1.8 I JOISTS 16 O.G. MAIN FLOOR I r lisn • I� ® 12 11 w . e w • 13 R-38INSULATION LL ) I BUILDING SECTION # 5 Q v 5 14 4" CONCRETE SLAB 0 SCALE: 1/4"=1' o 15 11 7/8" BGI RAFTERS 24"O.G. cV I yr BUILDING SECTION # 1 I 16 9 1!2" BGI RAFTERS 24"O.G. „„, ruSCALE: 1/4"=1' rTPO ROOFING • 6N1"► W/FOAM BUILD UP m 3 mK. 33 l_ 1 85PRAY IN FOAM -MIN R-49 a o lii -C v Writ Z W w 0_ al - Q W al 1 11I v to n o OVERALL BUILDING HT- + \ -- - - - ._ �� OVERALL BUILDING HT. — iL act 1/4 12 I2F� I a 4� I� I — � 2I W ri v I11I 5 5 I C) - - - - - -" L - - - - - - - - - - -- - - ,, PLATE HT. PLATE HT. \ - - - - - - - - - - - - - - - - - - - 18 _ 16 -;r - 11 I � 'l _. _ _ _ - - WNDOW HEADERS �, IL \ WINDOW HEADERS - - - - - - - / 6 m 1 m 1 a ZO , \ al-- y— WINDOW HEADERS 1 r 1 GUEST BEDROOM OFFICE v s v 2 r BATH _, _- BATH Csi• v ' o� cV 12 Z ions Tr Cli 5 I II _ 1. 1 G -�I , UPPER FLOOR on UPPER FLOOR • \ 1/4 I I11 - - _ - ' _. - - _ .. _ _. __ -- - - - - - - - _ - - - - - - - __ - - - tzs/a FLOOR SYSTEM O zzocgirc 125/a'FLOOR SYSTEM J :ir " , °'-is PLATE HT. • \ - - - � -- - - - - - - - - - - - - - - — - .. - - - ® - - - . PLATE HT. z o It 2 0 (., o w> t ® 15 I 6 • ~ Nq° PLATE HT. \ B - ® '� III �. PLATE HT. z w ° you O N` - - - _ - WINDOW HEADERS °al Sgao WINDOW HEADERS III "' III ■ Himsr LU ��3 b S �' tan n __ co LAUNDRY �" V Izao= II MASTER BATH <� W-. MASTER BEDROOM ° =wo GARAGE q w�=„ tr 3 0 Ql PJ ,�� •— ..-r.� ......`ssa. Z °i s i 1 I ■ I� 1�1 I W�'.2 Q000ww 14 ii . . • .-_ ❑� wnwoo MAIN FLOOR \ \ \ \ \ -' 14 - 1— -- - - _-- - _-� 12 Sir FLOOR SYSTEM Ar MAIN FLOOR z° o FLOOR SYSTEM ao B' • s 12 Sir E"' _. _ _ :. -_ --- _ - - - v- _ _ _. - ----_ - , MI - - - 4. PLATE HT_ la� PLATE HT. 12 9 - 12 I TTT WI OWNER APPROVAL • . ® INITIAL: • l " I • PAGE: BUILDING SECTION It 2 2 SCALE: 1/4"=1' 1 OF: BUILDING SECTION DETAILS J. SYKORA, GPBD co s 1V 1 STANDING SEAM METAL ROOFtv OVERALL BUILDING HT. + +\ - - \ OVERALL BUILDING HT. - -- ' - © --_.. �_ 12 2 2 X 12 FACIA - - ts I1 ENCLOSED SOFFIT 1/4" = 1' U.N.O. o \ 5 �II►e���►��N� 3 W 2 X 18 FACIA 1N/2 X 10 BUILD UP o PLATE HT. ♦ � 2 ._ 1 T&G ENCLOSED SOFFIT 10-1 S-1 S ri ��� _ ,_--ram, \ PLATE HT. Z \ WINDOW HEADERS •'-.. - - - © - - - _.. -.. \ D_ I.■■■■■■■■■...--'I �I El 4 MANUFACTURED TRUSSES 24" O.G. OFFIGF LIVING ROOM 0 -L m ri n I ® m C' R-49INSULATION 1 IA Ira t r r r /I► \ T WINDOW HEADERS -� \ p TT <SasI , (j R-21 INSULATION Z ;r V ry Li CD PLATE HT. \ IIIIIIIII, - - •\ PLATE HT. UPPER FLOOR \ \ I'-' - _ _-�_�� - -_ _ •_« - --_:�_ - - - _ _ .�_ -_:—!—�' - ♦ \ UPPER FLOOR 1 518" SHEETROGK O` ' 12 5/8"FLOOR SYSTEM v L IJ 'wt r' 125/8"FLOOR SYSTEM � � � al l. .IIIIIIII I� - . .-. i Ili PLATE HT. \ r,1 .. .. El - - -1 1— _....7 - -._._ \ PLATE HT. . ® H 1/2"SHEETROGK a PLATE HT. \ -( I •- - I \ PLATE HT. 8 o ♦ II -® -I�� \ b WINDOW HEADERS WINDOW HEADERS N o o in9 R-30INSULATION t ii it N B DINING ROOM 101 � 1 T&G CEILING m ` 1 o ,- o MASTER BEDROOM o o I_J �_ �_ GREAT ROOM I. 4 X 12 PT. JOIST 16"O.G. I• 11111111111111111111.1.1111111111111 Alillh — �IIIMI _ o � _ .. III MAIN FLOOR \ \ \ \ \ \ .'� ---.-.,. ' ,. _.i �� -_- --- -- -- 12 11 l/8 B ♦ \ \ \ A ♦ MAIN FLOOR GI 6000 1.8 "I"JOISTS 16" O.G. I I I 125/8'FLOOR SYSTEM U �sS. OS .. U SU SSr _SI125/8'FIADRSYSTEM PLATE HT. -1 PLATE HT. 13 R-38INSULATION O ® 14 4" CONCRETE SLAB p _ :_. 0 N L cv 15 11 7/8" BC! RAFTERS 24"O.G. n T c O BUILDING SECTION # 3 a, 3 SCALE: 1/4"=1' 16 9 1/2" BGI RAFTERS 24" O.G. T mTPO ROOFING CZ .. n1 WI FOAM BUILD UP 1 E5 SPRAY IN FOAM - MIN R-49 O � } V — Z r Z 111 < in al OVERALL BUILDING HT. 4,- - - -- -- - - - -- - -- - - _ -- -- 12 1 \ + OVERALL BUILDING HT. —I V M.11 t v Q_ O H Pt IL 2 PLATE HT. .1_ - - - -- - - - - - - -._ ._ - _ - - _ _. . 2 - - - - - - - - - - _ _. - - - - - - - - - - - _ - _ - : _'� \ PLATE HT. O o '`�. WINDOW HEADERS.... - -_ __ - . - 1 \ IY c m C - FAMILY ROOM - • \ ` — I , I ^ ' GUEST BEDROOM CLOSET vj} j� j� _PLATE HT. 1":1-;71- \ m "' '" I , - - - - I- � = I -4 � , L \ xr ry� PLATE HT. • (� zLLa UPPER FLOOR \ \ jj T \ \ • UPPER FLOOR v , o�$o III III�� _ -I_ _I_ _ I II I _ I _ _I_ L - T _ I I I ` 2 518"FLOOR SYSTEM \ PLATE HT. Z o z u PLATE HT. \ a� j t L I _. _._ 1 1 • ��ua PLATE HT. \ I \ • PLATE HT. O <wog =w��w �� • _ F— I I ,�1- I * - 3�w°r WINDOW HEADERS �iI I WINDOW HEADERS O' r w �� =a wa o t=a NI to N 0113 p O le / ircmiLL 6 I ENTRY j KITCHEN I WALK IN CLOSET `A t ' n V o� o 1 . Z bi oo<= o=a MAN FLOOR . \ ♦ ♦ \ \ - I-Fy��� , ♦ ♦ \ \ ♦ MAIN FLOOR et PLATE HT -it,' 125/8"FLOOR SYSTEM k--� �� MO _' � � ���._n.111. ��E IN. . 125/8"FLOOR SYSTEM PLATE HT. II' am`m o 1.. iirQ- CO W F 2 I 1 I • -. DINNER APPROVAL INITIAL: PAGE: BUILDING SECTION # 4 4 SCALE: 1/4"=1' OF: EXTERIOR DETAILS J. SYKORA, GPBP s N DRAFTED BY: ,,; 2 FIBER CEMENT LAP SIDING INSTALL c fa WITH 1" EXPOSURE. SCALE m -- STANDING SEAM METAL ROOFING. 1/4" = 1' U.N.O. OVERALL BUILDING HT. + \\ - - + .- --- F OVERALL BUILDING HT. --_--w 12 2"X 12" FASCIA 10-18-18 Z 1 Iv. 3 ENCLOSED SOFFIT (VENTED) a 3 1 _ HARDI-PANEL MATERIAL REV. 11-29-18 3 —� PLATE HT. \ ,, - • \ + PLATE HT. 4 FIBER CEMENT PANEL SIDING I �.. RED_ \ WINDOW HEADERS '-'� 5 "X" METAL OUTSIDE 3 CORNERS Z ( n 4 S , A PARKLEX SIDING. INSTALL WITH 4" V 4 I \ ff m— WINDOW HEADERS I I I °' EXPOSURE. O n [ , U /� \ n 1 36" HIGH GABLE RAILING TO CODE.i:1--- PLATE HT. \ I I I) _ I !II I I -I - I \ PLATE HT. UPPER FLOOR ♦ \ I / I I 1 ' " �- I - - \ ♦ • UPPER FLOOR 12518"'LOOR SYSTEM I -- _ 125/e'FLOOR SYSTEM PLATE HT. \ I ( a- I \ • PLATE HT. 8 CONCRETE DECK PAVERS PLATE HT. \ I I I I li _...-_I _. . -.._ \ PLATE HT. 9 WINDOW HEADERS I y I WINDOW HEADER in 9 EXPOSED GLB - NATURAL FINISH b I Iit 4 10 �, 10 CULTURED STONE. TYPE AND COLOR IS ;� o o - - 1 �. b r o TO BE DETERMINED. ii‘iiiit3/4 U , 11 Zo Tr 2"X 18" FASCIA J� Q� 2019 -- __ _ _ 1 .I 1 1 Wl 2 X 10 BUILD UP di W 10 � - — — 7 — — — - - CITY OF ANACORTES LL MAIN FLOOR \ �l \ \ \ \ I - - J V .� _ .. - IN Ilb _ I - C_ _ ' 12 125/B"FLOOR SYSTEM - - ' -__!- - I ---- ----- I 125 H"FLOORS ST` * \ MAIN FLOOR ` E O PLATE HT. T --" '--- PLATE H7. d I , i�l �- 1� I 13 0 _15 w oo . m . NORTH ELEVATION a Q o z ��I i m fB_ < a_ mK SCALE: 1/4" = 1' 1161 NORTH ELEVATION p W v I- uL Qu1 W _ °- - — OVERALL BUILDING HT. T \ N. i OVERALL BUILDING FIT. 0) , n Q 0 TTTT 3 1 TTT N ec 1 al <V PLATE HT. \ a \ 4 PLATE HT. . O ♦ WINDOW HEADERS - - - 111 WINDOW HEADERS \ � to m CI Q_ _- -. WINDOW HEADERS —© is \ \ m WINDOW HEADERS j v I _. / - .. -. ._ - / / _ - Y Ft _- - C n 3 v In _ PLATE HT. S. - a ~w �j I \ • PLATE HT. woo w UPPER FLOOR \ \ - -- I 2 0 V O N I I I \ \ 0 UPPER FLOOR Z =°tea 125/8"FLOOR SYSTEM 125/8"°LOOR SYSTEM - - ! I I wzo� PLATE HT. \ -,C —_ - -- _ '!I I I ] N. t PLATE HT. O 48 ,; 0w OOce PLATE HT. \ -� - - I r-- I I \ • PLATE HT. I— 3 k g i l �3mo ' _ ' I I \ u I 11 \ o ����w O �' --'r_ \ II I \ WINDOW HEADERSill oxiza WINDOW HEADERS - I—_ �- J— \ Ill zw��N —..x r sJ ( � � 4 O i.III ao0 I-� _ ' III aauo 4w o o — ,— 1 7 b azwoo O J -- _ O- Et zozwo y`±c3'ma 1 ozyE 4 0 zaa_ „J!a- re °wow,"11 VO MAIN FLOOR \ N. \ \ \ ♦ -� I I• r \ \ \ \ 1s \ MAIN FLOOR 5w _o 12 5/8"FLOOR SYSTEM t--� I I --1 12 5/8"FLOOR SYSTEM III 000i PLATE HT. - -, -- PLATE HT. H 'u $wz X ado OWNER APPROVAL V1EST ELEVATION INITIAL: PAGE: SCALE: 1/4" = 1' OF: Y"LEST ELEVATION EXTERIOR DETAILS J. SYKORA, GPM) DRAFTED BY: R tr- 1 FIBER CEMENT LAP SIDING INSTALL CV 0 YVITH 1" EXPOSURE. SCALE____ o OVERALL BUILDING HT. 4 \ -- - Ri - TTTT -- -- -- �- - � \ OVERALL BUILDING HT. -- STANDING SEAM METAL ROOFING. 1/4" = 1' U.N.O. 12 2 I11 2 3 1 l 1- I 2"X 12" FASCIA 4 PLATE HT. ENCLOSED SOFFIT (VENTED) 1 O-1 S-1 S a PLATE HT. \ I ' I - ` I I - - - - 1 1 I - - y--.--- - -- • I .�, \ HARD(-PANEL MATERIAL /�j \ WINDOW(HEADERS _ • _ _ _. __ __ _. _ _. _-. - ... _ f-� -.T \ 11Y - 4 FIBER CEMENT PANEL SIDING > p q . • I2 2 '_. 10 .` 4 b P "X" METAL OUTSIDE 1 i o Z \ a WINDOW HEADERS ^;M ` 12 / ' II II Ifl , \ I CORNERS r v 1 Amami - 1 1 i 1 OJ , i _ '- - 1 PARKLEX SIDING. INSTALL 1NITH 4" C„� (-( Ir " --J EXPOSURE. • 125/B"=LOORSYSTEM _ -_. __ _ ,_, 11 1`5/8"FLOOR SYSTEM\ • UPPER FLOOR -} ■ . 1 UPPER FLOOR HT. \ \ -'-- -' I '' \ PLATE HT. 1� 1 36" HIGH CABLE RAILING TO GODS. ' PLATE HT. • • 7 I � ��II III - N PLATE HT. \ 11 ( (III w ` p PLATE HT. tzi o w �� I I CONCRETE DECK PAYERS in ' WINDOW HEADERS --- / - WINDOW HEADERS nk, I4I 4 —_ 10 10ry 1 7a CI EXPOSED GLB - NATURAL FINISH 9 o , - '; . / - tr °' I c 1 CULTURED STONE. TYPE AND COLOR a - -=_- -- _ TO BE DETERMINED. \ 10 MAIN FLOOR \ K ♦ \ ♦ ♦ I I 4 I - - - - \ \ O \ 1� 2"X 18" FASCIA♦ MAIN FLOOR 11 iN/2 X 10 BUILD UP w 12 5/8"FLOOR SYSTEM 12 518"FLOOR SYSTEM PLATE HT. - PLATE HT. u- TTT 12 0 v I I 0 :. 13 0 N Z IN L dJ U) 0- c O NJ SOUTH ELEVATION 14 0 k' SCALE: 1/4" = 1' - X r m - ; 15 w d gip" Q zm0 hi a SOUTH ELEVATION ua k- OVERALL BUILDING HT. A - O 0-- -- -- - \ OVERALL BUILDING HT. z 2s_ 2 Z to `'bRa'=' 3 W Q W ��/ i __ __ - - - - - - - l _— 1 - \ PLATE HT. -I IL PLATE HT. r -- - V �, - WINDOW HEADERS \ r -__- I 12 z � WIN -WINDOW HEADERS -- - - - ` _ - - - - - - __ - _ -- - - kr) et O al 1 \ _ 4 1 - v LY Ili Q — — 1 WINDOW HEADERS —m 6 \ 55 6 4 11 I 2Dt � � J d n 2 I _ a. ! 01 �' ryry N. ry• PLATE HT. CO PLATE HT. .-�� I I �_ - I 1 J T 7 — _ I II I I II I I � I I I - - UPPER FLOOR ;,■ _ 11 I ' ' _ -� \ S. •• UPPER FLOOR 12 5/8'FLOOR SYSTEM s� 11I I • 12 5/8'FLOOR SYSTEM *MP _ 3 _ ��� 4 4 _ S. • PLATE HT. PLATE HT. ,.■ �- _ + mW, _ -. ,r . - 0 PLATE HT. r I _ - ��QY (- I I I • • PLATE HT. w - WINDOW HEADERS K n) WINDOW HEADERS OI♦O -T:an. I -- in r MI IN N — 10 Y 1._ •— zzourc 1 r- rc¢w 1 Ilirs ado �� — ox =a _ i L� 4 W °wN,t' EU _ - _ _ I .3-`^'-'-"�+1L 1!Y_'=.���.-i IL_ _ 1J _ JI_ _ U. _ z N$.. I \ \ '\ ♦ \ \ MAIN FLOOR aaoo MAIN FLOOR '11 00 r W op 12 5/8 FLOOR SYSTEM .o a� 12 5/8"FLOOR SYSTEM i. � rc o�z 1 I PLATE HT. o o o 0 PLATE HT. 4r - - - r- �----- -T ;1 _ T <"'z22 I� W ; K iZ zZ¢00 �Q?IY w'orjaw OOp 6�7 IIIU� .mN OO I— HP EAST ELEVATION H X =�a SCALE: 1/4" = 1' W atz OYVNER APPROVAL INITIAL: 11 PAGE: OF: EAST ELEVATION 8 5W SIMPSON SHFAR WAIT �AR� J. SYKORA, C P B D ��WAS/ij 4P n • WOOD SHEAR WALL: USE W5W78. WIDTH=18".HEIGHT,SEE BELOW. • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER WSW LONG AND CUT TO HEIGHT AS NECESSARY. v i a• o • ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO WSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. MAY USE HUG IN LIEN OF TRIMMER,IN THIS CASE WSW CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE / t. lea 0 a5w • 1 ( 1 �) h.R211873 1/4" = 1' U.N.O. is FILLED IN WITH STANDARD FRAMING. SIMPSON SHEARINALL __ -POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT A5 NECESSARY'TO FLUSH UP WITH REMAINDER WSW 1 S �ONALb^ \ % at W OF WALL. III IOW 20 I 10-18-1b z • TOP CONNECTION: HEADER BEAM,25H,TO EXTEND OVER ENTIRE WSW. SEE 25H FOR CONNECTION. SrAA4.P 6 Fort sTRLxtTLRAc. • SHEATHING: SHEATHE HEADER,NSW,AND WALL,FROM MUD SILL TO ROOF SIMILAR TO 2PW. 'S?CMS a tJ t_N l • BOTTOM CONNECTION: WSW SITS DIRECTLY ON FOUNDATION,WALL AND FLOOR FRAME AROUND WSW. OKAY TO HANG FLOOR _ -- JOIST ON NSW. ANCHOR BOLTS,USE ALL THREAD,7/8"DIAMETER,EXTENDING TO FOOTING BOTTOM REBAR AND USE DOUBLE NUT AND 3"X.25"WASHER ON EMBEDDED END. SUGGEST USING STRONG WALL 55 ANCHOR BOLT TEMPLATE,WSW-RT. . \ 9A SIN SIMP90N SHFAR WAIT J \ I V • WOOD 5HEAR WALL: USE W5W18. WIDTH=18".HEIGHT,SEE BELOW. 2PW • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER WSW LONG AND CUT TO HEIGHT AS NECESSARY. y W /�""`-�-• 0 • ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO N5N FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. v ( } ....aMAY USE HUG IN LIEN OF TRIMMER.IN THIS CASE WSW CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE ~�/ FILLED IN WITH STANDARD FRAMING. �y}+ ///++JJ -' -POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT AS NECESSARY TO FLUSH UP WITH REMAINDER / OF WALL. /1 PYV\ (/ m \ W/) Y / m * TOP CONNECTION: CONNECT TOP OF SINS TO DOUBLE TOP PLATE WITH SDS CONNECTORS THAT COME WITH THE NSW. L. _ • SHEATHING: SHEATHE HEADER,NSW,AND WALL,FROM MUD SILL TO ROOF SIMILAR TO 2PW. 8 SW / 1 BOTTOM CONNECTION: CONNECT T0985W BELOW WITH WSN-MSK KIT. SIMPSON SHEARWALL ) / IIII 9 j W5W18 98 SWSIMPSON SHFAR WAI 1 ' WOOD SHEAR WALL: USE WSN18. WIDTH=18".HEIGHT,SEE BELOW. c • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER WSW LONG AND CUT TO HEIGHT AS NECESSARY. NOTE WSW SITS I I 3 DIRECTLY ON FOUNDATION,WALL AND FLOOR TO FRAME AROUND WSW. I I �— gab6 ' ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO WSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. MAY USE HUC IN LIEN OF TRIMMER,IN THIS CASE WSW CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE `l? © 1 FILLED IN WITH STANDARD FRAMING. v 1 S -POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FADE OF STUDS.FURR-0UT A5 NECESSARY TO FLUSH UP WITH REMAINDER w J Is.OF WALL. • TOP CONNECTION: CONNECT TOP OF NSW TO DOUBLE TO PLATE KITH SDS CONNECTORS THAT COME WITH THE NSW. ALSO USE © E W SN-TON PLATE ON OUTSIDE. THIS 15 THE LONER NSW IN A TWO STORY,STACKED CONDITION. THE TOP OF THIS NSW IS V CONNECTED TO THE BOTTOM OF THE WSW ABOVE WITH WSW-MSK KIT. alla - gal• SHEATHE HEADER,WSW,AND WALL,FROM MUD SILL TO ROOF SIMILAR TO 2PIN. 2 W I © © 04 V • RP BOTTOM CONNECTION: ANCHOR BOLTS,USE ALL THREAD,1l8"DIAMETER,EXTENDING TO FOOTING BOTTOM REBAR AND USE ' " N C DOUBLE NUT AND 3"X.25"WASHER ON EMBEDDED END. SUGGEST USING STRONG WALL 5B ANCHOR BOLT TEMPLATE,W5W. 4111.+ I I >f 5 Q V 1 SIN O K 21 10 SIN SIMPSON SHFAR WAI I SIMPSON SHEARWALL- IL N 9 ID r • WOOD SHEAR NALL: USE WSW12. WIDTH=12".HEIGHT,SEE BELON. -- I WSW12 Z (T) H V1' 0 • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER NSN LONG AND CUT TO HEIGHT AS NECESSARY. "A ® X (V r' co • - I w 00 vm" w ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO NSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. ram. "`" , k © a m0 6 MAY USE HUC IN LIEW OF TRIMMER,IN THIS CASE WSW CREATES EDGE OF ROUGH OPENING. REMAINDER OF NLALL SECTION MAY BE FILLED IN WITH STANDARD FRAMING. COI f I . Z- (Tl v POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT AS NECESSARY TO FLUSH UP WITH REMAINDER ' OF NALL. &IN N 1 — - 'a trI r = 1 • TOP CONNECTION: CONNECT TOP OF S TO DOUBLE TOP PLATE WITH SDS CONNECTORS THAT COME WITH THE SW. _ -- -- -- I I • SHEATHING: SHEATHE HEADER,NSN,AND WALL,FROM MUD SILL TO ROOF SIMILAR TO 2PW. ' BOTTOM CONNECTION: ANCHOR BOLTS,USE ALL THREAD,1/8"DIAMETER,EXTENDING TO FOOTING BOTTOM REBAR AND USE '\ X DOUBLE NUT AND 3" ®X.25"HASHER ON EMBEDDED END. SUGGEST USING STRONG HALL SB ANCHOR BOLT TEMPLATE,WSW. 0 LU l \PS/ W `\ • V SW PORTAL APPLICATION SHEARALL TOP CONNECTIONl SHEARALL TOP CONNECTION I I l ,CD2> W PERPENDICULAR TRUSS \D 1> W I PARALLEL FRAMING �— _ - RP it TRUSS OR RAFTER NO SHEATHING SPLICE In e W w /��// 6w- TRUSS 0R RARER-- TRU55,RAFTER © __-_ - J !L OR OST I - �y Lan 6X4 I It ® v La l Q O ii A95 NO SHEATHING LU w- V -III I ' - SPLICE ` / '-may PraN e \ Y F- G£Tt6 %' o,,eayy®ye. lOR x250 I. S tPxtS bra lak I aR jr — zH) --bLwLtYCa OPTION _ a 91P%1]618(]¢e )111 \7 0 �ll�i ���� m TRUSS HEEL SHEATHING SPLICE it;61MF9GN v1EMtVMLL li II DSW f �� t)�11 e' ROOFH.VIIHb �� , . MI' J aeJDsr 98 5W _ _ _ Si icii- '�" e pox /�-+er�� SIMPSON SHEARWALL S1renB-waB° _.-- SHEATHING_ t w5W18 S II Waal SwanvN'-a < Is: ox SPLICE • 1 PY '1 --5OWL156N0171011 �1M6 I Al i IN v iFUIi TRUSS HEEL _ _ _ _ oo`'.. NO SHEATHING SPLICE p (va) \ - ooa STACKED SIMPSON D SHEAR WALL (1,1 / WOOD STRONG WALL TYPICAL FOUNDATION TO TOP PLATE CONDITION L•L wgP. Paw x.vuxv '" °:�3� , lie a - Z =wDow • �IIF n„ s �damo I 11 0 xNQSW P�„ G1,��6,THA b= Z. AadwabMKla SHEAR WALL TYPE O °x��; sc. ,w Mv+ "s niwwwws..ww at.mom" T.uam Truss ®® a a \ alapPk4 ),/ 1 PIN 3 my °°""` 9w axSOR I \ / conerdn Top o,x_eo0 SHEATHINGaSPLICED �� OR " \ e Akeapplc Nr w MINIMUM LENGTH OF SHEAR PANEL. Z O .-4. WSW,TOW w„,„M sOWL15.5'M NTO \ �...61ylldla or \ mKe'.xry rK*'J g4al�er e; z85�rc r - a°f°a'm ' alternative top "" WIt �°° IF " W" , CONSTRUCT ENTIRE WALL PER THIS CALLOUT. � ---I �Ei�° I emnenmll (�/ = and drillable a "' " '' ,1, IF "NS" MEANS NOT A SHEAR WALL. BUILD PER GODS MINIMUM +� �-�— ��wom Precut chase and drillable �! d ,..;':S a a o IS for wrong and— _... I rc_~~o openings for JOIST 1 t AmJnwsw rew vhwrowv-.on SLL RATE& BLOCKING AT MUDSILL ANCHOR SILL ANCHOR ¢wwwF ' STUO MATERIAL NAIL E06E/FIELD TOP RATE TOP OF NULL TOP OF NULL BOTTOM PLATE LLI o z o 0 plumbing and I na:ro.waml" R6.m GALLOUT CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX woimg a n9 1 arosanx ma*warms SIDES OF WALL (SEE STD SMUG. SPACING 0STUD SPLILE STUDS PW EDGE UNSUPPORTED TO CONCRETE MAX SPACING x- rc electrical WI SHEATHING SPLILE WIND I SEISMIC MINIMUM SCREW SIZE MAX FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN al o 33 o 0 ) * SPECS) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED zz�z" FP FRAMING FRAMING INCHES a J M Field bimmabb b/6 @24" u�o>j Prowl and drillable wsw row ad 101 24" 2 SAWN CONT.SNEATING CONT.sHEATING -- mwswl a^n+a b/12@16" 5/8"!-BOLT OR :1 z Wed@and .H xmea�q a IN/BLOCKING OR o�o�� y �1 el OR A34 OR LTP4anima f FFIFONPFt Y 1/16" OSB ONE SIDE. 14' 16" 2X6 SAWN 6/126516' H2.5 ORSDWL 5/8'TREN HD za000 :J SHEATHING-___. ll 1411iddW ,�. 1 Connection OR 1/16' //�� v, Fzz T WSW-ABHS II >' Alternative Top 168/ 120 APPLY EITHER 8d (2)2X 4 48'LAP IN/ NA DETAIL 15600 24'MAXL.;AT 36"MAX SEE 16d b" VW3"WASHER 12"/4" kD awFwu18' 12" 2X6 SAWN 6/12@1Y (8)16d NAIL$ SEE DETAL aruzea:aftsw ,,., SIDE DIRECTLY OR MASA OR mla SPLICE !I].S0Pr10N 101a 2.n ItT a� ga PLYWOOD TO STUDS MASAP 000x `I Yr9thnak y a'L-.. WPYn. mx 1 D1 D2 Hex nut and 5XE^ __.. mat In al:halal 1 ;i! •. a4n"nncr. 22' 12" 1.75 X 5.5 LVL 6/12 @ IT O Z o o m g structural washer m F WSW-ABNS 101 1 6" 2 X 4 SAWN 4/12016" LONT.SHEATING CONT.SHEATIN6 a p Farley enable I 5/8"J-BOLT OR x templates enable- ...___-" al Alba ! 1/16" OSB ONE SIDE. 5/B'TITEN HD warvtarnme.m. N41 BLOCKING OR i M amemwm.nawssos OR A340R LTP4 precise anchor / eee Nortxf 1.rii /2PW\ APPLY EITHER 14' 16" 2X6 SAWN a12®16• 48'LAP WI H2_SOR WING lbd (e�4" w/3'wASHER 36"/4" bet placement - JOIST IN/SHEATHING ae&atP�t i wsw mn AT 36'MAX SEE 1 ' .;nhms�IaP Nea and and O1" {alaxnoarxn --w� 490/350 OR1/16" SIDE DIRECTLY 8d (2) 4 2X DETAL 15600®24"MAX OR MASA OR before the pour JOIST structural washer 18' 16" 2X6 SAWN 4/12@16• (8)16d NAILS SEE DETAIL OVER RIM TO STUDS D1 D2 MASAP OWNER APPROVAL • t '1 rom.waltea , '�' PLYWOOD P iaatae 11 kir ^' � N 22' 16 i.15 X 5.5 LVL H12 @ Ib- kP hN pewma s Ems opplate rectal. _.1o,lnso I bebtetepwr _ - ,,x,n CONT.SHEATING INITIAL: I�� TwoStoey Slacked MSK Connection Details _ 10' 24' 2 X 4 SAWN ..+ / "OR 5/8 LONT.sHEATIN6 olo Foundation NO . "�-" 12 5dFOR1/2" 14' 16" 2X4 SAWN ®2a H2soRsvv+LWI BLOCKING R 16d@b.. }+z II mow.•. . OR A34 OR LTP4 g o sGw BOTH 5/e"TITENHD PAGE: (size and reirl/afeelllent) SHEATHING � . w 200/200 DRYWALL (2)2X4 LAP w/ AT 36"MAX SEE NI3"MASHER 12"/4" b7 Designer SPLICE "n\ o ..r ' < SIDES bd FOR S/8" 16' 16" 2 X 6 SAWN r' 16" 48• 2X NA DETAIL 15600®24"MA'( 9eewrowi— I ,/ o: . .r Foundation aess9a CO l bd NAILS MASAP OR A OR „e"SL! Standard Installation 1 ISIFe and/INn/MCa(Reml - w / \ seE D y ` D1 ETA I ba Ompnet Y quwa.reaamm D2 Standard Installation Connenionb lotalldeti m Alternative Top Conaecfc ion OF: Cry VM%Y ' Two-Story Stacked InataBadon J. SYKORA, GPBD (A)H SW SIMPSON SHFAR INA1 I � DRAFTED BY in ry' WOOD SHEAR WALL: USE NSW18. WIDTH=18".HEIGHT,SEE BELOW. Aint CO sa • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER WSW LONG AND GUT TO HEIGHT AS NECESSARY. v 1MGALE0 t,,'gr' ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO WSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. �L�" c ' (�.N.o. c MAY USE HUG IN LIEN OF TRIMMER,IN THIS CASE WSW CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE ' Ciltk 0 iSTEW 10NAL 1 c FILLED IN WITH STANDARD FRAMING. w F -POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT A5 NECESSARY TO FLUSH UP W �"'"ITH REMAINDER '“ '4 0I 10-15-18 $TAKt' I.'? f 5:Q.Licr s.;t4t. a OF WALL. "I YEt-is a 0 Li • TOP CONNECTION: HEADER BEAM,25H,TO EXTEND OVER ENTIRE WSIN. SEE 25H FOR CONNECTION. ` SHEATHING: SHEATHE HEADER,WSW,AND NALL,FROM MUD SILL TO ROOF SIMILAR TO 2PW. ' BOTTOM CONNECTION: W5141 51T5 DIRECTLY ON FOUNDATION,NALL AND FLOOR FRAME AROUND N5147. OKAY TO HANG FLOOR I JOIST ON WSW. ANCHOR BOLTS,USE ALL THREAD,'1/8"DIAMETER,EXTENDING TO FOOTING BOTTOM REBAR AND USE DOUBLE NUT AND 3"X.25"WASHER ON EMBEDDED END. SUGGEST USING STRONG NALL 50 ANCHOR BOLT TEMPLATE,NSW-RT. 9A SW SIMPSON SHFAR NAI I ICSz • WOOD SHEAR NALL: USE W514118. WIDTH=18".HEIGHT,SEE BELOW. V C • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER WSW LONG AND CUT TO HEIGHT AS NECESSARY. 2 f'1orb 0 ' ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO WSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. / RP V J MAY USE HUG IN LIEN OF TRIMMER,IN THIS CASE WSW W CREATES EDGE OF ROUGH OPENING. REMAINDER OF ALL SECTION MAY BE -N.,/ LU I I FILLED IN WITH STANDARD FRAMING. 4r^ 0 I z -POSITION TO ALIGN W r ITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT AS NECESSARY TO FLUSH UP WITH REMAINDER A./ / 4 m OF WALL. Zte • TOP CONNECTION: CONNECT TOP OF SINS TO DOUBLE TOP PLATE WITH 505 CONNECTORS THAT COME NITH THE WSW. J I ' SHEATHING: SHEATHE HEADER,WSW,AND NALL,FROM MUD SILL TO ROOF SIMILAR TO 2PW S. J • BOTTOM CONNECTION: CONNECT TO 98 SW BELOW WITH WSW-MSK KIT. EXTERIOR WALL ABOVE 3 3 9B SW SIMPSON SHFAR NA!! re • WOOD SHEAR NALL: USE WSW18. WIDTH=18".HEIGHT,SEE BELOW. ® Kip /MrIN• HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER W5WW LONG AND CUT TO HEIGHT AS NECESSARY. NOTE 5W SITS / _ a 5 DIRECTLY ON FOUNDATION,WALL AND FLOOR TO FRAME AROUND W5W. - - 3. ' ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO WSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. -_ MAY USE HUG IN LIEN OF TRIMMER,IN THIS CASE WW1CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE FILLED IN NITH STANDARD FRAMING. - KM", a -POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT A5 NECESSARY TO FLUSH UP WITH REMAINDER "I PYV . I '\—OF NALL • TOP CONNECTION: CONNECT TOP OF IIN E o N TO DOUBLE TO PLATE NITH SD5 CONNECTORS THAT COME NITH THE NSW. ALSO USE V C WSW-TOW PLATE ON OUTSIDE. THIS 15 THE LOWER WSW IN A TWO STORY,STACKED CONDITION. THE TOP OF THIS WSW IS O J CONNECTED TO THE BOTTOM OF THE MIN ABOVE WITH W5W-MSK KIT. IAtEL CV 3 • SHEATHING: SHEATHE HEADER,W5W,AND NALL,FROM MUD SILL TO ROOF SIMILAR TO 2P144. v CO N • BOTTOM CONNECTION: ANCHOR BOLTS,USE ALL THREAD,1/8"DIAMETER,EXTENDING TO FOOTING BOTTOM REBAR AND USE 1 Firl .. 7'C 0 DOUBLE NUT AND 3"X.25"WASHER ON EMBEDDED END. SUGGEST USING STRONG NALL 5B ANCHOR BOLT TEMPLATE,W5W - - I _ 7 Q N -'" E Z INLI �' 73 10 5W SIMPSON SHFAR NW I -- 'dY C • WOOD SHEAR NALL USE N514412. WIDTH=12".HEIGHT,SEE BELOW. iri Q X RC m 17 C6 � 0 c w • HEIGHT: BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER NSW LONG AND CUT TO HEIGHT AS NECESSARY. .. -J co V Z CV " O (n • ALIGNMENT: IF USING TRIMMER NAIL 2X TRIMMER TO NSW FOR HEADER SUPPORT.TRIMMER CREATES EDGE OF ROUGH OPENING. . 0. Z Di MAY USE HUG IN LIEN OF TRIMMER,IN THIS CASE MIN CREATES EDGE OF ROUGH OPENING. REMAINDER OF NALL SECTION MAY BE En 0. Z (n Di FILLED IN WITH STANDARD FRAMING. -POSITION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS.FURR-OUT AS NECESSARY TO FLUSH UP NITH REMAINDER v - OF NALL. • TOP CONNECTION: CONNECT TOP OF 51415 TO DOUBLE TOP PLATE WITH SD5 CONNECTORS THAT COME WITH THE WSW. LI l • SHEATHING: SHEATHE HEADER,WSW,AND WALL,FROM MUD SILL TO ROOF SIMILAR TO 2PW. rl I w • BOTTOM CONNECTION: ANCHOR BOLTS,USE ALL THREAD,VS"DIAMETER,EXTENDING TO FOOTING BOTTOM REBAR AND USE I_l W Q. O A tit V : DOUBLE NUT AND 3"X.25"WASHER ON EMBEDDED END. SUGGEST USING STRONG NALL 5B ANCHOR BOLT TEMPLATE,NSW. d / \ igki (Da) WSW PORTAL APPLICATION (\/p2\SHEARWALL TOP CONNECTION / \ SHEARW 1143. ALL TOP CONNECTION � / S1— ILI I PERPENDICULAR TRUSS (\D11 PARALLEL FRAMING ° ri _ z Ca— to R. LII TRU55 OR RAFTER NO SHEATHING SPLICE — I Lit 111 bse V n/ TRUSS OR RAFTER- 2 / v �/ e1 O TRUSS,RAFTER OR JOIST \ / f/ I- LU II BXB \/ iiii�ii{ Xrt NO SHEATHING NG Gam ' I l OR 14.2 3 OPTION I v V ` / 17l ON5nB1_.- pril I i� -6CYY15bJOPTIox SPLICE - LU V 51/7X126IB OR N I 1i�1 i .le l�NSAe BIPX 46LB( _ _— _ N !F 5,,,�,,,,,E,,,,.,,,L i 1 B��slf,Rr�L TRUSS HEEL SHEATHING SPLICE (L a< r. B SIY �� .. S BSYe ROGFHIYM6.__� TRUSS,RAPIER ,Y ` Olt JOIST m _.. —FULL MT BLOCXLTW OPTION— ,�{anlal - Strong Wdlt -- _-,_ SHEATHING / 9A SW . " Wood Shea all , d' } H15aFROM SPLICE — SIMPSON SHEARWALL _ - - OR I SOWLiYbJ OPTION �R& ffli .., z- WSW 18 III Q FU p �/' " TRUSS HEEL i_I:a 3ggg �+ NO SHEATHING SPLICE s \ / t:: c:) lDq) STACKED 51MP50t•�'•IOOD SHEAR WALL (D �� WOOD STRONG WALL TYPICAL FOUNDATION TO TOP PLATE CONDITION "\ / \ ¢KQWp '/i COW BIOLI46 Si - MI w Fw~�w Sq .V\ Ow •' n5W'OWsPatlW p IIi n O- ,�, �N3WI Pxa led O plPFD w.r",.-.,v."eraw aM*• " `� Anauhesro Mehl . ' t. m w"' n+ deil,X,...n,w..a.wr.s"r.«� m am.mla„ea ,w, TALL HEEL TRUSS j a ropKb°s Or V\HPIAI SHEAR WALL TYPE Z, yzwpIF aFATNINe SPLICED Nzox \ "(��` tStandard TopwtwwoHERE.U5E1q f0 0R /! �� \\ .7` WSW-TOW y A .�„ MINIMUM LENGTH OF SHEAR PANEL. (�/ I.L w3a �` /' ,4�.11 SwvaSem -svwclsamaFnox / \ j.N�am�eEeKal jg(;j _ ane "R� // 4. .%t `tg"" t.�.' IF " W" , CONSTRUCT ENTIRE WALL PER THIS GALLOUT. '^ "°�� 1 "r / 1 €4w "5H°p �. . wa.K aa:aad t! j connection , (d LLI (Z <wprz II - 1 I.���_Field trimmabIe ' 1 HMS' 't, r ''. 1r t) n oozpo ( 1 1•! and y} 1 N ner.a ' R rL . , li IF ' NS" MEANS NOT A 5HEAR WALL. BUILD PER CODE MINIMUM wowF Precut chase 17 t {1, I r] I sn C10MR /I' " -1S1 for wiring and- {. tl r"+/,� - ---- - 1 y 1 4°' S%�. TOP OF WALL TOP OF WALL BOTTOM PLATE LEI LU Hu. openings for Y JOIST 1 a I AxInWNe tar N a wbw-taRima" SND MATERIAL NAL EDGE/HELD TOP PLATE plumbing and ",1 tit" " tvrtz mac - .e+m.rs? GALLOUT SLL PUTEb BLOCKING AT MUDSILL ANCHOR SILL ANCHOR ?"zz CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPADING STUD 512E TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX w o p a- I I 1 elrupeM "" '"^' SIDES OF WALL (SEE SiD STRUL. SPADNG®SND SPLICE STUDSw EDGE UNSUPPORTED TO CONCRETE MAX SPACING � a¢ electncal IN/ SPLICE WIND/SEISMIC MINIMUM SCREW SIZE MAX FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN opzoo \ 1 SPECS.) SPACING IN INCH MINIMUM NALINb EDGES MIN.EMBED w o z a n • FRAMING FRAMING INCHES oppLwjU gill[ r. ‘4,. SPECS NM flammable - 6Po AN' '"a`oo ? MIMEO EL � Precut Chao6/12 016• 5l8'J-BOLT OR w u 10' 24" 2X4 SAWN LONT.SWEATING¢ and drillable vowOR A'.4 OR LTP4 CONT.SWEATING Epp I •_ rorw nrlg and 4 N"o" NI BLOCKING OR nm o JOIST - Bpenrlgsfor . 1/16" 05B ONE SIDE. 14' 16" 2X6 SAWN bn21�16' H2.50RSDWL 5/B'TREN HD 000a . '1 r WSW-ABM$ plumb ng and , Aaemati'ro Top m AT 36"MAX SEE -Zp aajj / SHEATHING ISKMeow ekdreal B Comaelbn 168/ 120 APPLYEITHER 8d 48"LAPW/ NA 1s600�2a"MAX 16d@6" ru3"WASHER 12"/4" ,?-98 SPLICE betla� a..arc A q4d OR l/16' TO STUDS (2)2X4 2X DETAIL OR AP S§QF SOFrmn �r ,d SIDE DIRECTLY OR NASA OR a OR knell MI !"' g111 "warm"" t« © 18' 12" 2 X 6 SAWN 6/12®12' (8)ibd NAILS SEE DETAI//L X\ ' r-Hex nut and 511a -srsvctsaoonlox �,'y.KOY "�' fA^ �' `� Rr PLYWOOD D1 ( 02) w €? o s 22' 12" 1.15X5.5 LYL wtz0la \\ // structural washer s mplaForte Manchor JDIST W!SHEATHING o�NayKu ITI� wswaBxs / # ,1.r 10' 16" 2X4 SAWN a12®lb" GONT.SHEATING CONT.SHEATING mpltdacertcent ,, , "� 1 •" WSW Iow.ttell"e V•Y BLOLKIN60R `SW-I-BOLT OR mm"ar. h ssps nn OR A940R LTP4 pre I % v i 1/16"OJB ONE SIDE 5/8•TITEN HD I OVER RIM JOIST \\ w+wofiE 2Pry APPLY EITHER 14' 16" 2 X 6 SANS,' a12®16• 48"LAP N/ AT36"MAX SEE H2.SORSDWL 16d @ 4" Nu3"WASHER 56"/4" OWNER APPROVAL templates enable ' iTet� 40 bolt before the pour wIW fir Hex nun and Nswrcmorrti "1 W SIDE DIRECTLY OR NASA OR ' [° nkys"° S0L 490/350 OR l/16" 8d (2)2X 4 2X 2X DerAL 15600024"MAX dvr Wu, structural rasher 18' 16' 2 X 6 AWN a12®16• (8)ibd NAILS SEE DETAIL i dill t• emplates PLYWOOD TOSTUDS / \ D2 enable -e 22' 16 1.15X5.5 SAWN 4/12016• / I _ -- Nmpl?l°B m , MASAP INITIAL: rPanil�lil�m"D^rtr aeareaentlwr .M PAGE: 1a� bon plat mmnl r Sc5 _matins hebre the pour c �R.- - CONT.SWEATING ' Tvf.Bbly Steckel MSK Connection Deteae r.,...r+^ -•" 10' 24" 2 X 4 �JAWN CONT.SWEATING R GE: JOIST - - 1/2"OR 5l8" a41®21• OR A340R LTP4 IN/BLOCKING OR °.•. a tcf.ob frouMetion dRaiBn NO II ,a ^`--�'I Q564^1 BOTH 5d FOR 1/2" 14' 16" 2X4 SAWN H250R SDWC 1 5/B•rITEN HD(Simandlemfnmemetl SHEATHING— \ �/ '' DRYWALL 1n0le (2)2X4 48"LAPV•U AT%"MAX SEE 6d@6' t„p3"WASHE 12 /4 %vD°s a SPLICE 9 2001200 SIDES bdFOR5/8" 16' 16" 2X6 SAWN 2x NA DETAIL SEEDIp24"MAX f.-. ,•\ (8)tbd NAILS / \ SE000)2 " OR MASH OR ' o�wu Fwmdation design .j 'spy' On) /\ MASAP Standard Installation (won'remycemeno > .-. by Designer [„ 4,am.RNCo gp D2 Gentle(Iron buakyn Standard Installation sl OF: lourldati AltemaWe Top Connection Soo View Two-Story Stacked Installation PREFAB 1^100D PRODUCTS FRAMING CONNECTORS CONVENTIONAL 1^1000 FRAMING FOUNDATIONS / CONCRETE GENERAL NOTES J. SYKORA, GPBD DRAFTED BY: r PREFABRICATED TRUSSES. WHERE SHOWN ON THE PLANS, MANUFACTURER: SIMPSON BRAND 15 SPECIFIED, HOWEVER (,FNFRAL(.ON4TRIICTION: PREDRILL ALL NAIL HOLES WHERE REQUIRED TO AVOID SPLITTING. CONNECT STRUGTIIRAI FII 1 : "STRUCTURAL FILL"SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR STATE BASIS OF DESIGN-APPLICABLE CODES: - It ALL PREFABRICATED STRUCTURAL ROOFING MEMBERS ANY OTHER NATIONALLY RECOGNIZED BRAND MAY BE USED ALL WOOD MEMBERS PER THE PLANS AND APPLICABLE BUILDING CODE. WHERE STRUCTURAL PLANS DO HIGHWAY SPECIFICATIONS FOR IMPORTED ROAD BASE OR SUB BASE; OR USE SAND OR OTHER CLEAN cODF. THE DESIGNS HEREIN ARE PREPARED IN ACCORDANCE WITH n SHALL BE DESIGNED BY A CERTIFIED PROFESSIONAL PROVIDED THAT THEY ARE EQUIVALENT IN THEIR ABILITY TO NOT SPECIFICALLY ADDRESS A STRUCTURAL ELEMENT, CONSTRUCT SAID ELEMENT PER MINIMUM GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL.ALL STRUCTURAL FILL MUST BE COMPACTED PER THE THE 2015 IBC. CONSTRUCTION SHALL CONFORM WITH THE MOST SCALE o BUILDING CODE. FOLLOWING RECENT BUILDING CODE ADOPTED BY THE APPROVING ENGINEER. THE PREFABRICATED STRUCTURAL ROOFING CARRY ALL APPLIED LOADS IN ALL ORIENTATIONS. FRAMING MATERIAL.ALL SAWN FRAMING LUMBER, NOT INCLUDING BEAMS, POSTS, AND COLUMNS, SHALL COMPACTION: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING 8-INCHES. COMPACT USING MECHANICAL JURISDICTION. 1/4" = 1' U.N.O. 2 DESIGNER SHALL PROVIDE TO THE CONTRACTOR STAMPED INSTALLATION: THE CONTRACTOR SHALL INSTALL ALL BE SPRUCE PINE FIR, HEM FIR, OR DOUGLAS FIR-LARCH, NUMBER 2 OR BETTER, UNLESS OTHERWISE (VIBRATORY OR IMPACT)METHODS. IN PAVED AREAS AND UNDER STRUCTURES, USE STRUCTURAL BACKFILL CAI (,I11 ATIONS. THE CALCULATIONS INCLUDED HEREIN ARE ONLY S DESIGN DRAWINGS WITH APPROPRIATE NOTES SHOWING PREFABRICATED ITEMS IN STRICT ACCORDANCE WITH THE COMPACTED TO 95% RELATIVE COMPACTION SHOWN. ALL SAWN WOOD SHALL HAVE MOISTURE CONTENT LESS THAN 25%. THOSE REQUIRED TO ENSURE COMPLIANCE WITH CODE. WE DO - F MEMBER SIZES, FORCES, INSTALLATION PROCEDURES, MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS. STUt75. STUDS IN EXTERIOR WALLS SHALL BE A SINGLE MEMBER(NOT SPLICED NOR DISCONTINUOUS) WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER-EXCAVATION NOT INTEND TO COMPUTE EVERY STRUCTURAL ELEMENT NOR Q_�fj_�pj z re BLOCKING, BRACING, ETC. THE LOAD CARRYING CAPACITY OF THE PREFABRICATED FROM HORIZONTAL DIAPHRAGM TO HORIZONTAL DIAPHRAGM (HORIZONTAL DIAPHRAGMS ARE ROOFS AND AND COMPACT PER THE ABOVE. EVERY LOAD COMBINATION. MUCH OF OUR ANALYSIS I5"BI"(BY FN&INFFRFT)WOOD-GFNFRAI . THESE PRODUCTS MUST BE ITEM CANNOT BE GUARANTEED IF THIS PROVISION 15 NOT FLOORS THAT CONNECT TO EXTERIOR WALLS.) USE BALLOON FRAMING AT STAIRWELLS, OPENINGS IN FOUNDATIONS FOOTINGS ON SOII :ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED EXISTING INSPECTION.) PROVIDED, STORED, AND INSTALLED IN ACCORDANCE WITH ADHERED TO. NAILS AND SCREWS WHICH WILL BE EXPOSED FLOOR DIAPHRAGMS, ETC. STUD SIZE, MATERIAL,AND MAXIMUM LENGTH BETWEEN DIAPHRAGMS IS SOIL OR STRUCTURAL FILL.ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH FOOTINGS AND FOUNDATIONS MANUFACTURER'S RECOMMENDATIONS. FAILURE TO DO THIS TO WEATHER SHALL BE GALVANIZED OR STAINLESS STEEL. IF TO BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF FOOTINGS TO BE BELOW LOCALLY LIMITED SCOPE OF CONSULTANT'S WORK: SHOWN IN SHEAR WALL TABLE. PRESCRIBED FROST ZONE, NOT LESS THAN 12". MAY VOID THE WARRANTY AND DIMINISH LOAD CARRYING INSTALLATION RISKS CRACKING OF WOOD, CONTACT RFAMS ANT) POST% ALL SAWN STRUCTURAL BEAMS, HEADERS, AND POSTS SHALL BE DOUG FIR LARCH NO CONSULTANT. THE CONSULTANT IN RESPONSIBLE CHARGE OF THE FOUNDATIONS FOOTINGS ON ROCK:WHERE FOOTINGS BEAR ON ROCK, CLEAN THE ROCK FREE OF LOOSE WORK INDICATED HEREIN IS TIM K. GARRISON, P.E., DOING CAPACITY. ANY NATIONALLY-RECOGNIZED BRAND THAT ENGINEER FOR ALTERNATE NAILING AND /OR ALTERNATE 2 OR BETTER, EXCEPT WHERE EXPOSED TO WEATHER AND SPECIFIED AS PT(PRESSURE TREATED) MAY BE ROCK, DIRT, MOSS, DEBRIS, OR OTHER DELETERIOUS SUBSTANCES. PRESSURE WASH AS NECESSARY. USE BUSINESS AS CONSTRUCTIONCALC, INC., HEREAFTER INDICATED MEETS THE BELOW SPECIFICATIONS 15 ACCEPTABLE. CONNECTOR. HEM FIR NO. 2 OR BETTER. GLULAMS, P5L5, LVLS, ETC. SHALL BE PER PREFABRICATED WOOD PRODUCTS BONDING AGENT PRIOR TO POURING CONCRETE ON ROCK. WHERE ROCK 15 SLOPED LESS THAN 3:1 (18- AS"GGI. Q Z J-BEAM COMPOSITE WEB/ FLANGE JOIST PRODUCTS. THE SIMPSON 5D5 WOOD SGRFWS. WHERE SPECIFIED, INSTALL SECTION BELOW. " DEGREES), NO DOWELS INTO ROCK ARE NECESSARY. S(,OPF OF CONSI)I TANT'S WORK. THE SCOPE OF WORK OF CCI IS �✓ ( � CONTRACTOR SHALL INSTALL THE I-JOIST PRODUCTS PER MANUFACTURER'S RECOMMENDATIONS. IN GENERAL NAII 4: NAILS CALLED OUT HEREIN ARE "COMMON" SIZES, I.E. 16D, 12D, 10D, 8D. SMALLER DIAMETER, WHERE ROCK 15 SLOPED 3:1 (18-DEGREES)OR GREATER(UP TO 45-DEGREES MAX), USE#4 X 18"LONG DOWELS LIMITED TO STRUCTURAL ANALYSIS OF A NEW SINGLE-FAMILY V COMPLETE WITH WEB STIFFENERS AND OTHER BLOCKING/ THESE DO NOT NEED PILOT HOLES. HOWEVER, IF WOOD 15 SIMILAR LENGTH NAIL GUN NAILS MAY BE SUBSTITUTED PROVIDED 50% MORE NAILS ARE USED. FOR ROTOHAMMERED MIN., 8" INTO SOLID ROCK. ROTOHAMMERED HOLES TO BE %" DIAMETER, PERPENDICULAR TO RESIDENCE. CCI TAKES RESPONSIBILITY ONLY FOR ITEMS 0 BRACING A5 SHOWN ON THE PLANS AND/OR A5 OLD AND OR VERY DRY PILOT HOLES MAY BE REQUIRED TO EXAMPLE IF 8, 16D ARE CALLED OUT, THE NUMBER OF SIMILAR LENGTH .131 DIAMETER NAIL GUN NAILS FACE OF ROCK. NO EPDXY 15 NECESSARY. DOWELS TO BE LOCATED AS FOLLOWS: SPECIFICALLY ADDRESSED IN OUR DRAWINGS AND CALCULATIONS. RECOMMENDED BY THE MANUFACTURER. AVOID SPLITTING. USE LENGTH A5 SPECIFIED IN PLANS BUT REQUIRED 15 8.1.5 = 12. AS ANOTHER EXAMPLE IF 16D NAILS ARE CALLED OUT AT 4" SPACING, THE SPACING 0 FOR CONTINUOUS FOOTINGS, U5E DOWEL WITHIN 6"OF ENDS, CORNERS,AND INTERSECTIONS AND AT 36"OC CONSTRUCTED ITEMS NOT SPECIFICALLY ADDRESSED HEREIN OF SIMILAR LENGTH, NARROWER NAIL GUN NAILS SHALL BE 4/1.5 =2.1". MAX SPACING. DOWELS TO BE CENTERED ON STEMWALL. PSL (PARALLEL STRAND LUMBER)AND VERSA-LAM. USE NEVER LE55 THAN REQUIRED TO ENSURE FULL STRENGTH. SHALL BE BUILT PER MINIMUM CODE. MINIMUM 2.0E, 2,900 P51 MINIMUM ALLOWABLE BENDING SIMPSON SD WOOD SCRFWS. WITH MOST SIMPSON SHFAR W AI 15: WALLS GALLED OUT A5 SHEAR WALLS ON THE PLAN SHALL BE CONSTRUCTED PER THE 0 FOR PAD FOOTINGS, U5E THREE DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOWEL 15 TOO LONG LOADS (✓ ) STRUCTURAL SHEAR WALL TABLE HEREIN USING MATERIALS DESIGNATED FOR LATERAL LOAD TO FIT IN FOOTING, BEND AS NECESSARY TO PROVIDE 2"COVER AT TOP AND/OR SIDE(5). STRESS. CONNECTORS, CONTRACTOR MAY USE SD9 IN LIEU OF 10D FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN/ J VI (I AMINATFII VFkFFRLUMBER). USE MINIMUM 1.9E, 2,600 NAILS, AND/ OR SD10 IN LIEU OF 16D NAILS. THESE ARE RESISTANCE BY NATIONALLY-APPROVED MANUFACTURERS.ALL SHEAR WALLS MUST BE POSITIVELY SI ABS ON GRAPE. SUBGRADE BELOW SLABS SHALL BE SIMILAR TO THE ABOVE.A LAYER OF FREE DRAINING CONNECTED AT TOP AND BOTTOM TO DIAPHRAGMS. WALLS NOT SPECIFICALLY GALLED OUT, OR CABLED MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED FOR ALL INTERIOR ANALYSIS: e P51 MINIMUM ALLOWABLE BENDING STRESS. PROVIDED IN 1-1/2"AND 2-1/2" LENGTHS. USE THE LENGTH W SLABS. "NS"ARE NOT INTENDED AS SHEAR WALLS AND SHALL BE BUILT PER MINIMUM CODE. 0 ROOF LIVE:20 PSF. (,I 11F-1 AMINATED TIMBERS. UNLESS OTHERWISE NOTED, ALL NECESSARY FOR FULL PENETRATION INTO THE MEMBER(5) FOOTIN(, DRAINS. FOOTING DRAINS,WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT EXTENDING TO GLULAM BEAMS SHALL BE 24F-V4 DF/DF. ANY THAT SPAN CONNECTED. SHEATHING. "PIN"WALLS, USE PLYWOOD OR 056, MINIMUM THICKNESS AND NAILING A5 INDICATED IN FINISHED GRADE, SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND RETAINING WALLS WHICH WILL HAVE 0 ROOF + CEILING DEAD: 15 PSF SHEAR WALL TABLE, ORIENTED EITHER DIRECTION. "GIN"WALLS ARE DRYWALL 5HEAR WALLS, USE PER EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" PERFORATED PIPE ROUTED DOWNGRADIENT TO 0 ROOF SNOW: 25 PSF I CONTINUOUSLY OVER ONE OR MORE INTERIOR SUPPORTS 5HEAR WALL TABLE. 0 FLOOR LIVE:40 PSF OR ARE CANTILEVERED, USE 24F-V8 DF/DF. USE INDUSTRIAL DAYLIGHT, UNLESS OTHERWISE SPECIFIED. SHEATHING JOINTS. USE BLOCKING BEHIND JOINTS IF INDICATED IN THE 5HEAR WALL TABLE. WITH"PW" 0 FLOOR DEAD: 15 PSF APPEARANCE GRADE, UNLESS VISUALLY EXPOSED TO " STANDARD CONCRETE: . AND "GIN"WALLS, NO SHEATHING JOINTS ARE ALLOW STANDARD GONGRFTF. CONCRETE FOR FOOTINGS, SLABS, AND WALLS SHALL ATTAIN A MINIMUM 28 DAY ALLOWED WITHIN 2-FEET IN ANY DIRECTION OF A DOOR OR 0 DECK LIVE: 60 PSF o INTERIOR LIVING SPACE USE ARCHITECTURAL APPEARANCE WINDOW CORNER. STRENGTH OF F'C=2,500 P51 UNLESS OTHERWISE NOTED ON PLANS. MINIMUM GEMENT CONTENT=5 SACKS PER 0 DECK DEAD,2" CONCRETE PAVERS: 32 PSF. I GRADE. MULTIPLF PLY MEMRFR5. CUBIC YARD. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45.ALL MATERIALS SHALL BE IN ACCORDANCE WITH 0 EXTERIOR WALL DEAD: 10 P5F 4 PRESSURE TREATED (PT)GLULAMS SHALL BE NOT LESS TRIMMERS, KING STUDS, HEADERS. WHERE MORE THAN ONE 2X 15 PLACED AGAINST ANOTHER AND USED ACI 318, LATEST EDITION. MIXING AND PLACING OF ALL CONCRETE TO BE IN ACCORDANCE WITH IBC AND ACI 304, 0 INTERIOR WALL DEAD: 1 PSF w THAN 10% WEAKER THAN THE ABOVE IN BENDING, SHEAR, AS A MULTIPLE PLY KING STUD, TRIMMER, OR HEADER, CONNECT ALL PLIES WITH 16D AT 4" OC, LATEST EDITION. 0 SEISMIC FACTORS: 55= 1.105, 51=0.438 AND MODULUS OF ELASTICITY, USING SUITABLE WOOD STAGGERED. ADMIXTIIRFS, INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, FLOWABILITY,AND/ 0 SEISMIC DE5 CATEGORY: "D" SPECIES FOR PRESSURE TREATING. BEAMS, COLUMNS. WHERE MORE THAN ONE 2X, OR LVL, OR L5L 15 PLACED AGAINST ANOTHER AND USED OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY OF THE CONCRETE 15 NOT 0 WIND EXPOSURE'B', 3-SEC GUST: 120 MPH. v ALL GLULAMS SHALL BE MANUFACTURED BY AN AITC A5 A MULTIPLE PLY BEAM OR COLUMN, CONNECT ALL PLIES W ADVERSELY AFFECTED. 0 ASSUMED ALLOWABLE SOIL BEARING PRESSURE: 2500 P5F.ITH GLUE AND 2, 16D AT 4" SPACING. o APPROVED FABRICATOR. STORE AND INSTALL IN f,1 IiF EPDXY. WHERE SPECIFIED, WOOD GLUE SHALL BE COMMERCIAL GRADE WITH MINIMUM 5HEAR AIR ENTRAINMENT. PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR WEATHER. In ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FLY ASH. HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN ACCORDANCE WITH ASTM SINGLE PROJECT: STRENGTH OF 450 P51 AT 28 DAYS. USE LIQUID NAILS LN-940 OR SIMILAR. PREP AND APPLY PER THE CALCULATIONS DRAWINGS NOTES SPECIFICATIONS AND/OR N MANUFACTURER'S RECOMMENDATIONS. 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. TABLES PREPARED BY CCI ARE VALID ONLY FOR THE PROJECT 's C STRUCTURAL STEEL EPDXY USED WITH WOOD DOWELS OR DRIFT PINS SHALL BE SIMPSON ET-HP, OR OTHER BRAND INTENDED CONCRETE REINFORCING: INDICATED HEREIN. THESE DOCUMENTS ARE NOT VALID,ARE NOT d v FOR WOOD USE.WOOD AND DOWEL SHALL BE GLEAN AND DRY PRIOR TO EPDXY INSTALLATION. O STRFN(,TH• RETAINING WAI 19 AND OTHER STRI IGTURAI FI FMFNTQ. REINFORCING BARS(REBAR)FOR APPLICABLE TO,AND SHALL NOT BE USED FOR ANY OTHER a r N WINDOW AND DOOR OPFNIN(,S. RETAINING WALLS RETAINING MORE THAN 4-FEET OF SOIL AND THEIR FOOTINGS,AND FOR STRUCTURAL BEAMS, PROJECT AT ANY OTHER LOCATION. Z K ch Il! (,FNFRAI . ALL FABRICATION AND ERECTION OF STRUCTURAL HEADER. USE MINIMUM SIZE AS CALLED OUT ON PLANS. ALL HEADERS SHALL BE INSTALLED WITH THEIR I- t- c STRUCTURAL COLUMNS AND THE LIKE SHALL BE GRADE 60(FY=60 K51)UNLESS OTHERWISE SPECIFIED IN THE COMPETENT CONSTRUCTION PERSONNEL/SAFETY: IX d XOL STEEL SHALL COMPLY WITH THE REQUIREMENTS OF AISC TALL DIMENSION VERTICAL. IF HEADER 15 LESS THAN 3 INCHES WIDE (I.E. A SINGLE 2X OR SINGLE LVL) U5E PLANS. ONLY COMPETENT PERSONNEL FAMILIAR WITH CONSTRUCTION Q m 0 -- i (NINTH EDITION). A FLAT 2X NAILED TO THE BOTTOM OF HEADER IN AN "L" CONFIGURATION WITH 16D AT 4" MAX SPACING. IF STRFN(,TH STANDARD FOOTIN(S STFM WAI I S SI ABS ON (,RAnF. REINFORCING BARS(REBAR)FOR AND SAFETY PRACTICES GERMANE TO THE PROJECT SHOWN 9 cl SHOP DRAWINGS. CCI RECOMMENDS THAT THE CONTRACTOR NO HEADER 15 SPECIFIED, THE WALL 15 ASSUMED NON-LOAD BEARING AND WALL TOP PLATE MAY SERVE STANDARD FOOTINGS, STEM WALLS,AND SLABS ON GRADE SHALL BE GRADE 40(FY=40 K51)OR BETTER, HEREIN SHOULD BE EMPLOYED TO ASSEMBLE AND CONSTRUCT m 10_ Q m S. OR BUILDER SUBMIT SHOP DRAWINGS TO CCI FOR REVIEW 1 AS THE HEADER. UNLESS OTHERWISE SPECIFIED IN THE PLANS. THE WORK. AND APPROVAL PRIOR TO FABRICATION AND ERECTION OF MULTIPLE ADJACENT OPENINGS. WHERE ADJACENT DOOR OR WINDOW OPENINGS OCCUR IN A WALL, SPI I(1N(, RFNDING.ALL REINFORCING SHALL BE SPLICED, DETAILED, BENT,AND SUPPORTED IN ACCORDANCE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL OSHA THE STRUCTURAL STEEL PORTIONS OF THE PROJECT. SUCH HEADERS FOR EACH OPENING SHALL BE INDIVIDUAL MEMBERS WITH FULL-HEIGHT KING STUDS BETWEEN WITH THE MOST RECENT ACI CODE ADOPTED BY THE JURISDICTION. AND STATE LABOR AND INDUSTRIES STANDARDS. CONTRACTOR REVIEW AND APPROVAL OF SHOP DRAWINGS 15 BEYOND THEM. EACH HEADER SHALL USE THE NUMBER OF KING STUDS SPECIFIED BELOW OR IN THE STRUCTURAL WELDED WIRF FARRI(<. UNLESS OTHERWISE SPECIFIED, WELDED WIRE FABRIC(WWF)SHALL BE W2.1,b"Xb"(6 ASSUMES FULL RESPONSIBILITY AS TO CONSTRUCTION METHODS GGI'S CURRENT SCOPE OF WORK. GALLOUTS. GA.),ASTM A-185. SPLICE BY LAPPING ONE MESH +2"ALL SIDES. USED, SAFETY PROVISIONS EMPLOYED,AND THE FINISHED A5- 12 TRIMMERS, AKA JACK STUDS. USE SIZE (OR LARGER) PER STRUCTURAL CALLOUTS. CONCEALED FLANGE (.OVER. PROVIDE THE FOLLOWING MINIMUM COVER: BUILT CONDITION OF THE STRUCTURE AND RELATED SYSTEMS. I 1 1 STRUCTURAL SHAPE MATERIALS. ALL STRUCTURAL SHAPES FOOTINGS AND OTHER UNFORMED SURFACES, DISTANCE FROM THE BAR TO EARTH FACE...3" MATERIALS AND METHODS: 0 LJ—I SHALL COMPLY WITH THE FOLLOWING STANDARDS EXCEPT awe HANGER OF SIMILAR BEARING LENGTH AND CAPACITY MAY BE SUBSTITUTED FOR TRIMMER. KING STUDS UNLESS OTHERWISE SHOWN ON PLANS USE THE FOLLOWING. THESE MUST BE FULL-HEIGHT, FORMED SURFACES IN DIRECT CONTACT W 0WITH EARTH 2" PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH V WHERE NOTED OTHERWISE. SURFACES EXPOSED TO WEATHER 1-1/2" MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. IT 15 'Z V BOTTOM PLATE TO TOP PLATE, IE DIAPHRAGM TO DIAPHRAGM. O ANGLES, CHANNELS, AND PLATES: ASTM A3b (FY=36 K51) SURFACES EXPOSED TO SALT WATER 3" THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL FIELD •* OPENING LE55 THAN 6'WIDE—USE MIN., ONE KING STUD EACH END OF HEADER. OR BETTER. •`OPENING 6.1'WIDE TO 9'WIDE— USE MIN., TWO KING STUDS EACH END OF HEADER. FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLE55 OTHERWISE SPECIFIED. PERSONNEL UNDERSTAND AND ADHERE TO THIS. Z BOLTS AND DOWELS IN CURED CONCRETE: (\ WIn WFI DIN(z. ALL WELDING BY STATE-CERTIFIED STRUCTURAL ••OPENING 5.1'WIDE TO 16'WIDE, USE MIN., THREE KING STUDS EACH END OF HEADER. TEMPORARY SUPPORT AND BRACING: (� {,,. i (,FNFRAI . THIS SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETE USING (,FNFRAI . PROVIDE ADEQUATE TEMPORARY SUPPORT TO ALL WELDERS. FOR SHIELDED METAL ARC WELDING, USE ONLY DISCONTINUOUS TOP PLATE. WHERE WALL TOP PLATES ARE GUT, OMITTED, OR OTHERWISE J ''1^� IY LOW HYDROGEN ELECTRODES, MIN. 10 K51., IN ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT=4-INCHES UNLESS OTHERWISE S'ECIFIED. WALLS, ROOFS, BEAMS, COLUMNS,AND FLOORS DURING ' (') V DISCONTINUOUS AT A HEADER, THE END OF THE HEADER SHALL BE CONNECTED TO THE REMAINING TOP MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE=3" FROM HOLE CENTERLINE UNLESS OTHERWISE 0 V / CI 0 CONSTRUCTION. DESIGN OF SAME 15 NOT INCLUDED HEREIN. CONFORMANCE W W WITH CURRENT ANSI /AS CODE. ALL BASE PLATE BEYOND WITH A HORIZONTAL C518 STRAP WITH MINIMUM 12" LENGTH ON THE HEADER AND 12" I 1 PLATES, BEAM END PLATES, STEEL END CONNECTORS, 1 SPECIFIED. CONTRACTOR OR OWNER SHOULD CHECK ALL TEMPORARY- 4L-✓< LENGTH ON THE TOP PLATE BEYOND. STRAP MAY BE ON TOP, INSIDE, OR OUTSIDE OF WALL. FXISTIN(, RFINFORCING. IT 15 IMPORTANT THAT NO EXISTING REBARS ARE DRILLED OR CUT DURING SUPPORTING DEVICES WITH A QUALIFIED PERSON. CONTRACTOR 0 (v Z STIFFENER PLATES, AND BENT PLATES AT COLUMN ENDS ANCHOR ROI T5. ROTOHAMMER OPERATIONS. LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON-DESTRUCTIVE SHALL BE RESPONSIBLE FOR THE ADEQUACY OF ALL TEMPORARY w af- 0 act SHALL BE SHOP FABRICATED UNLESS OTHERWISE NOTED OR SHEAR WALL ANCHOR BOLTS CONNECTING MUD SILLS, USE 5/8" DIAMETER X 8" MIN EMBEDMENT AT THE METHODS(PACHOMETER, RADAR, OR SIMILAR). AND/OR PERMANENT SUPPORT SYSTEMS. - 0 SHOWN IN THE PLANS OR STRUCTURAL SKETCHES. WELD SPACING SHOWN IN THE PLANS BUT NEVER GREATER THAN 60"OG AND WITHIN 12" OF ENDS AND WASHFR4. USE 3"X3"X.229 WA SHERS ASHERS ON ALL WOOD MUD SILL ANCHOR BOLTS. SUCH WASHERS MAY BE RFTAININ(, WAI 14. DO NOT BACKFILL AGAINST RETAINING WALLS 0 : P/ SIZE SHALL BE EQUIVALENT TO OR BETTER THAN THE CORNERS, WITH 3"X 3"X .229" STEEL WASHERS, WRENCH TIGHT. WET SET ANCHOR BOLTS SHALL HAVE A SLOTTED, WITH PLATE WASHER UNDER THE NUT AS ALLOWED BY THE IBC. AT NON-MUD SILL LOCATIONS, UNTIL CONCRETE HAS CURED TO AT LEAST 2,500 P51 (OKAY TO USE IL_ ELEMENT BEING WELDED, AND SHALL BE WELDED ALL HOOK OR HEAD ON THE EMBEDDED END. ROTOHAMMERED ANCHOR BOLTS AT THE SAME SPACING MAY BE SMALLER WASHERS MAY BE USED. USE A STEEL PLATE OR MALLEABLE IRON WASHER UNDER NUTS AND THE HIGH EARLY STRENGTH ADMIXTURES OR ADDITIONAL CEMENT IN 0- r AROUND UNLE55 OTHERWISE NOTED. CARE SHALL BE TAKEN USED IN LIEU OF WET SET-SEE SPECIFICATIONS IN PREVIOUS SECTION.AN ALTERNATE TO WET-SET HEADS OF ALL BOLTS THAT CONNECT WOOD. THE MIX TO ACHIEVE THIS). FOR RETAINING WALLS THAT ARE TO BE TO AVOID EXCESS WARPING OF WELDED ELEMENTS. ANCHOR BOLTS AND WASHERS MAY BE SIMPSON MASA OR MASAP AT THE SAME SPACING SPECIFIED FOR NON-EPDXY SYSTFMS. USE SIMPSON TITEN HD WHERE SHOWN IN THE PLANS.THESE ANCHORS MAY BE USED CONNECTED AT THEIR TOP TO HORIZONTAL FLOOR DIAPHRAGMS, m BOLTS. BOLTS AND ANCHOR BOLTS TO BE ASTM A301 GRADE WET SET ANCHOR BOLTS. TO RESIST TENSION LOADS AND 5HEAR LOADS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. DO NOT BACKFILL AGAINST THE RETAINING YVALL UNTIL SUCH NON-SHEAR/NALL ANCHOR BOLTS SHALL BE SPACED A MAXIMUM OF 12-INCHES AND WITHIN 12-INCHES OF EPDXY SYSTEMS. FOR BOLTS, USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH ET-HP OR SET HIGH STRENGTH HORIZONTAL DIAPHRAGMS ARE IN PLACE AND PROPERLY A, UNLESS OTHERWISE SHOWN. PROVIDE STANDARD EPDXY, WITH ZINC PLATED,A301 'ALL-THREAD' BOLTS AS SHOWN IN THE SKETCHES. FOR DOWELS, U5E ET-HP OR WASHERS UNDER ALL NUTS AND ANCHOR BOLTS, UNLESS ENDS AND CORNERS AND SHALL BE FITTED WITH 2" STEEL PLATE WASHERS. U5E EITHER 1/2" DIAMETER X CONNECTED TO THE RETAINING WALL. 8" MIN EMBEDMENT WET-SET, OR 1/2" TITEN HD WITH 4" MIN EMBEDMENT. SET HIGH STRENGTH EPDXY AND REBAR AS SPECIFIED ON THE PLANS AND GALLOUTS. DRILLING OF HOLES AND SPECIFICALLY PROHIBITED ELSEWHERE. INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH EPDXY MANUFACTURER'S RECOMMENDATION. STEEL COATING 4YSTFM4. THE REQUIREMENTS OF THIS NON-SHEAR/NALL ANCHORS MAY BE 0.145" DIAMETER POWDER-ACTUATED PINS WITH 1-1/2" MIN CONCRETE QU SECTION ARE STRONGLY RECOMMENDED BUT ARE OPTIONAL EMBEDMENT, AT 16" OC, UNLESS OTHERWISE SHOWN . wao= 13, PRESSURE TREATED LUMBER. USE PRESSURE TREATED LUMBER IN CONTACT WITH CONCRETE AND /OR • 0° AT THE OWNER'S DISCRETION. ALL COATING SYSTEMS SHALL V / M.° SOIL,AND WHEN DIRECTLY EXPOSED TO WEATHER. PRESSURE TREATING CHEMICALS SHALL BE INERT, OR aw°l BE INSTALLED IN STRICT ACCORDANCE WITHZ =o�� OTHERWISE NON-REACTIVE WITH METAL CONNECTORS (INCLUDING NAILS, BOLTS, FRAMING CONNECTORS, ,_ao. MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. awo ETC.)OR STRUCTURAL STEEL MEMBERS. ypxm TOUCH UP SHALL ALSO BE IN ACCORDANCE WITH O Nw IN CERTAIN CASES NON-PRESSURE TREATED LUMBER MAY BUTT AGAINST CONCRETE. IN THESE CASES ��wwa MANUFACTURER'S RECOMMENDATIONS. oxOO= USE A LAYER OF HEAVY, ASPHALTIC-TREATED CONSTRUCTION PAPER BETWEEN WOOD AND CONCRETE. ri �- 3w"�� STRUCTURAL STEEL SYSTEMS THAT WILL BE EXPOSED TOwE-=o° p OGKIN(,/RRIA(,IN(z. PROVIDE CONTINUOUS BLOCKING AT ALL BEARING LOCATIONS. PROVIDE FULL "`=t-'"F< WEATHER SHALL BE SHOP COATED WITH A 3 COAT SYSTEM. N��~F DEPTH BRIDGING OR BLOCKING AT 8' OC MAX. IN JOIST OR RAFTERS WITHOUT CONTINUOUS PLYWOOD _ ` MB PREPARATION SHALL BE A COMMERCIAL SANDBLAST, 2-3 DIAPHRAGM CONNECTION ON THE TOP . v a MIL ANCHOR PATTERN. THE PRIME COAT SHALL BE A 3 MIL FRAMED FLOORS WHICH SUPPORT POSTS SHALL BE SOLIDLY BLOCKED WITHIN THE FLOOR CAVITY TO v `c°156 D Li- a=wa THICK ORGANIC ZINC PRIMER. THE INTERMEDIATE AND POSITIVELY TRANSFER POST, COLUMN, OR OTHER CONCENTRATED LOADS THROUGH THE FLOOR TO THE w°��E TOPCOATS SHALL BE 3 MILS THICK EACH USING A VINYL HIGH- SUPPORTS BENEATH. a (v ,g <! • +s- V N BUILD COATING SYSTEM. UNLESS OTHERWISE SPECIFIED BY DOLT% UNLESS OTHERWISE SPECIFIED: USE WASHERS ON ALL BOLTS; TIGHTEN ALL BOLTS TO A VERY ail THE OWNER, THE FINAL COLOR SHALL BE 'PRIMER GREY'. SNUG WRENCH TIGHT CONDITION; USE STANDARD A301 BOLTS; FOR BOLTS IN WOOD, DRILL THE SAME ail CONTRACTOR SHALL VERIFY THIS COLOR WITH OWNER DIAMETER HOLE AS THE BOLT; FOR BOLTS IN STEEL DRILL HOLES 1/16"LARGER THAN THE BOLT DIAMETER. V / "m o0 a PROVIDE THE FOLLOWING MINIMUM EDGE DISTANCES BETWEEN CENTERLINE OF BOLT AND ALL EDGES OF ��� FZVF PRIOR TO ANY PAINT APPLICATION. i<�o In oomF STEEL WHICH WILL NOT BE EXPOSED TO WEATHER SHALL BE BOLTED WOOD, AND BETWEEN CENTERLINE OF MULTIPLE BOLTS: " " '39 5/8 INCH DIAMETER BOLTS 3 INCHES q= SHOP OR FIELD COATED WITH A 2 COAT SYSTEM CONSISTING OF A 2 MIL RED OXIDE ZINC CHROMATE ALKYD PRIMER UNDER 3/4 INCH DIAMETER BOLTS 3.15 INCHES A 2 MIL LONG OIL ALKYD ENAMEL. PREPARATION SHALL BE 1 INCH DIAMETER BOLTS 4.15 INCHES �oGAyRlp OWNER APPROVAL MINIMUM DISTANCE BETWEEN EDGE OF BOLT AND ANY EDGE OF STEEL PLATE (ANGLES, GUSSETS, �c WIRE BRUSH CLEANING. UNLESS OTHERWISE SPECIFIED BY tr 47 • 00 FLANGES, WEBS, ETC.)SHALL BE ONE INCH. 2 INITIAL: THE OWNER, THE FINAL COLOR SHALL BE 'PRIMER RED'. r=" }r, .4. r CONTRACTOR SHALL VERIFY THIS COLOR WITH OWNER ENGINEER SHALL SPECIFICALLY APPROVE ANY BOLTED CONNECTION USING LESS EDGE DISTANCE THAN PAGE: SHOWN ABOVE. ? PRIOR TO ANY PAINT APPLICATION. ' 'IN tC ?*� es LAG BOI T . ALL LAG BOLTS GREATER IN DIAMETER THAN 1/4"SHALL HAVE PILOT HOLES PRE-DRILLED. SIZE OF PILOT HOLE IN THREADED PORTION SHALL BE 10% OF THE UNTHREADED SHANK DIAMETER(OR /ONAi ' ALTERNATIVELY, 90% OF THE ROOT DIAMETER OF THE THREADED PORTION). PILOT HOLE DIAMETER OF , (` IOW L UNTHREADED PORTION SHALL BE THE SAME DIAMETER AS THE UNTHREADED SHANK. OF: SrAmY ,i Fate- =.'tG.;.. Y ;{Ai.• -I T6 r15 o 0 LY I BMP C154: CONCRETE WASHOUT AREA 0 BMP C235: WATTLES O BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT O BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND J. SYKORA, GPBD PURPOSE PURPOSE PURPOSE DEPTH PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO 5TORM1NATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO DRAFTED BY PURPOSE AND DEFINITION -- WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS 15 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPACES AT n - NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS or ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. to OF USE INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT o ARE TYPICALLY a TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS SCALE 'd CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE II-0.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.315)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION _---- " -" _-- TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES- 1/4" = 1' U.N.O. ON WATTLES(HTTP://WWW.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTMItSECTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE, RATHER THAN ONLY AT THE MAIN SUBDIVISION o CONCRETE 15 USED AS A DISPOSE MATERIAL. THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, f -IT 15 NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING, FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE: IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER. ESTABLISHING SOIL QUALITY AND DEPTH REGAINS o 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE NOT MAY BE DISPOSED OF IN A USE WATTLES: GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF 10-1 S-1 S z FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT HILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP.IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS ii POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER MINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES, INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY W NOT TO SCALE ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH 15 NOT THE SAME A5 PRESERVATION OF NATURALLY OCCURRING • EFFECTIVE FOR ONE TO TWO SEASONS. SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON- -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT SITE MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH 3m Minimum FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT ' Lath and flagging RESIDUALS.IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE �.('" Upars .am c S o an 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE, IT IS IMPORTANT THAT IMPORTED TOPSOILS `�"�.,, - Sandbag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. IMPROVE 501E CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED l� -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. \LL: '\../ 10 mil plastic lining Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES `s"n �00d •r0°111 DESIGN SOIL RETENTION RETAIN, IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT `✓. SHOULD BE DUG TO A DEPTH OF 5-TO T-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. v ' -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD E•X - � PRACTICABLE. IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A y • � A I. r EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. ` W - r DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO `} /�� -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, �� {I} ' OTHER PORTIONS OF THE SITE WHERE FEASIBLE. / U 1 Irlinrie T 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. ' 4 -501E QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS II O ti: �� -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. , SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT ��� -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. ��' "` ty PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: �.. -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE 100'min. 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% • ( ) ( ) a o Section A-A AND INTO THE SOIL. r f • _�� = a 9 10 ma plastic snug ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 5.0 OR MATCHING THE PH OF THE UNDISTURBED Plan -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INGHE5 MIN.WILLOW CUTTINGS OR 3/H-INCH REBAR GAN yi r� , .- ,r SOIL.THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE Notes: ALSO BE USED FOR STAKES. 1. Actual layout DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER Ak4. yy determined in the field -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE 9 Type "Below Grade" 2. A concrete washout PROTRUDING ABOVE THE WATTLE. install driveway SHOULD BE SCARIFIED AT LEAST 4 INGHE5 WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED s Culvert ll there is a ,'` { r LAYERS,WHERE FEASIBLE. sign shah be installed roadside ditch present `': - 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. g vnlhin 70 m of the 4"'8'quarry - , MAINTENANCE STANDARDS walls +I 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS �, 3rn Minimum temporary concrete washout facility. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, �` Yam" -) `$^. A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING 6 ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. "` THE COMPOST SPECIFICATION FOR BMP T1.30:BIORETENTION CELLS,SWALES,AND PLANTER BOXES(P.959),WITH THE Wood frameI EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN Bt_..,..1. I , B _ _ Geotexkle securely fastened A 'rr r 1 ° \�, ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO around entire y �� NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET El perimeter with two 3'-4' s i �h�', -' ��:�I- stakes '~""' 1.yp I .3 • SOUND LOWLANDS REGION. a Varies ril 10 mil IR 1 I • ( ) i r' rY' �' 0- B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR plastic lining I �r ( , t OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT E l *.'. ,� �/� Yam' 15, EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-8,TESTING PARAMETERS, IN WAG 113-350-220. '3 V t w� Notes: THE RESULTING 501E SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. C /! N. 1. Driveway shall meet `\ ,/ .Stake(typ.) ^., 12'minimum thickness Y L IMPLEMENTATION OPTIONS:THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE V Straw rats must be } : /0/ the requirements of the Section B-B placed along slope r Adt permitting agency. METHODS LISTED BELOW: CAcontours1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. CA10 ma plastic pning Provide felt width2. It a recommended that 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM 7T ti Two-stacked [tie entrance be of ingresslegress Q O 2x12 rough Plan a�aCALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. - wood frame cred so that runoff 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUSTdrains off the pad.Type "Above Grade" with Wood Planks / ALSO 8E AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE-//�N IL CD � B APPROVED"RATE OR AT A CUSTOM CALCULATED RATE CZ � X• 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. ty re ' 0'-25'(3-8m'} MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.501E THAT ALREADY MEETS THE Es to p m ryu. • ell Figure II-4.1 .7a Figure II-4.1 .1 DEPTHANDORGANICMATTERQUALITYSTANDARDS,ANDISNOTCOMPACTED,DOESNOTNEEDTOBEAMENDED. DI 0 Stabilized Construction Entrance MAINTENANCE E ci) Concrete Washout Area E Revised Jute I!015 Spacing depends /r Revised June 2015 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED, PROTECT DEPARTMENT OF on soil type and '.Ti ❑DE/P+AR TME'�NtT'+O i= FROM COMPACTION,SUCH AS FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLO�+ slope steepness .�./� ` Sediment,organic matter. ECOLOGY Please see httpJrlylnuecywa.gov/copyrA,gint htmlfor copyright notice including permissions. -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. GY Please see happy.ariecy.wavner.opyright errn1 for copyright notice including permissions. State of Washington limitation of liability.and disclaimer. State of Washington hfttitatian of liability.and disclaimer" and native seeds are -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. �J Ni.`+ captured behind the roils. -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, � Ti RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. O BMP C1230: SURFACE ROUGHENING O STORM DRAIN INLET PROTECTION I-40.20-00 O LU Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE 0 BMP G233: SILT FENCE z V Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sedimentZ trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment 3"-5"(75-125rhm) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). - PURPOSE V on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other BMPs such USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A t•- ', t as seeding,mulching,or sodding. Dim 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE Z M-{ a_ W CONDITIONS OF USE: (/ �` (200-250mm) FIGURE II-4.2.12 SILT FENCE(P.369)FOR DETAILS ON SILT FENCE CONSTRUCTION. W CI al I- -All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. VAA \; •-• F al c 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION b-01.3(15). .^ -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. fie,i t ter. � \` CONDITIONS OF USE '-I v Di -Slopes with a stable rock face do not require roughening. Live Stake 1��� lj SILT FENCE MAY BE USED DOWN5LOPE OF ALL DISTURBED AREAS. v tn Q 'O` -Slopes where mowing is planned should not be excessively roughened. / ,."f lj SILT FENCE SHALL PREVENT 501E CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF L `ram // 1'x 1"Stake snit THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. %- LU sL T -- ft (25 x 25mm) pRAMAORATE tw SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS v p/ �c z OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W . \ , -• - -- 0°ATs MAE q f-'�"-`t `;, DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN V --_-` • �` NOTE_ i - O a a t 1. Straw roil installation requires the placement and secure staking S j � ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. O N '�-` �- r of the roll in a trench,3"-5"(75-i25mm)deep,dug on contour. II! ` !L- � ' Runoff must not be allowed to run under or around roll. NOT TO grit'F °�°rT�O®A° II OW.rrcv,BYPASS Qom/ it �- �, :rats ��rHau_3a a 1 Na.NN, "ac Figure II-4.2. 14 y � MAN INLET ORATE Jointsin filter fabric shall be spliced m I at posts.Use staples,wire rings or ,, MIN � .w r� z� ez equivalent to attach fabric to posts a �a Wattles r.,..� a 14 Ga.wire or � la:/-�� - Revised November 2015 2%d standard strength fabric used ., �a-� DEPARTMENT OF �,��` ��a�a ECOLOGY - - '� sr. ..,y caz yea Please see httpJAwvw.ecy . -::mt for copyright notice itckrdung permissions. �: ✓ t /- lib, �e'' �ia a State of Washington limitation of liability. and disbar• '• A .n ; < �� O wi a_ca Baca- n -•n iS� ' % woo �' -- cs OL.. t h n o="u Tracking with machinery up and down �� ,=,. a� O BMP G123: PLASTIC COVERING ,,? �, �J,- 0522 the slope prevldeS graove8 that will ` a �� E:::. S “, '.. f - 02P,s catch seed,rainfall.aril reduce runofL i moo. `�'� `� a- rid' PURPOSE: p:1� • ) t • • • V •• )t - I °o g a a PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. sc.SECTION VEIN1`, --r t, CO 3Ii$. NOT MIME / 1 \�4.\ \�5.\`7�\ t / • <:<< �`T' 03 -1 m Tracking CONDITIONS OF USE: litAtil o PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, /J z a W Minimum I T 6 I ( I 1Z Sw�o(O I 1 I Divot EXCEPT AS STATED BELOW. 4'k4'trench yyyJJJ "5 0 PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. NOTE:THE RELATIVELY L-JLU ogwwo RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post sparing may be increased 1� w 3as i II'=e. 2'x2"wood posts.steel �- dfi ll h MONTHS)APPLICATIONS. to 8'tiwre backing is used ig0$- !l=11-I I• fence posts.or equivalent a Mnw 1=11.=I[=71r. -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT U5E THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE u"ORAT E ORATE RETRIEVAL I .1L=11=11=1 . -se T/010M a GRATE SHOWN WN _ ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. zozwcr -=.11.11. �=L 03c'ma E _ -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES, REQUIRING ADDITIONAL ON-SITE \ .-�I- o2os f1, o3300 zzoai 11=1i= 1f�i 2--11=n. MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY i 2'k2'by 14 Ga-wire or equivalent. �w u a a 11=b a=i1=11= - i. ,=11-11=11=11' CLEAN WATER AWAY FROM THESE AREAS. Q Y s. ,� �I- if standard strength fabric used "g a B t=11=11=11=II=11= Q �trllJ `7 a-- �o�aa 1111=11111111 -TO PREVENT UNDERCUTTING,TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS. (1 '1 Roo V U Sir $"min =�1=11=1 • -WHILE PLASTIC 15 INEXPENSIVE TO PURCHASE,THE ADDED G05T OF INSTALLATION,MAINTENANCE,REMOVAL,AND MP _ _ /� my3 r=11 11 (15m) (150mm) 1=11=11. DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. % Facer fao is a' o I€ 11 II h. / ff� II=1 \t„ ��\� r 050= 1-11 .II 1I=11=_ / 11= -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE Ca.1 min O ay o z II-II-u // -11 SLOPE.THESE MEASURES INCLUDE PLASTID COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY GLEAN \'`' ., sapo psw< �I111' _,�� 3 11 • �,h`h ��a� 'ten-ra- RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED z a p � � 1 Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. 1k �r\ •I 1 f`'1, F Nz esrow�nasr enure osvwe \, ovswlav swims awl 1� :1 �+ , . :11 11` dliAll- Maximum - v Backfill trench win � �..,_:-' `- native soil or 3''- ., 11=11=11-=,, .. . .- _ yO� " OWNER APPROVAL I:n:l€1*1=11.. F¢ ..SAW n. 1.5'vrashed gravel �l 12 inn. �\ / IL--J€ 11-1r _ _ Grooves wit catch seed.fertilizer, .II =111T 11111 . 11- �V� Aer neer �\ mulch.rainfall,and decease runoff. JIr11 II i n=II-11=1 f\=' Minimum -t`L--II II li 11=11=11=11 Q 4"x4 trench INITIAL: _ 11=11 II TI n 11-11=II=11=11 PAGE: II 11 ft dr-I 11=II=11= ,t l , ,u n;II:. 71=11-Ilall 11 ISOMETRIC VIEW �NO oao va fence posts.or equivalent =11® NOTT�CALE NOT TO SCALE X 04 w Figure 11-4. 1 .5 STORM DRAIN Surface Roughening by Tracking INLET PROTECTION Figure 11-4.2.12 STANDARD Pun I-40.20.00 OF: and Contour Furrows SHEET MEET Silt Fence ROVED FOR leATON el Revised June2015 PaseoBakelkhX DEPARTMENT OF Revised October 2014 09.20.07 DEPARTMENT OF ECOLOGY ECOLOGY Please see lie lit vww.ecy.wa.govdcopy ight.htmt for copyright notice indutling permissio s. .�"�•"` +"'+"" Please see I 4Www.ecy.rragortapyright.htmt for copyright notice including permissions. State of Washington limitation of liability. and disclaimer. State of Washington limitation of lability.and disclaimer.