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BLD2019-0046Type: RESIDENTIAL BLDG Subtype: ADDITION Status: ISSUED Parcel No: 00602600002000 Site Address: 8802 217TH ST SW EDMONDS,WA 98026-7850 Applied: 1/15/2019 Subdivision: 006026 Lot: Issued: 1/21/2020 NED Fire Sprinklers: No Lot Area: 9583.2 Zoning: RS-8 Final: Valuation: $60,000.00 Occupancy Type: SFR IRC Construction Type: VB Expiration Date: 1 P/<202 1 NED Code Edition: 2015 No. Stories: I # of Dwelling Units: I WORK DESCRIPTION: INTERIOR REMODEL, CONVERT EXISTING ATTACHED GARAGE TO LIVING SPACE, REMODEL EXISTING KITCHEN AND BATH.100 SQ FT SINGLE STORY CONDITIONED ADDITION. 519 SQ FT ATTACHED GARAGE ADDITION. CONTACTS NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT H21) ARCHITECTS 23020 EDMONDS WAY #12, (206)542-3734 LISAK@H2DARCHITECTS.COM EDMONDS WA 98020 CONTRACTOR TBD OWNER REDWOOD LLC I 8802 217TH ST SW, � )235-0283 P�� IM THEWHITEHEADPACK@GMAIL.C:O — EDMONDSWA98026 Contractor License Information: WA State Contractor L &1 #:EXPRECC066LP City of Edmonds Business License#: 602454996-001- 0001 FEE INFORMATION DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT # 1 - BASE FEE FOR MECHANICAL PERMITS 001.000.322.10.000.00 $40.00 $0.00 1 - BASE FEE FOR PLUMBING PERMITS 001.000.322.10.000.00 $40.00 $0.00 B-BUILDING PLAN REVIEW FEE 001.000.345.83.000.00 $612.00 $612.00 1/15/19 REC075275 B-STATE BUILDING CODE SURCHARGE 001.000.237.ISO $6.50 BUILDING PERMIT FEE 001.000.322.10.000.00 $820.00 $0.00 CREDIT CARD TRANSACTION FEE 001.000.341.43.100.00 $35.93 $0.00 EACH PLUMBING FIXTURE ON ONETRAP 001.000.322.10.000.00 $36.00 $0.00 ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $200.00 FAN CONNECTED TO SINGLE DUCT 001.000.322.10.000.00 $20.00 $0.00 X-TECHNOLOGY FEE 001.000.321.99.100.00 $35.00 TOTALS: $1,84S.43 $612.00 CONDITIONS �'CbNbiiidlsl TYPE' F STATUS NOTES Printed: Tuesday, January 21, 2020 2:29:33 PM I of 3 RESIDENTIAL BLDG Permit City of Edmonds PERMIT NUMB 121 Sth Ave N, Edmonds WA 98020 BLD2019 -0046 www.edmondswa.gov / 425.771.0220 Damage to Frontage Applicant shall repair/replace all damage to utilities or frontage improvements in Improvments City right-of-way per City standards that is caused by or occurs during the permitted project. ESC Required Maintain erosion & sedimentation control per city standards. Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for Hold Harmless damages of whatever nature, arising directly or indirectly from the issuance for this permit. issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. Inspections Call for required inspections as noted and prior to backfill. Final approval on a project or final occupancy approval must be granted by the Occupancy Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must bespecifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Permit Disclaimer Approval of any plat or plan containing provisions which do not comply with city cocleand for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only Sound/Noise during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. INSPECTIONS SEQID INSPECTION TyPE INSPECTOR COMPLETED RESULT NOTES DATE FRAMING PRECON MEETING DRYWALL FASTENING ENGINEERING FINAL FOUNDATION DRAINAGE ROOF SHEATHING FOUNDATION WALL Printed: Tuesday, January 21, 2020 2:29:33 PM 2 of 3 Printed: Tuesday, January 21, 2020 2:29:33 PM 3 of 3 zevi-!'�-ed ov Et)Afo BUILDING PERMIT APPLICATION Development Services Building Division 121 Sth Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.go . PLEASE NOTE Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please calf 42S-771-0220 to schedule an intake appointirnent! JOB SITE INFORM ATI ON/LOCATION: (Where the work is taking place) JobSiteAddress: `?)'?�Oq all-111 SLA) Parcel: zLc.?oalonnop_-)oQc) Lot /U nit/Su ite #: Subdivision: I PROPERTY OWNER: Name: 'E-iz � (-- 4 �q u 0 a Lfa L'L- Mailing Address: (3q)0a 9 il_"" S T_ SO City/State/Zip: IE')9YY)O�,30S (A)Y3r !12Laty Phone#: Email: CP jai I- -CO OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? XYes 0 No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. eg:= Owner Signature: �11C Nnfteh0 -, n 1�, �Q?Oi APPLICANT/ CONTACT INFORMATION: LIS4 M0lJT-)qI_M6 Name of Applicant: Hw P-ie7cH-vq,7-:nAe_,�� II- vt'5itvi MailingAddress: City/State/Zip: Phorii Q 0 E-mail: GENERAL CONTRACTOR: (if different from applicant) General Contractor: Mailing Address: D V City/State/Zip: Phone #: E-mail: STATE UBI M CITY OF EDMONDS BUSINESS LICENSE M WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE: Permit TYPE OF PERMIT -PTovide Details on Page 2) • Accessory Structure/ OAddition Detached Garage • Demolition El Mechanical • New Single Family / Duplex 0 Plumbing • Fire Sprinkler Remodel • New Commercial/ Mixed Use 0 Re -Roof • Signs _13Tenant 0 ank Improvement Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indcated on this application. Valuation: (00j CKDO PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATIO� Basement sq ft: Finished 0 Unfinished 0 Ist Floor, sq ft: I Lisp: 2nd Floor, sqft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT DESCRIPTION 10 11A wa. I certify that the information I have provided on this formlapplication is true correct and complete, and that I am the property owner or duty authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: Eric whitehead Signature: - 816= Jan 13, 2020 Date GENERAL COMMERCIAL DATA Occupancy Group(s): Occupant Load(s): TVpe(s) of Construction: Fire Sprinklers: Yes 0 No El WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet MECHANICAL EQUIPMENT COUNTS (New and Relocated) BTUs Gas Elec Other city A/C Unit JCompressor Air Handier /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: PLUMBING FIXTURE COUNTS .'New, RelocateLdor reL-piped) Qty Qty 'y QJ Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: T.il.ta GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped) BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert other: Furnace Other: MEDICAL GAS, AIR VACUUM COUNTS (New, Relocated or re -piped) QtY Clty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required El Conditional Waiver 0 Waiver El Fill in Place 11 Fill Material: Removal 13 1 Size of Tank (Gallons) Critical Areas Determination: Study Required El Conditional Waiver El Waiver 13 GRADE/FILL/EXCAVATE Grading: Cut cubic yards Fill cubic yards Cut/ Fil I in Critical Area: Yes El No El GENERAL PROVISIONS APPLICATIONS: Applications arevalidfor a maximum of 1year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. November 27, 2019 Attn: Natalie Griggs City of Edmonds Engineering Division 1215 th Ave N Edmonds, WA 98020 architecture design I received the correction notice for project #BLD20190046 dated February 28,2019. Below are the 0 �4�-D requested corrections and locations on the drawings where they can be found: 19 10 1. Existing curb label revised to "Ex Curb/Gutter". New curb cut/driveway has been removefkEOW B from the project scope. Refer to 01 sheet and CSWPPP on 02 sheet. 2. New driveway has been removed from the project scope. 3. New driveway has been removed from the project scope. DEC 19 2019 4. Right of way work has been removed from the project scope. BUILDING DEPARTMENT 5. Existing Side Sewer and cleanout labelled on Site Plan and CSWPPP. Refer to 01 and 02 CITY OF EDMONDS Sheets. 6. Existing water meter and water service line shown on Site Plan and CSWPPP. Refer to 01 and 02 Sheets. The original project scope has been reduced/revised as follows: A. Removal of Garage Addition and new Driveway location B. Removal of Existing Garage remodel — Existing Garage to remain C C. Proposed SF of Interior Remodel work: 300sf D. Proposed Area of Addition: 114sf All revisions are clouded on the drawings. I can be reached at 206-S42-3734 or at heidi@h2darchitects.com with any further questions. Regards, Heidi Helgeson Principal H21) Architecture + Design 23020 Echionds Wag, -113, Edmonds, WA 98020 1 p. 206.542.3734 1 e. hed0h2dcrchftectscom I w h2duchftects.corn simple tieating system blize: wasnington btate This heating system siz7inq calculator is based on the Prescriptive Requirement§ of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. � fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension im at (360) 956-2042 for assistance. Project Information Contact Infortrustion HALL RESIDENCE H2D ARCHITECTURE + DESIGN 8802 217TH ST SW 23020 EDMONDS WAY #113 EDMONDS, WA 98026 EDMONDS, WA 98020 Heating System Type: 0 AN Odw System 0 Heat Purnp To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature Instructions Design Temperature Difference (AT) 46 Seattle: Sea-Tac AP V 1 .1, AT= Indoor (70 dMiaes) -Outdoor Design Tamp '�� , �_ " Area of Building Conditioned Floor Area 15 2019 Instructions Conditioned Floor Area (sq ft) 1,517] JAM Average Ceiling Height Conditionec Volume SEFMCES Imtru,tionr. Average Ceiling Height (ft) 7.81 11,758 DEVELOPF-Ep"r G0U;1qEFt Glazing and Doors 1.11-Factor X Area UA In--tructlons k 0.300 247 74.07 _Fu_-� Skylights U-Factor X Area UA in-Aructkons 0.50 Insulation Attic U-Factor X Area UA Imtructions R-49 0.026 F J.517 39.44 J Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Inatructions No Vaulted Ceilings in this project. Above Grade Walls isee Fioure i) U-Factor X Area UA Instructions R-21 Inteffnediate 0.056 F 1J28 63.19 Floors 1.11-Factor X Area UA instructions R-30 0.029 F 446 12.75 Below Grade Walls [see Ratim 11 U-Factor X Area IJA Inttructons No Below Grade Walls in this piojecL 0.028 Slab Below Grade fsee Fivure v F-Factor X Length UA Instructions No Slab Below Grade in this project. W 0.303 Slab on Grade Is" F4� 1.) F-Factor X Length UA Instructionu No Slab on Grade in this project Location of Ducts Instructions Duct Leakage Coefficient unconditioned space -W 1.10 Sum of UA 189.45 Envelope Heat Load 8,715 Btu I Hour Figure I Surnof UAXAT Air Leakage Heat Load 5,841 Btu I Hour VOILHWX 0.6XATX.018 Above Gmde Building Design Heat Load 14,556 Btu i Hour Air Leakage - Envelope Heat Loss Building and Duct Heat Load 16,011 Btu/Hour Ducts in unconditioned space Surn of Building Heat Loss X 1, 10 Ducts in conditioned spaw Sum of Bwkfing Heat Low X I Maximum Heat Equipment Output 22,416 Btu/ Hour Building and Duct Heat Loss X 1� 40 for Forced Air Furnace Building and Duct Heat Loss X 1. 25 for Heat Pump (07AIIIJ3) `�'?rescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information HALL RESIDENCE H2D ARCHITECTURE + DESIGN 8802 217TH ST SW 23020 EDMONDS WAY #113 EDMONDS, WA 98026 EDMONDS, WA 98020 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Glimate Zones R-Value� 1-11-Factor Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCD,'-' n/a n/a Ceilingk 44 0-026 Wood Frame Wall"' 21 int 0�056 Mass Wall R-Value' 21/21n 0.056 Floor ......................................... . . 7 30 0.029 Below Grade Wall' 10/15/21 int + TB 0.042 1SIab' R-Value & Depth 10, 2 ft n/a *Table R402. 1 � 1 and Table R402.1.3 Footnotes included on Page 2. Date JAN 15 2919 DEVELOPMENT SERVICES C=ffER �Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits F-1 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. E12. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. n3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope lb 1.0 Ic Efficient Building Envelope 1c 2.0 Id Efficient Building Envelope ld O�5 2a Air Leakage Control and Efficient Ventilation 2a 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 3b High Efficiency HVAC ib 1.0 3c High Efficiency HVAG 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 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy O�5 Cl 1:1 F El F-1 F� 0.5 1.0 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions 1 For SI: 1 foot.= 304.8 mm, ci.= continuous insulation, int.= intermediate framing. ' R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. '713" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See 11402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. 6 Reserved. h Reserved. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. i Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. I Reserved. M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. 4 r Harriott Valentine Engineers Inc. STRUCTURAL CALCULATIONS Project: Whitehead Remodel 8802 217th St. SW Edmonds WA, 98026 Architect: H2D Architecture + Design 23020 Edmonds Way #113 Edmonds, WA 98020 tel. 206-542-3734 Structural Engineer: Harriott Valentine Engineers, Inc, 1932 First Avenue, Suite 720 Seattle, WA 98101 tel. 206-624-4760 29 a i9 12117119 DEC 19 2019 BUILDING DEPARTMENT ary OF EDMONDS 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 12113/2019 tel. 206-624-4760 1 fax 447-6971 ao (4 Page _ of _ Harriott Valentine Engineers Inc. SECTION 1: GENERAL 1932 First Avenue, Suite 720 Seatfie, Washington 98101-2447 2018-12-13 tel. 206-624-4760 1 fax 447-6971 Page _ of _ Harriott Valentine Engineers Inc. CRITERIA Gravity roof dead asphalt shingles 1/2" plywood R30 insulation Prefab Trusses 5/8" gyp. wallboard slope factor miscellaneous total dead + live walls @ existing house 8" CMU grouted @ 48" oc 4" brick veneer 2x6 @ 16"oc R21 insulation 1/2" gyp, wallboard i-niscellaneOLIS floor @ addition 3/4" hardwood 3/4" plywood sheathing 2x8 @ 16" oc miscellaneous total dead + live 2�5 1�5 1.2 5.0 2.8 0.9 0.1 1% 14.0 psf 39.0 psf live snow 25�O psf 38.0 39.0 1.7 0.8 2.2 1, 3 pSf 2% 83.0 3.0 2.3 2.2 2.5 25% 10.0 psf 50.0 psf live residential 40 psf 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 1211312019 tel 206-6244760 1 fax 447-6971 Page _ of _ Harriott Valentine Engineers Inc. Lateral wind wind importance factor 1.0 mph basic wind speed 110 wind exposure B topographical factor (Kzt) 1.38 seismic seismic importance factor 1.0 0 latitude 47.802 0 longitude -122.352 g mapped spectral response 1.267 accel. at short periods (Ss) seismic design category D response modification factor (R) 6.5 (from USGS) 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 12113/2019 let 206-624-4760 1 fax 447-6971 Page _ of Design Maps Summary Report https:Hprod02-earthquake.cr.Lisus.gov/designmaps/us/sumiiiary.php C, E,= Design Maps Summary Report User —Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.802260N, 122.35232OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III TKU MIIMI'W� cokv C)RT PORTOANDLE �,k*nnw Al Eftokko TO Jk 76da ta'' V RES EPVA r�e in USGS—Provided Output Ss = 1.267 g Sms = 1.267 g Sos = 0.844 g S, = 0.495 g Sm, = 0.745 g So, = 0.497 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NtCE,t Response Spectrum 1.43 I � 4 I 1�3' 1 A' I 4L' 10" ZA'� Pcrkid, T isto .4� .36 Design Response Spectrum ";4' 1 ".' 1'3L� I 'P' I f, � I Pci*W, T Ism) .... . ..... . ... .... Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. I of I IMIR-11-111 1;.CQ Harriott Valentine Engineers Inc. CRITERIA Gravity roof dead asphalt shingles 1/2" plywood R30 insulation Prefab Trusses 5/8" gyp. wallboard slope factor miscellaneous total dead + live walls @ existing house 8" CMU grouted @ 48" oc 4" brick veneer 2x6 @ 16"oc R21 insulation 1/2" gyp, wallboard miscellaneous floor @ addition 3/4" hardwood 3/4" plywood sheathing 2x8 @ 16" oc miscellaneous total dead + live 2.5 1.5 1.2 5.0 2.8 0.9 O'l 1% 14.0 psf 39.0 psf live snow 25.0 psf 38,0 MO 1.7 0.8 2.2 1.3 pSf 2% 83.0 3.0 2.3 2.2 2.525% 10.0 psf 50.0 psf live residential 40 psf 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 12/13/2019 tel 206-624-4760 1 fax 447-6971 Page _ of _ Harriott Valentine Engineers Inc. Lateral wind wind importance factor 1.0 mph basic wind speed 110 wind exposure B topographical factor (Kzt) 1�38 seismic seismic importance factor 1.0 0 latitude 47.802 0 longitude -122.352 g mapped spectral response 1267 accel. at short periods (Ss) seismic design category D response modification factor (R) 6.5 (from USGS) 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 12113/2019 tel 206-624-4760 1 fax 447-6971 Page — of — Harriott Valentine Engineers Inc. SECTION 2: FRAMING 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 2018-12-13 tel. 206-624-4760 1 fax 447-6971 Page _ of _ (f, i 91 . ... ... ................ .. If So -- - - - - - - - - - - - - - - - - GARAGE LXF an 0, ns /t/ 3 LIVING BEDROOM CL.or HALL mkl%vooro 0 S ir z e SvXmp LVSIW.l .9 f-0. M. BEDROOM :z I BA-M 2 KITCHEN 'I M. CLO Q;DiiARDAWD PW X-1 z'L', EXISID6 1175T 61 1 (b Harriott Valentine Engineers Inc. SECTION 3: LATERAL 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 2018-12-13 tel. 206-624-4760 1 fax 447-6971 Page _ of _ Harriott Valentine Engineers Inc. SEISMIC DESIGN ASCE 7-10 Equivalent Lateral Force Procedure Occupancy Category Seismic Design Category Importance Factor Site Class Ss S1 Fa Fv Ct X hn Sms = Fa*Ss Smi = Fv*S1 SDs = (2/3)*Sms SD1 = (2/3)*Smi Period Ta = Ct*h nAX To Ts Sa 11 Table 1-1 D Table 11 �6-1 1,00 Table 11.5-1 D Table 20.3-1 126,70 %g (from USGS Seismic Hazard Curves, 2008 data) 49.50 %g (from USGS Seismic Hazard Curves, 2008 data) 1.00 Table 11.4-1 1.50 Table 11.4-2 0,02 Table 12.8-2 0.75 Table 12.8-2 13.33 feet (height to highest level) 1.2670 Eq. 11.4-1 0.7425 Eq. 11.4-2 0,8447 g Eq. 11.4-3 0,4950 g Eq. 11.4-4 0.1395 s Eq. 12.8-7 0.1172 s per section 11.4.5 0.5860 s per section 11.4.5 O�8447 g per section 11.4.5 R &5 Table 12.2-1 no 2.5 Table 12.2-1 Cd 4 Table 12.2-1 Section 9.5.5 ok? Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs 0.1299 Eq. 12.8-2 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 let. 206-624-4760 1 fax 447-6971 2018-12-14 Page _ of _ Harriott Valentine Engineers Inc. WIND DESIGN ASCE 7-10 Simplified Envelope Method (Chapter 28) ps = Kztl ps3o Part of Figure 28.6-1 - Adjustment Factor for Building Height and Exposure, ., Mean Roof Height Exposure (ft) B =C 15 1.00 1 1,21 1 1,47- 16 1.00 1.23 1.49 17 1.00 1,24 1.50 18 1.00 1.26 1.52 1 19 1.00 1.27 1.53 20 1.00 1,29 1,55 21 1.00 _-T _30 1.56 2 �__ 0 _0 .31 1.57 23 1.66--7�3-3 1.59 24 1.00 34 1.60 25 1.00 1 35 1.61 26 1.00 1.36 _7�6_2 27 1.00 1.37 1.63 28 1.00 1.38 1 1.641 29 1.00 1.39 1.65 30 1,00 1,40 1.66 Part of Figure 28.6-1 - Method 2 Desian Wind Presqtjrp nein I = adjustment factor 1,00 I =importance factor= 1,00 Kzt = topographic factor 1 67 Zone Computation a = 10% of least horizorW dimension or 0.4 x h, whichever is smaller, but not less than either 4% of least horizontal dimen- sion or 3 feet, W 26.00 ft x O.'� = h 10. 50 ft X 0.4 = W 26,00 ft x 0.04 a = 3.00 ft 2a 6.00 ft Zone B - end zone of roof Zone A - end zone of wall Zone D - interior zone of roof Zone C - interior zone of wall Basic Speed 1koof Angle Roof Pitch Horizontal Pressures (P A B C D 110 0 to 5 flat 19.2 _10,0 127 -5,9 10 2- 21.6 -9.0 14.4 -5.2 15 3 24.1 -8.0 16.0 -4.6 20 4 26.6 -TO 17.7 -3-9 25 -to45 6 24� 1 19 . 17.4 4-0 7 to 12 2-1.6 14.8 17.2 1 11.8 Desion Wind Pressure. ns Basic Speed Roof Angle Roof Pitch Horizontal Pressures (psf) A C D 0 to 5 flat 321 -16.7 21 �2 -9.9 10 2 36.1 -15.0 24.0 -8.7 110 15 3 40.2 -13.4 26-7 -7.7 20 4 44.4 -11.7 29.6 -6.5 25 6 40.2 1 6.5 29.1 U 30 to 45 7 to 27 36.1 1 24.7 2&7 19.7 2.60 ft 4.20 ft 1,04 ft 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 2018-12-14 tel 206-624-4760 1 fax 447-6971 Page - of - Harriott Valentine Engineers Inc. A rc1rL ( ' 2- 16 F. 'Op -�-' 13-30 f 2- 0-70 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 Harriott Valentine Engineers Inc. -3. g' �" - t —___ "' r, q, / we 5i� wl 5 Q 1_2 rip- �'0411w) C 19. t T.' /x 47 f4)( -P. c/4-ot,.t,� 2- 3-9 JP6 (/j -=- �_)_!:�'q F" wv 0 C' / i 'q /f/ p " -/ I-) /:"-, "-/ P) 01. 1., 2-)l helt ? -&y,� Ct L WI,))12- 1�' P_�V_C' walt If , ke, (04 W) 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 VA h C(k tel. 206 624 4760 1 fax 447 6971 Harriott Valentine Engineers Inc. :5hc ct r' woli L-c--, ,r . r, I- L /f/0 r-7'h VV'a It L (' I'N C, A/ _--1-2 � 1/) 4 /t/—:�' — 1 -7 -5 17" 'A qctA,-,,j 8� 1--;> L TZ /tl\ f�T 7 0 I'l q1"fj ka = ", , �T I-) . L-/ p ( �- V el, 11 T�'fL- -: i,\) 1 � 3 .7; -7 ) 0: T// zu it, DT/A - 0 q 5- 0 A (K oq k 1�)( I �, 2 o-r/vk 4 - (.6 Pi- I,-/ fZ- 1A '� �-5'1 T f — Ito '- i 111 '/1 �? 0 '? q t� 1932 First Avenue, Suite 720 tyr/� Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 Dec — Harriott Valentine Engineers Inc. Vw"L;,( 53 7 cylt� ........ . eD - U,3-9- fil;� ft— -7 0 We, TIPC YA!, 07-;'v\ 0. C)T/vk --7 F W , Ll 3,?-B I �7 V1 TH - 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 1A)j) tel. 206 624 4760 1 fax 447 6971 Harriott Valentine Engineers Inc. &C"(- mot VIOU57- �)OV2-- VplJT '�. I r, 3:7-"S-3 �f� lz�-1:51 I's 13 \-) ' ( ) to ly 1h. r p r-') Y" \1 '�� ('k 1932 First Avenue, Suite 720 4-c- kct Seattle, Washington 98101-2447 tel. 206 624 4760 1 fax 447 6971 Harriott Valentine Engineers Inc. SECTION 4: FOUNDATION 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 2018-12-13 tel. 206-624-4760 1 fax 447-6971 Page _ of _ E=Anchor DesignerTl" Software Version 2,6.6794.66 I.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB H Diameter (inch): 0.625 Effective Embedment depth, ho (inch): 5.000 Anchor category'. - Anchor ductility: Yes h n (inch): 7.13 Cmen (inch): 1.38 S�In (inch): 2.50 Company: I Date: 11211612019 Engineer. Page: 11/5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: PAB Pro -Assembled Anchor Bolt - PAB5H (5/8"121) Project descriptiow HDU5 Cast -in Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, fc (psi): 2500 4)�,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear. No Ignore 6do requirement: Yes Build-up grout pad: No ... .. ...... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com Anchor DesignerTm Software Version 2.6.6794.66 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 3783 Vuax 11b]: 0 Way jib): 0 <Figure 1> X 0 1b Company: ::��i 2/1612019 Engineer: Page: 12/5 Project: Address: Phone* tE-7m a i L' z 3783 lb I 3.00 3,00 --- Gib 24.00 Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 3irr.r. -.c,n Svel-i - -3 - T - Gui n par ; .1 1 , 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www,strongtie.com 'U1;&-19JOE Anchor Designer TM Software Version 2.6.6794.66 <Figure 2> Company: jDate: 112/16/2019 Engineer: I Page: 1315 Project: Address: Phone- FE-maT Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560,9000 Fax: 925.847.3871 www.strongUe.com Anchor Designer TM Software Version 2.6.6794.66 Company: Date: 112/16/2019 Engineer: I Page: 14/5 Project:_ Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, %� (lb) Vu.� (lb) VURY (lb) -'/(VUU)4(Vu.y)1 (lb) 1 37810 0.0 0.0 0.0 Sum 3783.0 0.0 0.0 0.0 Maximum concrete compression strain (0/6): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3783 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec, Q.5.11) Nsa (1b) 0 ^9 (lb) 27120 0.75 20340 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb = k,;..�f.hal I (Eq. D-6) kc )a Fc (psi) he (in) Nb (lb) 24.0 1.00 2500 5.000 13416 ONcb = 0 (AYc1Aavca)%"ed.mY1c,0vcp.NNb (Sec, D.4.1 & Eq. D-3) ANc (in 2) AN,. (in') c.,.o (in) 'P.d.N W.:,N Y�Pv Nh (lb) 0 ONcb (lb) 100.50 225.00 3.00 0.820 1.25 1,000 13416 0.70 4300 6. Pullout Strength of Anchor in Tension (See. D.5.31 ONpn = O'Pc.pNp = �KPI]lAbr9rc (Sec, D.4.1, Eq. D-13 & D-14) T', P Abg (in 2) F� (psi) 0 OiYp� (I b) 1.4 2.10 2500 0.70 41121 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. !"—n ;1, 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.B47.3871 www.strongtie.com Anchor Designer TM Software Version 2.6.6794.66 Company: Date: 12116/2019 Engineer: Page: 515 Project: Address: Phone: rE 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N�. (lb) Design Strength, o% (lb) Ratio Status Steel 3783 20340 0.19 Pass Concrete breakout 3783 4300 0.88 Pass (Governs) Pullout 3783 41121 0.09 Pass PABSH (5/8"0) with hef = 5.000 Inch meets the selected design criteria. 12. Warnincis - Minimum spacing and edge distance requirement of Eida per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. T 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone-, 925.560.9000 Fax: 925,847.3871 www.strongtie.com Anchor DesignerT11 Software Version 2.6.6794.67 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design mothod:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 12.500 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes h�;n (inch): 15.63 c.. (inch): 27.54 C�A (inch): 1.75 Sml� (inch): 3.00 Recommended Anchor Anchor Name: SET-XPO - SET-XP wl 5/8"0 F1 554 Gr. 36 Code Report: [CC -ES ESR-2608 ME] Company: Date: 12/1612019 Engineer: Page: 1/5 Project: Address: Phone- rE-maiV' Project description: HDU4 Epoxy Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, f � (psi): 2500 4)c,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection! Continuous Temperature range, Short/Long: 110/75*F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 7,0 u, :-, 31('�:, - 1, :�, 5956W. Las Positas Boulevard Pleasanton. CA94588 Phone: 925.660.9000 Fax:925,847.3871 wArw.stronglie.comr Anchor Designer"m Software Version 2.6.6794.67 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [1b]: 2783 V... [lb]: 0 VUaY [lb]: 0 <Figure 1> z 01b X Company; Date: 112/16/2019 Engineer: Page: 1215 Project: Address: Phone: r&-mail,l 2783 lb I 3.00 3.00 Olb i Y 24.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 3-'n- - n S'n I '. - 5956 W. Los Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 225.847.3871 www.strongtie.com Anchor DesignerTm Software Version 2.6.6794.67 <Figure 2> Company: I Date: J�/261 9 Engineer: I Page: 13/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S�a— 5956 W Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 2.6.6794.67 Company: ate: 112116/20119 Engineer: Page: 14/5 Project: Address: Phone: �E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, &,, (lb) V... (lb) Way (lb) N(Vuax)2+(Vu,,y)2 (lb) 1 27810 0.0 0.0 0.0 Sum 2783,0 0.0 0.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2783 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, &N� (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. D.5.1 N.. (lb) (lb) 13110 0.75 9833 5. Concrete Breakout Strenqth of Anchor in Tension (Sec. D.5.2) Nb = k,)..vF�h.il 5 (Eq, D-6) kc Aa f� (psi) h.f (in) Nb (lb) 24.0 1.00 2500 12.500 53033 ON,b = 0 (ANc1AN�)Wed.NY1c.NV-1�p.NNb (Sec. D.4.1 & Eq. D-3) ANc (in 2) ANco (in 2) c.,.i. (in) PedN 'PC, N SP.,v Nb (lb) 0 ONcb (1b) 225.00 1406.25 3.00 0.748 1.00 0.681 53033 0.65 2808 6. Adhesive Stren_qth of Anchor in Tension (Sec. D.5.5) A.uncr = rk,unafshott-laimKsal rk.V�Cl (psi) fshfi-fe- Ksai rk..�, (Psi) 2046 1.00 1.00 2046 Nb. r.-zrdh&(Eq. D-22) ) a r.- (psi) d. (in) kf (in) Nb. (lb) 1.00 2046 0.63 12.500 50216 ^ = 0 (ANalANno)Tedwa TcpwaNb. (Sec. D.4.1 & Eq. 0-18) AN. (in 2) Aivo (in') cm, (in) ca,.ift (in) %dpa VCP'Na Nb. (lb) 0 ON. (lb) 102.29 290.63 8.52 3.00 0.806 0.309 50216 0.65 2864 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956W. Las Positas Boulevard Pleasanton, CA94588 Phone: 925.560.9000 Fax:925.847.3871 www.strongtie.corn Anchor Designer TM Software Version 2.6.6794.67 Company: JDate: 112/1612019 Engineer: Page: 15/5 Project: Address: Phone: E-I,, F M�7 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.717 Tension Factored Load, N�. (lb) Design Strength, oNn (lb) Ratio Status Steel 2783 9833 0.28 Pass Concrete breakout 2783 2808 0.99 Pass (Governs) Adhesive 2783 2864 0.97 Pass SET-XP w/ 518"0 F1554 Gr. 36 with hef = 12.500 inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ]CC -ES ESR-2508 Section 5.3. - This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4. Designer must exercise judgement to determine if this design is suitable. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in -place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. ;r -"t . '>7 -�'i ili� 'r, :1 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software &7�77 'K\\7'7R'\7fl Version 2.6.6794.68 I.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: Company: Date: Engineer* Page: 11/5 Project: Address: Phone. E-mail: Project description: HDU4 Cast in Location: Fastening descriptiow 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 24.00 State: Uncracked Anchor Information: Compressive strength, 17, (psi): 2500 Anchor type: Cast -in -place 4)�'v: 1.0 Material: AB Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, he (inch): 4.000 Reinforcement provided at comers: No Anchor category, - Ignore concrete breakout in tension: No Anchor ductility: Yes Ignore concrete breakout in shear: No hr�m (inch): 6.13 Ignore 6do requirement: Yes C,K,� (inch): 1,38 Build-up grout pad: No S.i. (inch): 2.50 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8"0) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S"'nP5,A) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax; 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.6.6794.68 Load and Geometry Load factor source. ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: N�� [1b]: 2783 Wax [lb): 0 VURY [1b]; 0 <Figure 1> 0 1b Company: I Date: 112/16/2019 Engineer: I Page: 12/5 Project-, Address: Phone: E-mail: 2783 lb I 3.00 3.00 444� 0 1b 24X0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 3.;w:s,�n Sir-,no-T.a C --rar�, 1. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 %,Avw.strongtie.com Anchor Designer TM Version 2.6.6794.68 <Figure 2> Company: I Date: 112/1612019 Engineer: I Page: 1315 Project: Address: Phone: rE maiV Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. 3z-t, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847.3871 www.stronglie.com Anchor Designer TM Software Version 2.6.6794.68 Company: —��12/16/2019 Engineer: Page: 14/5 Project: Address: Phone: TE-mall, 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nun (lb) W. (lb) VUSY (I b) q(V...)1+(V.�y)2 (lb) 1 2783.0 0�0 0.0 0.0 Sum 2783.0 0,0 0.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2783 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 4. Steel Strength of Anchor in Tension (See. Q.5.1) Nsa (1b) 0 ON," (I b) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (See. D.5.21 Nb = k,)..� , f�ha` (Eq. D-6) kc 20 rc (psi) Nf (in) Nb (lb) 24.0 1.00 2500 4.000 9600 ONcb = 0 Om�l Anw) Yled.m 7'cjv Yl�p.NNb (Sec. D.4.1 & Eq. D-3) AN, (in2) Am. (in 2) c�,.i� (in) %dA PC"V KPN Nb (lb) 0 ONo (1b) 82.50 144.00 3.00 0.850 1.25 1.000 9600 0.70 4091 6. Pullout Strenath of Anchor in Tension (See. D.5.31 ^� = �'PcpNp = OP�.PBAwgf� (Sec. 0.4.1, Eq. D-13 & 0-14) we. P A&g (0) f, (psi) 0 ONp. (lb) 1.4 2.10 2500 OJO 41121 .......... ... .... .. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 YAvw.s1rongtie.com Anchor Designer TM Software Version 2.6.6794.68 Company: JDate: 112/16/2019 Engineer: Page: 15/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (See. D.7)? Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 2783 9825 0.28 Pass Concrete breakout 2783 4091 0.68 Pass (Governs) Pullout 2783 41121 0.07 Pass PA135 (5/8"0) with hef = 4.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.B.1 and D.8.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. , '31, .� ' .' G. , , 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com Anchor Designer T11 Software Version 2.6.6794.70 I.Proiect information Company: I Date: 112/16/2019 Engineer: Page: 11/5 Project: Address: Phone: rE-m Customer company: Project description: HDU2 Cast in Customer contact name: Customer e-mail: Location: Comment: Fastening description: 2. InDut Data & Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 24.00 State: Uncracked Anchor Information: Compressive strength, f. (psi): 2500 Anchor type: Cast -In -place 4),v: 1.0 Material: AB Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, hes (inch): 4.000 Reinforcement provided at comers: No Anchor category: - Ignore concrete breakout in tension: No Anchor ductility: Yes Ignore concrete breakout in shear: No h�;n (inch): 6.13 Ignore 6do requirement: Yes C�zn (inch): 1.38 Build-up grout pad: No S.;� (inch): 2.50 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8"0) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 2.6.6794.70 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 1341 V... [lb]: 0 V..y [1b]: 0 <Figure 1> X 01b Company: �Date. 12/16/2019 Engineer: Page: 2/5 Project: Address: Phone: P 1341 lb I 3.00 3.00 4%�� 0 1b 74.00 Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer T11 o ware Version 2.6.6794.70 <Figure 2> Company: 2116/2019 Engineer: I Page: 1315 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer"I" Version 2.6.6794.70 Company: I Date: 11211612019 Engineer: Page: 14/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, NVII (lb) V..� (lb) Vtlay (lb) %'(VUaX)'+(Vuay )2 (lb) 1 1341.0 0.0 0.0 0.0 Sum 1341.0 U 0.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1341 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. D.5.11) N�. (lb) 0 ON,� (I b) 13100 0,75 9825 5. Concrete Breakout Strength of Anchor in Tension (See, D.5.2) Nb = k�)..�fk,'-s (Eq. D-6) kc 23 fc (psi) hf (in) Nb (lb) 24.0 1.00 2500 4.000 9600 ONCb = 0 (Amcl&w)�'ed.NY'�,NY'�P,NNb (Sec. D.4.1 & Eq. D-3) ANc (in') Am. (in 2) ca.min (in) VedN V'C'N �"P.N Nb (113) 0 Okb (I b) 82.50 144.00 3.00 0.850 1.25 1.000 9600 0.70 4091 6. Pullout Strength of Anchor in Tension (Sec. D.5 Qj ONpn = O'Pc.PNP = OPcAA&gr� (Sec. D.4.1, Eq. D-13 & D-14) WC'P Awy (W) f� (psi) 0 ONpn (I b) 1.4 2.10 2500 0.70 41121 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Version 2.6.6794.70 Company:, ::�� 12/1612019 Engineer: I Page: 15/5 Project: Address: Phone: rE-mWil: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Ni,. (lb) Design Strength, oN. (lb) Ratio Status Steel 1341 9825 0.14 Pass Concrete breakout 1341 4091 0,33 Pass (Governs) Pullout 1341 41121 0.03 Pass PABS (518"0) with hef = 4.000 Inch meets the selected design criteria, 12. Warnings - Minimum spacing and edge distance requirement of 6da perACI 318 Sections D.8.1 and D.8.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. �;-,il 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.Gom Anchor Designer TM . . . . . . . . . . . . . Software Version 2.6.6794.71 I.Proiect Information Customer company: Customer contact name: Customer e-mail: Comment: Company: I Date: 112/16/2019 Engineer: Page: 11/5 Project: Address: Phone: Project description: HDU2 Cast in Location: Fastening description: 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 24.00 State: Uncracked Anchor Information: Compressive strength, f. (psi): 2500 Anchor type: Bonded anchor 4),:,v: 1.0 Material: F1 554 Grade 36 Reinforcement condition: B tension, 8 shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, he (inch): 5.000 Reinforcement provided at comers: No Code report: ]CC -ES ESR-2508 Ignore concrete breakout in tension: No Anchor category- - Ignore concrete breakout in shear: No Anchor ductility: Yes Hole condition: Dry concrete h�tn (inch): 8.13 Inspection: Continuous c., (inch): 7.58 Temperature range, Short/Long: 11Of75*F C.i. (inch): 1.75 Ignore 6do requirement: Not applicable Smin (inch): 3.00 Build-up grout pad: No Recommended Anchor Anchor Name: SET-XPO - SET-XP W/ 5/8"0 F1 554 Gr. 36 Code Report: ICC-ES ESR-2508 ___ - --------- ------- .. .. ... ...... .. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 3,mmscn Strcng-T'I'a icnnpav� inc 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www. strong fie.com Anchor Designer"m M, 21, R Software M I I r, Version 2.6.6794.71 Load and Geometry Load factor source: AGI 318 Section 9.2 Load combination: not set Seismic design. No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: N.. [lb]: 1341 V.. [1b]: 0 Vuay [lb]: 0 <Figure 1> z 0 1b Company: I Date: 112/1612019 Engineer: Page: 12/5 Project: Address: Phone: E-mail: 1341 1b I 3.00 3.00 4%%Z4410' Olb Y 24.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Siroro-Tze Ccm-pan-i 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Mjn�g, Version 2.6.6794.71 <Figure 2> Company: I Date: 112/16/2019 Engineer: I Page: 1315 Project: Address: Phone: [—E-m—ail-1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. smn'.4'w 5z'C'f-'j- T:e �nn 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com jW"'M611190 Anchor DesignerTm [1111�tl' 7 Software Version 2.6.6794.71 Company: �16/20119 Engineer: I Page: 1415 Project: Address: Phone: FE-m�il: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.� (lb) Wax (lb) V.8y (lb) N1(V..�)1+(V..y)1 (lb) 1 1341.0 0.0 0.0 0.0 Sum 1341.0 0.0 0.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1341 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00 Eccentricity of resultant tension forces in y-axis, Wny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. D.5.1) N�� (lb) 0 ^. (lb) 13110 0.75 9833 5. Concrete Breakout Strenalth of Anchor In Tension (Sec. D.5.2 Nb = W..-,If.he 1-6 (Eq. D-6) kc fc (psi) h.f (in) Nb (lb) 24,0 1.00 2500 5.000 13416 ONCb = 0 (AN�lAtico)'Peo,.NVI,.mYIcp,NNb (Sec. D.4.1 & Eq. D-3) AN� (in') An- (in2) c...,-� (in) YD d, N V"C' N Nb (lb) 0 ^b (lb) 90.00 225.00 3.00 0.820 1.00 0.989 13416 0.65 2830 6. Adhesive Strength of Anchor in Tension (Sec. D.5.5) � MoActfshoa-lo-Ksat (psi) f3hod-tem Ksat rkuur (psi) 2046 1.00 1.00 2046 Nt. )L.r.w;rd.h.t (Eq. D-22) ).a -r-c' (psi) d. (in) h.f (in) Nb� (lb) 1.00 2046 0.63 5.000 20087 ON. = 0 (AunlAivao)Y'adwa TcpN*Nft (Sec. DA.1 & Eq. D-18) Aiv. (in 2) Amo (in 2) cNa (in) c.,�m (in) V'QdN8 VCP.N. Nb. (lb) 0 ON. (lb) 102.29 290.63 8.52 3.00 0.806 1,000 20087 0.65 3702 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA94588 Phone: 925.560.9000 Fax:925.847.3871 www.stronglie.coin U Anchor Designer"m I 1�1� �LVI�'ll,�,,�l",�,�,�ll,�-""\�,,'\\�\",\,-\%X�', Software Version 2.6.6794.71 2, 01" �1-1 QD Company: 12/16/2019 Engineer: Page: 15/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.71? Tension Factored Load, N., (lb) Design Strength, oN� (lb) Ratio Status Steel 1341 9833 0.14 Pass Concrete breakout 1341 2830 0.47 Pass (Governs) Adhesive 1341 3702 0.36 Pass SET-XP wl 518"0 F1554 Gr. 36 with hef = 5.000 Inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - This temperature range is currently outside the scope of ACI 318-14/-1 1 and ACI 355.4. Designer must exercise judgement to determine if this design is suitable. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 13.8,11 and D.8.2 for torqued cast -in -place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwr.strongtie.com - - SS - - - SS - - - SS - - - SS �_ - - S -- - - - - - - - - - 6&7 -- - - - - - - - - - --- - - - W_W_W_W EX CUR13/GUTTEP EX CUPD �LIT FH _1 IL YARD 31 r L - - -EX PEG 0 0 EX PEC SITE PLAN SCALE, I- =ICO EX WATER EX DRIVEWAY EX SS __ - - SS - - - SS ------------- vv - ___ vv - W -H ST. S.W. N89o34'25"W PL=140.00 --------------- EX C MNE _r HI Y 7TH ST SW EXISTING S.F.R. INTERIOR REMODEL 114 SF APP1I`ION EXISTING, CONCRETE PATIO ON GRAPE DEC ECX, PEC 0-1 FX Ex DEC EX QEC N89 3'54"W'' L-I IMPERVIOUS SURFACE EXISTING HOUSE & POPE 1,590.5 5F EXISTING DRIVEWAY & APRON 5�7 2 SF EXISTING CONCRETE rA11O ON GRAPE 973.5 SF EXISTING UW"ERFP WALKWAY 5.7 SF EXISTING SHED & ROOF 239.9 5F TOTAL EXISTING IMPERVIOUS SURFACE: 5,67b.v bt- PPOP05EP NEW ADDITION & ROOF 135.3 SF TOTAL NEW & PEPLACEP IMPERVIOUS SURFACE: 135.3 SF TOTAL PROPOSED EX & NEW IMPERVIOUS SURFACE: 3812.1 SF I DATUM POINT (91) EX15TING :2 1 SIDE SEWER MA"40LE - 7� S - - - Ss - - - SS _. - _i_ -- - - - - - - - - - - - - - - s W I W-w k N' - - - - - - - - - - - - - p 'i9E ADDITION (114 5F) U ca r YARD RO OSEP FRONT YARD 0 APPITION z 3: EX 5HEP DEMO OR RELOCATE EXISTING WOOD FENCE. OWNERTOCONFIFM I? LOT COVERAGE EXISTING HOUSE/GAFAGE 1.565 SF EXISTING 5HEP 1&2 SF EXISTING COVERED POPCH 68 SF TOTAL EXISTING LOT COVERAGE: 1,818 5F PROPOSED NEW ADDITION +114 SF !�AL,F,ROFOSED LOT COVERAGE: 1932 5F I ALLOW LOT COVERAGE: 9=2 5F X 35% = 3,354.2 5F OK OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE OWNERICONTRACTOR RESPONSIBLE FOR LOCATING ALL ON -SITE UTILITIES. RELOCArION/RE%ASION TO ANY UTILITIES MAY REQUIRE SEPARATE PERMIT ,I =r�oaw/r a 'I �1808 elI cf..�. penri W A6 BUIL I - MAIN FLOOR 5CALE 1/8 - 1 0 (b AVERAGE GRADE CORNER POINT I ELEVATION A J±294' 13 4315 C 431.5' AVERAGE GFAOE 429.,V = 4W.6 MAX HEIGHT = 4555 EXHE,1GH1 = 443.7 OK (, AIGE PFOPOSEP) Uj `0 T11 N Zone� &-� Corner)� -la&, Setbacks Required Actual - 131 Front Sides Rear Other Height GENERALNOTES PROJECT INFORMATION THESE DRAWINGS ARE THE PROPERTY OF H2P, ULG. ANY REPRODUCTIONS MUST BE AUTHORIZED BY THE ARCHITECT AND MUST BEAR THE PROJECT OWNER ERIC AND ALICIA HALL NAME OF THE ARCHITECT. 91 COPYRIGHT 2019 BY H2P. LLC. THESE DRAWINGS ARE PROTECTED SY FEDEM AND STATE COPYRIGHT 8002 217TH 5T 5W LAWS. EPMONDS WA 98026 1* -CONSTRUCTION To CONFORM TO THE 2015 INTERNATIONAL RESIDENTIAL CODE (IPC)L WASHINGTON STATE LAWS AND FEGULATON5, PROJECT APOHITECT- HEIPI HELGESON CURRENT WASHINGTON STATE PE51PENTIAL ENERGY CODE AND VARIOUS CODES IMPOSED BY LOCAL AUTHORME5. PROJECT DESIGNER: USA M0NrALYO -A SEPARATE PERMIT MAY DE REQUIRED FOP, PLUMBING, ELECTRICAL. AND/OP MECHANICAL WORK AS APPLICABLE H2D ARCHITECTURE , PESIGN -A COPY OF THE APPROVED PERMIT PLANS MUST DE ON THE JOB SITE DURING CONSTRUCTION. 23020 EDMONDS WAY. #113 2. -ONSIBILITY, EDMONDS. WA 9SO20 _FRIOR TO CONSTRUCTION, THE CONTRA is ro VERIFY ALL P1MEN5TON5 AND STRUCTURAL MEMDER SIZES. -PO NOT SCALE COMACT DOCUMENTS. STRUCTUPAL ENGINEER: 7OPP FISHER. P.E_ 4F ANY DISCREPANCIES IN THE DRAWINGS OR FROM THE CODES ARE NOTED. ARCHITECT 15 TO BE NOTIFIED IMMEDIATELY. HARRIOTTVALENTINF ENGINEERS. INC. -ALL CHANGES MADE BY THE CONTRACTOR SHALL 13E SUBMITTED IN WRMHG TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR 1932 FIRST AVENJE, SUITE 720 APPROVAL PRIOR TO CONSTRUCTION 5EArftF- WA 95101 _THE ARCHITECT SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS. 206-624-4760 SAFETY PRECAUTIONS, ACTS OR OMISSIONS OR PERFORMANCE OF IHE CONTRACTOR. _CONTRACTOR SHALL BE PE5FONS1DUE FOR THE PERFORMANCE AND WEATHERPROOFING OF 11E ENTIFE BUILDING, ITS COMPONEN r EQUIPMENT, AND PARTS. PROJECT DESCRIPTION, -ALL STRUCTURAL 5Y5TEM5 SUCH AS WOOD TRU55ES WHICH APE TO 13E COMP05EP OF COMPONENTS TO SE FIELD ERECTED SHALL BE SUPERVISED DY THE SUPPLIER DUPING MANUFACTURING, DELIVERY, HANDLING. STORAGE. AND ERFICTION IN ACCORDANCE WITH PROJECT ADDRESS: INSTRUCTIONS PREPARED SY THE SUFFLER. -ALL WORK MUST FOLLOW CURRENr RPP RULES AND REQUIREMENTS AS DEFINED DY THE EPA AND THE STATE OF WASHINGTON. -ALL WASTE AND REFUSE CAUSED IN CONNECTION WITH THE WORK SHALL BE REN40VEP FROM THE PREMISES AND DISPOSED OF BY THE TAX LOT NUMSER: 00602600002000 OONTPACTOF. THE PREM15ES SHALL DE LEFT CLEAR AND CLEAN TO THE SATISFACTION OF THE OWNER. -CONIRACTCR SHALL DESIGN AND INSTALL SHORING AS REQUIRED TO PERFORM WORK. ENGINEERING, CONSTRUCTION AND SAFETY OF LEGAL DESCRIPTION. rYUEP5 TRACTS SILK 000 P-00 LOT 20 THE 5HOPING SHALL DE THE RESPONSIBILITY OF THE CONTRACTOR. 3. SOILS' -FOUNDATION PE51GN 15 BASED ON AN ASSUMED AVERAGE 59L DEARING OF 2,000 PSF OR PER GEOTECHNICAL REPORT. ALL FOI SHALL BE CAST ON UNDISTURBED FIRM NATURAL 5OIL OR COMPACTED SOIL OF 2,000 P5F DEARING CAPACITY AT LEAST T-6 DELOW LAND USE CODE COMPLIANCE STATISTICS LOWEST APJACENf GRADE, AND FREE OF ORGANIC MATERIALS. FOOTING EXCAVATION SHALL DE FREE OF LOOSE SOILS, PEDFIS, AND FREE WATER AT ALL TIME5. THIS OFFICE TAKES NO RE5PONSIDIL[TY IN VERIFYING THE ACCURACY OF ENGNEERING DATA SUPPLIED DY ZONE: R55 OTHERS. 4. ATTIC REQUIREMENTS, -APPLY ROOFING IN AOCI WITH IRC CHAPTER 9. PROVIDE ATTIC VENTILATION AS INDICATED ON DRAWINGS AND As OUTLINED IN IRC LOT COVERAGE- LOT ARE& 9555.2 BE 5EC R506. EXISTING HOUI 1565 5F -THE NET FREE VENTILATING AREA SHALL BE NOT LESS THAN V150 OF THE AREA OF THE SPACE VENTILATED. EXCEPT THAT THE AREA MAY EXISTING SHED. 182 SF EX15TM COVERED PORCH: 13E 11300 PROVIDED AT LEAST 50 PERCENT OF THE REQUIREDVENTILATING, AREA 15 PROVIDED BY VENTILATION LOCATED IN THE UrPER 66 SIF TOTAL E451ING LOT COVERAGE. 1,818 BE PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET A13OVE EAVE OF CORNICE VENTS WITH THE DALAICE OF THE REQUIRED NEW ADPITIOR 679.5 5F VE�MLATIONFROVIPED15YEAVEORCMt4CEVENT5. QRC5ECR&OD� TOTAL PROP05EP LOT COVERAGE 2497.5 SF -ATTIC ACCESS. MINIMUM 22" x W'WITH MINIMUM W'HEADROOK UNOVI5TFUCTEP, READILY ACCESSIDUE OPENING. ]PC SEC R507. ALLOWED LOT COVERAGE-- 95b52 5F X 357. 3554.2 5F.. OK ACCESS DOORS SHALL BE WEATHEFSTRIFFEP AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SUPROUNPIN3 SURFACES. RE7P SETBACK FRONT-. 25 4N ROOMS NOT rPOVIDEP WITH AN OPERABLE WINDOW OF 1.5 50, FT. OR GREATER. A MECHANICAL VENTILATION SYSTEM CAPABLE OF REAR SETBACK: 15, PROVIDING 5 AIR CHANGES PER HOUR SHALL BE PROVIDED. 51M SETSACK_- -VENT DRYER, SATH FANS, AND RANGESIOVEN5 TO THE OUTSIDE AM _VENr FANS SHALL TERMINATE Af THE EXTERIOR OF THE BUILDING, PER IFIC SECTION Mism.3 AND Iw5EcnON 50m FARKI 2 GARAGE PARKING SPACES -INSULATE ALL DUCTS OUr5IDE OF CONPITONED SPACE PER WA STATE ENERGY CODE. PLAMS -KITCHEN RANGE HOODS: RANGE HOOPS CAPADLE OF EXI M51ING MORE THAN 400 GEM RWUIRE MAKE-UP AIR PER TRIP M1503.4. BUILDING 15UILDING HEIGHT LIMIT = 2EY 6. GLAZING: INFOR REFER TO SHEET A2D AND Ap 1 bErAILEP FOR _To DE IN COMPLIANCE WITH IRC 5EC RsOb AND WASHINGTON STATE SAFE rY GLASS LAW. EXCEPTIONS ARE AS OUTLINED IN IRC SEC HEIr Hr INFORMA11ON Rw&. 01v -GLAZING IN LOCATIONS SUBJECT TO HUMAN IMPACT SUCH AS GLASS IN POCIRS. GLAZING WITHIN 2WON EITHER SIDE OF A POOR OPENING, GLAZING CLOSER THAN W TO A FLOOR, SHOWER DOORS AND TUB ENCLOSURES 5RALL BE WIRE REINFORCED. TEMPERED ENERGY CREDIT INFORMATION Jo� GLASS. LAMINATED SAFETY GLA55 OR 5RATTER RESISTANI" PLASTIC. -5UPING, GLA55 POOI TO BE SAFETY GLAZNG. LAMINA rEP OR TEMPERED GLA5s. ENERGY CREDIT FROM WASHINGTON STATE ENERGY CODE TABLE 4062 -SHOWER ENCLOSURES SHALL BE APFROVEP WIRE REINFORCED. TEMPERED OR LAMINATED SAFETY GLA55 OR SHATTER RESISTANT SMALL DWELLING UNIT: ADDITIONS TO EXISTING, DUILDINS, GREATER THAN 5005F OF FLASTIC. Ap HEATED FLOOR 'EA DUT LESS THAN 15005F = 1.5 CREDITS -GLAZW, WITHIN 18" OF FLOOR AND GREATER THAN II LEAST PiMENSION SHALL COMPLY WITH IMPACT LOADS. SEE PLANS. -ALL EXTERIOR WALL GLAZING SHALL BE POJEILE GLAZER UNLESS NOTED OTFEIZVV15F AND COMPLY WITH STATE OF WASHINGTON ENERGY COPE. 5a EFFICIENT R 1EA ' .5 5 ALL UWWAN' P KlTr"MHEO. 51 L USE SHALL BE RATED AT M. GP OR LESS. ALL rHER -EGRESS IN EVERY SLEEPING ROOM SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5-7 SOL Fr. THE MINIMUM NET CLEAR OPENING HEIG1T DIMENSION SHALL 13E 24�'. M114MUM NET CLEAR OPENING WIDTH OF 20'ANP A FINISHED 511-1- HEIGHT NOT MORE THAN 4#'ADOVE A ATED AT 10 GrM OR LESS.M THE FLOOR. IRC SEC P310. 7. ENERGY, 51; EFFICIENT WATER HEMINS.-I. OR GAS. PROFANE, OF OIL WATER -ALL MATERIALS. WORKMANSHIP AND CON15TRUCTION SHALL CONFORM TO IRC REQUIREMENTS AND THE WASHIWTON STATE ENERGY .91 AL 15CFEDT1`5 CODE, LATEST EDITOR VERIFY ALL CONDITIONS BEFORE PROCEEDING WITH WORK CO MPLIANC,- -APPLICATION AND INSTALLATIONS OF INSULATION AND VAPOR DAPPIER5 SHALL COMPLY WITH STATE OF WASHINGTON THERMAL INSULATION STANDARDS. BUILDING, AIR LEAKAGE TESTING, FER 5EC 502.4.5. 15 REQUIRED FPM TO FINAL INSPECTOR THE TEST RESULTS SHALL 13E POSTED ON THE PE51PENVAL ENERGY COMPL ANCE CERTIFICATE I/ -EACH DWELLING UNT 15 TO HAVE ONE PROGRAMMABLE THEPM05TAT FOR REGULATION OF TEMPERATURE PER SEC 503,51 -A SIGNED AFFAIDAVIT DOCUMENTING THE DUCT LEAKAGE TEST RESULTS SMALL BE PROVIDED TO THE DUIUPTNG INSPECTOR PRIOR TO AN APPROVED FINAL INSPECTION, -PUCT LEAKAGE TEST RESULTS SHALL BE PROVIDED TO THE BUILDING INSPECTOR AND HOMEOWNER PRIOR TO AN APPROVED FINAL INSPECTION _M[NIMUM 75% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTUFE5 SHALL BE HIGH EFFICACY LAMPS PER SEC 404.1. -WHERE THE PRIMARY HEATTNG SYSTEM 15 A FORCEP-AlR FURNACE AT LEAST ONE THERMOSTAT PER PWELUw, UNIT 5FIALL DE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY THE THERM05TAT SHALL ALLOW F0. AT A MINIMUM. A 5-2 PROGRAMMABLE SCHEPULE (WEEKPAY5/WEEKENP5) AND BE CAFA13LE OF rROVIDT1,13 AT LEAST TWO PROGRAMMABLE SETBACKS PER DAY. 8. STAIRS, -MINIMUM HEADROOM 6-6' . MINIMUM TREAD ICY' . MAXIMUM R15EFZ 7 31,V' -HANDRAIL: REQUIRED AT ALL STAIRS WITH MORE THAN 4 PISERS PER IRC 511.7.8. MINIMUM 5V AND MAXIMUM 35"ADOVE TREAD NOSING. OPEN SIPES OF STAIRS MORE THAN W'ADOVE ADJACENT FLOOR SHALL HAVE HANDRAILS AND GUARDRAILS. HANDRAIL TO 13E I tf#�2" CRL65 SECTIONAL DIMENSION AND 1 V2"AWAY FROM WALL. -GUARPRAIL: SHALL SE MIN 36'iN HEIGHT WHERE APJACENr SURFACE OR GRAPE 15 30"OK MORE BELOW. RAILINGS $HALL BE 5PACEP --_j PRESCRIPTIVE REQUIREMENTS - ALLCUMATFZON . ES LOCATION R-VALUE LLFACTOR FENESTRATION U-FACTOK WA 0.50 SKYLIGHT U-FACTOR NIA Ow GLAZED FENESTRATION SHGC WA NIA CEILING 49 OD26 WOOD FRAME WALL 21 INT 0.056 MA55 WALL R-YALUE 21/21 0,051. FLOOR w/w OD29 13ELOW GRADE WALL VI INT T13 OD42 SLA13 R-VAUUE AND DEPTH 1 10, 2 FT EN91NEERING DIM TO NOT ALLOW TIE PA55AGE OF A 4"5PHEFE PER TRC,3121 E� -INSTALL FIRE BLOCKING AT MID-STPINGER SPAN AND AT WALL ALIGN STRINGER. SHEET INDEX -COVER WALLS AND SOFFITS OF USA15LE SPACE UNDER STAIR WITH 518P TYPE `X'0YrSUM WALU3OA?P. 9. 01 PROJECT INFORMATTOR VIC1"TY MAP. GENERAL NOTES. AS-13UILT PLANS, -INSULATION TO MEET THE CURRENT WASHINGTON STATE ENERGY COPE REQTS FOR TABLE K40211. TABLE R40213 AND SECTION R402. SITE PLAN REFER TO PRESCRIPTIVE TABLE ON SHEET OIL 02 C5W?pP -EXISTING WALLS THAT APE OPENED DURING, A FEMOPEL TO BE INSULATED WITH P-21 BATT (FOR 2X6 WALIS) AND F-15 HIGH DENSITY AID DEMOLITION PLAN MAIN FLOOR 5ATT (FOR 20 WALLS) UNLESS NOTED OTHERWISF_ All MAIN FLLOOR PLAN EDMONDS -WALLS TO BE INSULATED WITH MINMUM P-21 INSULATION BELOW GRADE WALLS TO BE INSULATED WITH MINIMUM R-21 INI At2 AI,3 ROOF N P At WINDOW AND POOP, 5OHEPUUE BUILD N� DEPARTMENT ALLOW FOR TI-ERMAL BREAK BETWEEN FLOOR SLAD AND DASEMENT WALL UNLESS NOTED OTHERWISE A910 EXTER OR ELEVATIONS OR WORK -ROOF AND CEILING INSULATED WITH P-49 DLOWNTN AT FLAT CEILINGS AND K-35 HP. BATT AT VAULTED AREAS UNLESS NOTED A2.1 EXTERIOR ELEVATION ADDR S 0 OTHERWISE. -ROOF: ALLOW FOR A MINIMUM V CLEAR BETWEEN TOP OF INSULATION AND 130TTOM OF SHEATHING FOR VENTING UNLESS NOTED A3.0 A4.0 BUILDING SECTIONS A5NP WALL TYR. DETAILS OTHERWISE SID GENERAL STRUCTURAL NOTE -VENTING 15 REQUIRED IN EACH J015T SPACE WHERE CONTINUOUS VENIING WITH A J015T SPACE 15 INTERRUPTED BY A HEADER (FOR EXAMPLE ATA SKYLIGHT OR PROVIDE 52D FOUNDA71ON PLAN APPR DIVED DAT HIP ). (2)111 VENTING, HOLES AT THE TOPOF THE RAFTER AT 11-E HEADER TO ALLOW FOR CONTINUOUS THRU-VENIING INTO THE NEXT JOIST SPACE UNLESS NOTED OTHERWISE 52J 53-0 POPE FRAMING PLAN STRUCTURAL PErAILS 0 B DG OFFICIAL.� -FLOORS: INSULATED WITH P-30 DATT INSLXATION OVER UWEATEP SPACE UNLESS NOTED OTHERWISE 54.0 STRUCTURAL DETAILS -51AB-ONGRAPE: PROVIDE EXTRUDED RIGID CL05EP CELL P-10 INSULATIOR INSULATION TO PROVIDE THERMAL BREAK DETWEEN 5LA13 PERIWIT AND FOOTING AND RUN FROM THE TOP OF THE SLAB TO THE DOTTOM OF THE FOI INSULATION MAY SE INTERRUPTED FOP &EVERY 2'-O'TO ALLOW FOP DOWELING TO TIE SILAS AND FOOTING VE PLmm G NUMBER TOGETHER. UNLESS NOTED OTHERWISE III.. LG_E RIP i 00 "s IIT�MON: ,p THE GARAGE 51PE 5/6"TYREW GWD WHERE THERE 15 LIVING SPACE ABOVE. SUPPORTING COLUMNS, WALLS AND BEAMS USE II PER IRC F302.6 _OPENING5 INTO A GARAGE: OPENING5 INTO A GARAGE SHALL HAVE A 50LID WOOD OR HONEYCOMD-CORE STEEL POOR NOT LF55 THAN 1-3/6 THICK, OR 20-MINLJTE FIRE RATING. DOORS SHALL BE EQUIPPED WITH A SELF-CLOI DEVICE PER IRC F,302.al. 11. VAPOR BARRIERS� -AN AFFROVED VAPOR RARRIER SHALL 13E INSTALLED AT EXT EFIOF WALL5 AND AT ALL POPE PECKS. 13ELON ENCLOSED JOIST SFACE5 WHERE CEILING FINISHE5 ARE DIRECTLY INSTALLED TO JOISTS, AND ANY OTHER WALL OF, CEILING, SURFACES WHICH RECEIVE INSULATION THIS VAPOR DARMER MAY BE A COMPONENT OF THE INSULATION MATERIAL AFFLICA11ON AND INSTALLATIONS OF INSULATION AND VAFOP BARRIERS SHALL COMPLY WITH STATE OF WA5HINGTON THERMAL INSULATION STANDARDS. 12. FIRE SAFETY' -SMOKE ALARM51PETECrOR5 (SP.): SMOKE ALARM51PETECTOR5 SHALL 13E INSTALLED IN ALL SLEEPING ROOMS. IN THE AREA OUTSIDE THE SLEEPING ROOM AND IN OTHER LOCATIONS PER IRC R314. POWER 50UPCE AND INrEpCONNECIION PER IRC. -CARBON MONOXIPE PETECTOR5 (C.MP.): SHALL HAVE AN APPROVED CAPDON MONCXIPE ALARM INSTALLED OUTSIDE OF EACH SLEEPING AREA IN DWELLING UNTS AND IN EACH LEVEL IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS PEP IRC,315. SINGLE STATION CARBON MONOXIDE ALARMS SHALL BE LISTED AS COMPLYINC, WITH UL2034 AND SHALL DE INSTALLED IN ACCORDANCE WITH THIS COPE. WFA 720-2012 AND THE MANUFACTURERS INSTALLATION INSTRUCTIONS. -CARBON MONOXIDE PE IIECTION SYSTEMS PER IRC 5152 THAT RCLUPE CAR" MONOXIDE PETECTOP5 AMP AUP113LE NOTIFICATION APPLIANCES, INSTALLED AND MAINTAINED IN ACOORDANCE WITH TH15 SECTION FOP, CAFE30N MONOXIDE ALARMS AN) NFPA 720-2012. SHALL BE PERMITTED. THE CARBON MONOXIDE DETECTORS SRALL BE LISTED AS COMPLYING WITH UL 2075. WHERE A HOUSEHOLD CARBON MONOXIDE DETECTION SYSTEM 13 INSTALLED, IT SHALL BECOME A PERMANENr FIXTURE OF THE OCCUPANCY. 13. -CERTIFICATE &Tg - A FERMANENT CEFTIFECATVSHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL P15TRIRMON PANEL DY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL THE CERnFICATE SHAI.L RE COMPLETED BY THE DUILPER OR PSGISTEPEP DESIGN PROFESSIONAL AND SMALL NOT COVER OR 0551 THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LASEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE PREDOMINANT P-VAUUE5 OF INSULATION INSTALLED IN OR ON CEILING/POOF [ION (SLAV. MLOW-GRADE WALL. ANPIOR FLOOR) AND PUCT 5 OUTSIDE CONDITIONED SPACES; LLFACTORS FOR WALLEI, FOUNDA FENESTRATION AND THE RESULTS FROM ANY FECIUIREP PUrT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING PONE ON THE DUILOING. WHERE THERE 15 MORE IRAN ONE VALUE FOR EACH COMPOI THE CERTIFICATE SHALL L15T THE VALUE COVERING, THE LARGEST AREA THE CERTRIFICATE SRALL LIST THE TYPES OF EFFICIENCIES OF HEATING. COOLING. AND SERVICE WATER EQUIPMENT. 21.M- 51 W Im ST SW 2 2MSTCW SITE 2151H ST SW clt 220M 5T 5W Lij 0 z 3: Uj U) CID N 0 00 CY) U) I- CD 00 m z 0 _j 00 < LU VED ` USr 13LU" IS Ire REGISTERED A A RCHITECT HEIDI MICHELLE HELGESON SEOF WASHINGTON FHO H 2 D A R C H I T E C T U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 542 . 3 7 34 ww.h2darchitects.com DATE: 1/11/2019 REVISEP: 12/12/2019 PERMIT SET PROJECT INFORMATION, VICINITY MAP, GENERAL NOTES, AS -BUILT PLANS RESUB DEC 19 2619 BUILD,.. 0"", �Z'ENT NOS - THE DUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS RAVING AN AIR LEAKAGE PATE OF NOT EXCEEDING 5 AIR CHANGES PEP HOUR. TESTING SHALL 13E CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 02 INCHES W.G. (50 PASCALS). WHERE PEWPED N BY THE CODE OFFICIAL. TESTING SHAILL 13E CONDUCrEP BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE 5IGNEP BY THE PARTY CONDUCTING TIE TEST AND PROVIDED TO THE COPE OFFICIAL TESTING SML BE PERFORMED AT VICINITY MAP (NTS) ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING, THERMAL EWELOFE. T 01 PUBLIC WORKS DEPARTMENT GRATE —FILTER SOCK WITH OVER FLOW HOLES (TYP) �CATCH BASIN NOTES: 1. CON CTOR/DEVELOPER SHALL MAINTAIN THjjRA APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH WIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE_THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 IMPERVIOUS SURFACE _9151ING HOUSE & ROOF 1.890.5 SF EXISTING ORWEVAY & APRON 567.2 SF EX15TING CONCRETE PA'nO ON GRADE 97&5 SF EXISTING UNCOVEFED WALKWAY 5.7 5F EXISTING 5HED & ROOF 239,9 SF TorALEX15TlNG-IMPEFVIOUtltl —KI-AUt: 3.676,5 SF PROP05EP NEW APPITION & ROOF +135.3 -SF TOTAL NEW & REPLACED IMPERVIOUS SURFACE: 135.35171 TOTAL PPOP05EP EX & NEW IMPERVIOUS SURFACE: W12.1 51`1 DATUM POINr 0 EXISTING SS — — — ss — — — ss — SIPE SEWER MANHOLE — — ss --7 ss — — — ss — — — SS — — — Ss ss — — — SS — — — SS —7 -- — - — - — - — - — C& — - — - — - — - — - — --- - — - — - — - — - — - — - — - — - — - — - — - — — - - — - — - — - — - — - — - — — - W — W — IN — IN W W—W—W W I W—W 17TH ST. S.W. --*—PROTECT L OttrL 5 WITHIN FrO N�S�TP TION PEP OF #EP AIL EP-902 EX CURI31GUrrER EXCUP13CUT EX CURD/GLITTEP p p WATE k :E Kin METER N89*34�25"W PL=140.00 ...................... ........... 0 --------------- EX C.O.T F Y 0 'E('.. C STALL TREE PROTECTION STOCKPILE TO BE COVERED < NCING (0 PPIPLINE PER Y OF EDMONDS WITHN24HOUPS 1� k A mw PEQUIFEMENTS.TY? — :E IONI 1 (/0 INSTALL SPLA5WLOC7K (ED BASE OF NEW IL L — — — — — EX DEC 0 WPEC) EX PEC 0 0 EX DEC EX DPlYEWAY POWNSPOI It 'u P.S. I FY('.OVF rnW IlrwAY �g EX P.S. - - - - - - - - - - - - 0 8802 217TH ST SW EX151ING 5.F.F INTERIOR REMODEL 114 SIF ADDITION AREA OF I ADDITION (114 5F) Exl�� FX D.5 — — — I — — — — — — — — — — — -- — EXISInNG CONCRETE PATIO ON GRAPE EX PEC A EX PEC� (EX qEC CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN 5ME: r = io NOTES: 1. CONTRACTOR TO VERIFY ALL EXISlING UnLITY LOCATIONS PRIOR TO CON5TFUCTION. 2. CONSTRUCTION EROSION CONTROL MEASURES MUST 13E IN PLACE AND APPROVED 13Y EDMONDS PPP PRIOR TO ANY EARTH DISTURBANCE. SCHEPULE AN INSPECTION APPOINTMENT FOP THIS ITEM� 3. NO SEDIMENT SHALL BE TRACKED ONTO PAYED STREET OR ROADWAYS. SEDIMENT SHALL BE REMOVED FROM TRUCKS ANP EQUIPMENT rFIOP TO LEAVING THE CONSTRUCTION SITE. IN THE EYEW OF FAILURE OF THE CONSTRUCTION STORMINATER SYSTEM RESULTING IN SEDIMENT TRACKING ONTO PAVEMENT, THE CONTRACTOR SHALL IMPLEMENT MEASURES IMMEDIATELY TO COWECT THE SITUATION. THE CONTRACTOR SHALL EMPLOY EMERGENCY MEASURES TO REMOVE SEDIMENT FROM PAYED SURFACES AS NECESSARY. STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASUKIE, AND NOT A DA51C COMPONENT OF THE CON5TFUC-nON 5TOPMWATEF SYSTEM. SEDIMENT TRACKED ONTO PAYED SURFACES SHALL NOT BE WASHED INTO STORM DRAINS OR OTHER INLETS. 4. INSTALL FILTER FENCE AS NECE55AFY TO CONTROL SEDIMENT AND PREVENT THE DISCHARGE OF POLLUTANTS. 5. AFTER CONSTRUCTION 15 COMPLETE, ALL EXP05EP EARTH SURFACES WILL BE LANDSCAPED WITH SUITABLE VEGETATION TO PREVENT ER05ION FOP THE PEFMANENTCONDITION. \ \ R: E DEMO OR RELOCATE E TING WOOD FENCE, AS CONFIRM WITH OWNER _j 'p A T, �Tw 0 co:' L < co co t0aw � -0 ZE w Ti T, T, N C.0 04 z �: CD 00 LLI co or) T_ P U) U) Lij C4 z 0 0 00 00 < Lu M V 9716 REGIBIERED C :' I ] ARCHITECT HEU �.E- — WATEOFWASHINGM3 -A' H 2 D A R C H I T E C T U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 542 . 3 7 34 www.h2darchitects.com DATE: 1/1112019 REVISEP: 12/12/2019 PERMIT SET CSWPPP & STANDARD DETAILS RESUB DEC 19 2019 BUILDING DE RTMENT CITYOF ErMONDS 02 MAIN FLOOR DEMO PLAN 51 V4' = T-7 = EXISTINCOWALLS rl - I DEMO WALLS WALL FOP NEW NOTES. 1. VERIFY ALL SALVAGE ITEMS WITH OWNER PRIOR TO DEMOLITION IN w (o C) z 00 W U) cy) 7- U) I-- U) LU o c-4 z c) 0 00 00 < LLJ r j� �9716 REGISTERED ARCHITECT HEIDI MICHEUE HELGE ON S—EOF MSHINGTON 2 -A H 2 D A R C H I T E C T U R E D E S I G IN 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 2 0 6 . 5 4 2 . 3 7 3 4 www.h2darchitects.co. DATE: 1/11/2019 FEVISED: 12/12/2019 PERMIT SET DEMOLITION PLAN MAIN FLOOR RESUB DEC 19 2019 BUIWINGDEPARTM NT C" OF EDMONDS A1.0 EX GAS WATER HEATER NOTES: 1. EXISTING GAS WATER HEATER TO REMAIN 2. VERIFY SHUTOFF VALVE 0 CONNECTION TO APPLIANCE. 3. PER [PC M1307.2 ANCI-IOF OR STRAP WATER HEATER APPLIANCE TO RES15T HORIZONTAL P15FLACEMENT CAUSED DY EARTHQUAKE MOTION. STRAPPING SHALL DE AT POINTS WITHIN THE UPPER 1/3RD AND LOWER 1/3RP OF THE APPLIANCUS VERTICAL DIMENSIONS. AT THE LOWER POINT. THE STRAPPING SHALL MAINTAIN A MINIMUM P15TANCE OF #'ADOVECONTPOLS. EX FURNACE NOTES: 1. EXISTING GAS FURNACE TO REMAIN 2. VERIFY SHUTOFF VALVE 0 CONNECTION TO APPLIANCE 3. PER SVC r)07Z.5: WHOLE -HOUSE VENTILATION SYSTEM INTEGRATED WITH THE FORCEP-AIR SYSTEM. 4. INTEGFATEP WHOLE HOUSE VENTILATION SYSTEM SHALL OPERATE CONTINUOUSLY. PROVIDE CONTROLS TO ALLOW OPERATION OF VENTILATION SYSTEM WITHOUT NEED TO OPERATE HEATING SYSTEM. A LA13EL SHALL SE AFFIXED TO THE CONTROLS THAT PEAPS'%HOLE HOUSE VENTILATION (SEE OPERATION IN5TFUCVON5)". 5. PROVIDE CONTINUOUS WHOLE HOUSE MECHANICAL VENTILATION AT A MINIMUM AIFFLOW RATE OF 45 CFMI. REFER TO IFC TAKE M1507.3.3 VENTILATION REQUIREMENTS VENTILATIONNOTE5: WHOLE HOUSE VENTILATION TO DE INTEGRATED INTO THE FORCED AIR SYSTEM TO MEETIRC M1507.3Z. PROVIDE CONTINUOUS AIRFLOW OF 45 CFM. MAIN FLOOR PLAN 5GALE: 1/#' = 1-0- EMST7NGIVALL9 NEW WALLS NOTES: 1. ALL DIMENSIONS APE GIVEN TO THE FACE OF STUD UND. 2. ALL POOR AND WINDOW DIMENSIONS ON THIS PLAN APE ROUGH OPENING SIZES, UNO. FEFEF TO WINDOW AND DOOR SCHEDULE FOP MOPE INFOFMA-noN. 5. SEE ATTACHED WSEC FORMS FOR ENERGY COPE COMPLIANCE INFORMATION 4. INSTALL SWOKE DETECTORS (5.P.) AT LOCATIONS SHOWN. HARPWIPE AND INTERCONNECT DETECTORS TO POWER SUPPLY AND PROVIDE DATTEKY 13ACKUP AS REQUIPEP. 5. INSTALL CARSON MONOXIDE ALARMS (C.M.P.) OUTSIDE EACH SEPARATE SLEEPING AREA IN T11E IMMEDIATE VICINITY OF THE BEDROOMS. THE ALARM AND SHALL 13E LISTED AS COMPLYING WrrH UL 2034 AND SHALL DE INSTALLED IN ACCORDANCE WITH SRC R315,3 AND THE MANUFACTURERS INSTALLATION MTPUCnON5 GROSS FLOOR AREA (MEASURED FROM INSIDE OF EXTERIOR WALLS) EXISTING MAIN FLOOR AREA 961.7 S3F NEW MAIN FLOOR ADDITION: 100 5F S' EX15TING UNCONDITIONED GARAGE: 455.4 5F TOTAL CONDITIONED AREA w (o C) C\j z (z) co W 0-) 0 T- < P �: U) U) z c) 0 00 05 w r REGISTERED ARCHITECT " W ("I. I HEIDI MICHE�E HELGESO 8TA�CFWASHINGMN H 2 D A R C H I T E C T U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 54 2 . 3 7 34 www.h2darchitects.com DATE: 1/11/2019 REVISEP: 12/12/2019 N PERMIT SET MAIN FLOOR PLAN RESUB DEC 19 2019 BUILDNGDEPARTM Nr CITYOFEDMONDS A1.1 I------- ��: -V --------------------- ROOF PLAN SCALE-. 1/#' . T-0- = EX15TM FOOF pm�3 NEW ROOF FX15TING SHEP FOOF ------- ------------------ EX151ING RIDGE ---------------------- t 2 A3.0 D AZ5D VENTILATION REQUIREMENTS Q EAST AMMON ATTIC VEN11LATION NOTES: TOTAL NET FREE VENTILATIW, AREA SHALL NOT DE LE55 THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL TO 1/300 IS PEP MTI"TED PPOVIDED THAT AT LEAST 40 PEFCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTILATING AREA 15 PROVIDED 13Y VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO 13E VENTILATED AT LEAST ZY ADOVE THE EAVE VENTS Willi THE DALANCE OF THE REQUIRED VENTILATION PROVIDED DY THE EAVE VENTS. NEW TOTAL ATTIC AREA 0 SOUTHEAST = 99.4 5F REQUIRED VENTILATION = 0.3 SF OR 47.6 SQ INCHES (23.6 SQ INCHES AT THE EAVE, 24 SQ INCHES AT RIDGE) PROVIDE ROOF RIDGE VENT AT NEW VAULTED CETLING = 24 INCHES MIN NFVA PROVIDE CONTINUOUS SOFFIT VENT AT EAVES = 23.6 50 INCHES MIN PROW DETAIL TO MATCH EX15TING; CONFIRM DIMENSIONS IN THE FIELD Ill (.0 C.) N z 3: 0, 00 Lu U) F— U) r- U) c\I 0 c\I z 0 0 00 00 < w r 1� LIS REGISTERED ARCHITECT " " /%'. I HEIDI MICHELLE HELGE N STATEOF WASHINGTON H 2 D A R C H I T E C T U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS. WA 98020 P. 206 . 542 . 3 7 34 www.h2darchitects.com DATE: 1111/2019 FEVISEP: 12112/2019 PERMIT SET ROOF PLAN RESUB DEC 19 2019 I D CE 3UILMC N S C E&MMOTM N� A1.2 DOOR SCHEDULE ID R.O. DIMENSIONS *SEE NOTE I DOOR LEAF DIMENSIO TYPE THICK AREA (SF) NOTES WIDTH HEIGHT W HT" MAIN FLOOR 01 2�6' 6-11112" 24' 6-91, SWING U-1 316, VERIFY ALIGN W/ EX HEAP HEIGHT 02 2�6' 6-11112" 24' 0-91, POCKET U-1 316, VERIFY ALIGN W/ EX HEAD HEIGHT 03 9-2" 6-111/2" PR 2--6' 1-9. 51-PASS U-1 316, VERIFY ALIGN W1 EX HEAP HEIGHT 04 2'-&' 6-11112" 2�6' & -9. 'W, SWIN(l U-1 3/6, VERIFY ALIGN W1 FX HEAD HEIGHT 05 Z-6' 6-111/2" 2-6' & -9. SWING C 'W, C-1 316, VERIFY ALIGN W1 EX HEAP HEIGHT TOTAL EXTERIOR POOR AFEA-. 0.00 MANUFACTURER: INTERIOR: SIMPSON OR APPROVED EQUAL S.C. FLAT PANEL POOR; FAINT GRAPE; MATCH EXISTING NOTES: 1. VERIFY ROUGH OPENING SIZES WITH SELECTED MANUFACTUPER REQUIREMENTS 2. SEE ELEVATIONS FOR CONFIGURATION 3. VERIFY ALL 51ZES AND ROUGH OPENINGS PRIOR TO CONSTRUCTION 4. CONTACT ARCHITECT IMMEDIATELY WITH QUESTIONS POCKET SWING WINDOW SCHEDULE ID I ROUGH OPENING 'SEE N21� ROUGH HEAD � FROM SUBFLR. TYPE OPER �AREA (SF) NOTES U-VAL IWIDTH HEIGHT MAIN FLOOR -- 1 01 jw-& J�Y-6- JA JH.5. 115.70 JVERIFYALI N W/ EX HEAP HT; SILL TO MATCH COUNTEFTOP MATEFET _o3o Fil-AL EXTERIOR WINDOW AREA* 15.70 1 MANUFACTUPEF: ANDERSEN 100 SERIES FIDPEX WINDOWS; INTERIOR: WHITE. EXTERIOR: WHITE. VERIFY SELECTION W/ OWNER NOTES: 1. VERIFY ROUGH OPENING SIZES WITH SELECTED MANUFACTURER FEQUIREMENI`5 2. SEE ELEVATIONS FOR CONFIGURATION 3. VERIFY ALL SIZES AND ROUGH OPENINGS PRIOR TO CONSTRUCTION 4. VERIFY EXISTING ROUGH OPENINGS WHERE WINDOWS ARE DEING REPLACED IN THE EXISTING OPENINGS PRIOR To OPPEFING THE WINDOWS 5. CONTACT AFGHITECTIMMEPIATELY WITH QUESTIONS 6. TRANSLUCENT GLASS TO E5E SATIN ETCH. PROVIDE GLASS SAMPLE TO OWNER/ARCH FOR APPROVAL PRIOR TO ORDERING KEY A = AWNRG C = CASEMENT H.S. = HORIZONTAL SUPER P = PICTURE S.H. = SINGLE HUNG H = HOPM w (o C-) c"I z 3�. c:) 00 W cl) cy) w U) C14 Q C,4 Z c) 0 00 _j 00 < U-I a: REGISTERED ARCHITECT HEIDI MICHELLE HELGE N VAMOFWASHINGMN H 2 D AR C H ITE CT U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 542 . 3 7 34 www.h2darchilecis.com DATE: 1/11/2019 REVISEP: 12/12/2019 PERMIT SET WINDOWANDDOOR SCHEDULES RESUB DEC 19 2919 D"D- DEPARTMENT Cay OF EDMONDS A1.3 — - — - — - — - — - — - — - — - — - — HEIW VUl=-45-52CL — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - CONTINUOUS RIDGE VENT EXISTING ROOFING TO PEMAT — — - — - — - — - EX RIDGE EL = 04 1/6' 30 YP ARCHITECTURAL (TO T.O. RIDGE) ASPHALT COMPOSITE ELEY = 443Y ROOFING TO MATCH ---- ------------------ EX MAIN FLOOR PLATE EL = 7-10 1/6' (TO T.Q. Tor PLATE) EXISTING ",,Ell 1. 1 EX ELEV = 4W.2'+/- TO REMAIN, FAINT, TYP— SIDING TYPE 1: FIDERCEMENT LAP 51PING m /�15TING 0 AREA OF ADDITION; EXISTING, PAINTED. TYP--------_ EX MAIN FLOOR EL = C-O" (TO T.O. 5UDFLOOP) VE ELEV�A30-4��L- — - — - — - — - ---�—EX15TING EX GARAGE FLOOR tL = -945" T FOSTS (To T.O. S.O.G.) ELEY = 429.9 +/- NORTH ELEVATION SCALE: 1/W' = 1�0" -- — - — - — - — - — - — - — - — - — - — - — - — - — - — - — --- ilalIau F I IlviM = �JWV - — - — - — - — - — - — - — - — - — - — - — - — - — - — -- EX15TING CHIMNEY REPLACE EX15TING SIDING CONTINUOUS RIDGE VENT 510ING TYPE 2: 130APP & 13ATTEN SIDING; ------ ...... .... .. ..... ..... ................... FAINTED, TYP FX RIDGE EL - 0-4 10' . ............ 30 YP ARCHITECTURAL (TO f�d RIDGE) ELEV = 443.7 ASPHALT COMPOSITE ROOFING TO MATCH EXISTING 12 12 EXISTING ROOFING TO 4.5+/-] -14,5+/- REMAIN 5/4)(8 IND FASCIA. TYP TO MATCH EXISTING 12 2.5+/- ...... EX MAIN FLOOR PLATE EL = TIO 11V �LAT CFO T.0 TOP E;� ELEY = 4W.2 +/- WING, TYPE 2: DOAFP & DATTEN SIPING; T-10" PAINTED. TYP EX15TING EXPOSED CMU 2x6 TRIM [�3OAPP -------- TO REMAIN; PAINT. TYP 51PINGG TYPE 1: FIDERCEMENT LAP SIPING ,-EXiSTIW, POSTS TO 0 AREA OF ADDITION; REMAIN EX MAIN FLOOR EL = 01-0" F,AJNTEP. TYP (TO T.O. SUDFLOOP) AV F� -F� I r--TfNG—GW0E- -- 7 F LE� —4324�+I- ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... EX GARAGE FLOOR EL = -U-U' T (To T.O. S-O-G-) ELEV = 429.91 +/- EAST ELEVATION OCALE:114' - l'-U' w C.0 0 c"I z 3: c:) 00 W U) 0) T < U) Lij - c/) 04 r) N Z c) 0 00 ' 00 2i 0 w 9716 REG18TERED �ARCHFMCT �HEDI �K.HEILE"—. MnOF.�HINGTON H 2 D A R C H I T E C T U R E D E S ' I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 54 2 . 3 7 34 www.h2darchitects.com DATE: 1/11/2019 FEVISEP: 12/12/2019 PERMIT SET EXTERIOR ELEVATIONS RESUB DEC 19 2019 BUILDING DEPARTMENT CITY OF EDMONDS A2.0 -- — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — HEJC±E LjNff-= 4*5. ' 5 - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - EX15TING CHIMNEY EXISTING ROOFING TO REMAIN CONTINUOUS RIPGE VENT - - - - - - - - - - - - - - - - - - - - - - - - - - EX RIDGE EL = IV-4 1/6' (TO T.O. RIDGE) W YR AFCHITECTUPAL ELEV = 443.7'+/- ASPHALT COMP051TE ROOFING TO MATCH EXISTING 514X6 IND FASCIA, TYP TO MATCH EXISTING EX MAJN FLOOR PLATE EL - T-10 1/6' (TO T.O. TOP PLATE) T E EX D.S. EXI NG EX15TIK- -'-51PlNGTYPF1: FIDERCEMENT LAP SIDING 0 AREA OF ADDITION, PAINTED. TYr EX MAIN FLOOR EL = 0�0" ECK -J�VERAGE FA2E 45OB EVlqT G GRADE (ro T.O. SUDFLOOR) ELEY- -45a4�:F/z A \��EXISTING, (,AKAUE FLOOR EL = -0-6- T (TO T.O. SAG.) EXPOSEP ELEV = 4292 CMU TO REMAIN; FAINT, Tyr SOUTH SCALF-1/4* = W ATION - — - — - — - — - — - — - — - — - — - — - — - — - — --- b QQ[ f Uw-= -45.�-xV - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — - — FASTING CHIMNEY ...... ----- - - ---------------------- --- ---------------- - -------------------------- FX RIDGE El - VY-4 11H' (TO 12 ELEV lop"0171- 4.5+/-, :�Z7 25+1-rj2— EXISTING EXP05ED CMU TO REMAIN. PAINT, TYP— EXISTING, POSTS TO REMAIN, DEYOND----. L EXISTING GRAPE WEST ELEVATION SCALF-W = 1'-0' RACE C,&AP� = 4N -AVE EX MAIN FLOOR PLATE EL =7-10 Wl (TO T.O. TOP PLATE) T ELEY = 43&2'+/- EX MAIN FLOOR EL = 01-9' (TO T.O. SUDFLOOP) -- — - — - — - — --- ELEV -=430 -E-+L- ----------- 7PAPE FX GARAGE FLOOR EL = -a-&- T (TO T.O. S.O.G.) ELEV = 429.9 +/- co CN z �: C) Co ui cn U) C\j Z c� 0 co co < w T— V 9716 REOISTERED A V .C' RCHITECT HEIDI MICH—E HELGE STATEOMMIAINGTON H 2 D ARCHITECT U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 54 2 . 3 7 34 www.h2darchitects.com DATE: I/IM019 FIEVISEP: 12/12/2019 PERMIT SET EXTERIOR ELEVATIONS RESUB DEC 19 2019 BUN"N"or TMENT ClIlOFEi=NDS A2.1 BUILDING SECTION SCALE- 1/#' - 10' TYP ROOF A55EMDLY METAL EDGE FLA51-OW, — — — — - mil 514X WP FAW& FAINTED. TYP I ��l VERIFY TO MATCH EXISTING -------------- TYPICAL RAWA55EMOLY 112'T&G SOFFIT STAINED TO MATCH EXISTING SIDING PER ELEVATION TYP NEWROOF ASSEMBLY -30 YEAR ASPHALT COMP051TE ROOF TO MATCH EXISTING -HENRY 5LUE5KIN RF200 (OR 5ErrEF) DRAINAGE PLANE INSTALL SHINGLE FASHION -CDX PLYWOOD SHEATHING PER STPUCTURAL -PREMANUFACTUREP TPU55ES BY OTHERS -MIN F-49 INSULATION 0 ATTIC -5/&'GWD — — — — — — -PVA PRIMER RAKE ASSEMBLY PER DETAIL -SIDING PEP ELEVATION -HENRY DLUESKIN VP100 (OR BETTER) 13UILPING WRAP -PLYWOOD SHEATHING PEP STRUCTURAL -FPAM[Nr, PEP STPUCTUPAL -R-21 BATT INSULATION -1/2" GWB -rVA PRIMER TYP NEW MAIN FLOOR ASSEMBLY -FINISH FLOOR -SHEATHING PER STFUCTURAL -FRAMING PER STFUCTURAL -MIN R,30 INSULATION OVER UNCONDITIONED SPACE Y_ IND CAP 0 FURR WALL. PAINTED ,�21 PIGIP INSULATION 0 FUPP WALL IN CL05ET TEMPPOOF 250GG, XYPEX. OR APPROVED EQUAL WATERPROOFING a ALL NEW AND EXPOSED EXISTING BELOW GRAPE FOUNDATIONS, TYP 4j'PEFFOPATEE) FOOTING DPAIN IN DPAIN POCK PER CITY OF EDMONDS REQUIREMENTS; TIE INTO EXISTING PPAIN SYSTEM. SURROUND 4'PERFORATEP PVC PIPE DRAIN 13Y G" MIN 1" MINUS WASHED POCK ENCIRCLED WITH NON -WOVEN GEOTEXTILE FILTER FABRIC (MJKAFI 14PN, 3UPAC 4Nr OR 51"; AT HIGHEST f2GIN7 PERFORATED PIPE INVERT SHOULD 13E AT LEAST 6' 13ELOW DIM OF SLAD FLOOR OR LEVEL OF CRAWLSPACE. DISCHARGE PIPE FOP SU13SUPFACE PRAINS SHOULD 13E SLOPED FOP FLOW TO OU`rl_ET POINT. FOUNDATION AND FOOT114G PEP STRUCTURAL FOUNDA11ON AND FOOTING PER 5TPUCTURAL WALL SECTION EX151ING NEW I — — __" 1- -0 4.5.1-r-12-- H ING, 2.5+/- 12 EX ATTIC VERIFY EX LIVING EX I V, kLKWAY EXISTING �j + 4RAPE EX CRAWL BUILDING SECTION TYP NEW ROOF ASSEM13LY 2x__ FULL -DEPTH BLOCKING Wl (2) 2" PEEP V-NOTCHE5 PEP 15AY W1 NON COFRO51YE WIRE INSECT SCREEN OYER METAL EDGE FLASHING, TYP K-STYLE METAL GUTTER; PAINTED 5/4X6 WID TRIM. FAINTED — COP-A-YENT 5400 (OR APPROVED EQUAL) CONTINUOUS p-A FLUSH SOFFIT VENT 1/2" T&G SOFFIT TO MATCH EXIS [ING TYP NEW EXTERIOR WALL ASSEMBLY TYPICAL EAVE ASSEMBLY 0 ADDITION T.-il-c. *VERIFY TO MATCH EXISTING— TYP EMSTING ROOF ASSEMBLY -EXISTING ROOFING -EXISTING DRAINAGE PLANE/ROOFING PAPER -EXISTING SHEATHING -EXIST;NG, FRAMING -EXIST NG AIR SPACE OF BAFFLE FOR 2" MIN AIR SPACE _EXJSTING INSULATION OR R-49 MIN BATT OR DLOWWN CELLULOSE INSULATION; P49 PIGIP INSULATION 0 EDGES AS NEEDED -5/6'GWD -PVA PRIMER EXISTING EAVE ASSEMBLY -EXis,nNr, EXP05EP CMU: PAINTED.TYP -PRO CLIMA VISCONN LIQUID MEMBRANE (APPLIED TO INTERIOR SIDE OF CMU) -FURRING STRIPS -2X6 FPAMINIG PEP STRUCTURAL W/ P.T. SILL PLATE -MIN R-21 13ATT INSULATION -PRO CLTMA INTELLO PLUS MEMBRANE AIR 13AFFIER AND VAPOR CONTROL LAYER -112, GW5 EX15TING EXISTING CRAWL WALLSECTION —LE:- = 1-' TYP NEW MAIN FLOOR ASSEMBLY -FINISH FLOOR -SHEATHING PER STRUCTURAL -FRAMING PER STFUCTUPAL -EX INSULATION MIN R,30 INSULATION OVER UNCONDITIONED SPACE CID EXPOSED AREAS OF ALTERATION SILL PLATE W/ SILL SEALER JING FOOTING PPAIR VERIFY EXISTING FOUNDATION AND FOOTING VERIFY KITCHEN 7'EX E; 4L Lu co C) c\I z 3: C:) 00 Lu U) 0) Q < Lij U) C'4 Z C) 0 co _j 00 < w r , FREGISTERID "T.0 'T .C� TEO 'T HEIDI MICHELLE HELGE ON !ITATEOFWMHINGTON H 2 D A R C H I T E C T U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 54 2 . 3 7 34 www.h2darchitects.com DATE: 1111/2019 FEVISEP: 12/12/2019 PERMIT SET BUILDING SECTIONS AND WALL SECTIONS RESUB DEC 19 2019 BUILDING DERkRTMENT CrrYOFEDMONDS A3.0 P-10 FOAM 0 HEADER TYF--7 WEATHER FE51STIVE FOLD UP HENRY 13LUESKIN WEATHER PESISTIYE BARRIER AND TEMPORARILY SECURE HEADER PER STRUCTURAL OR EXIST_�_. 1/2" P BEA I SO F OR L_�. WITH JOINT COMPOUND- LINTEL PEP STPUCTUPAL WINDOW PER WINDOW r4_-� TYP WINDOW HEAD SILL BELOW -TYP EXTERIOR WALL ASSEMBLY SELF-APt-ESIVE WATERPROOF MEM13PANE INSTALL PEP 7/A4.1 J-5TOP OR L-13EAP WITH JOINT COMPOUND GOPHER 13EAP TYP WINDOW JAMB V1101, 5ILL PEP TYP DETAIL STONE SILL TO MATCH EX 5ELF-ADHESIVE WATERPROOF MEMBRANE. INSTALL PER 7/A4.1 Tyr EXTERIOR WALL A55EMDLY TYP WINDOW SILL I. = 0.' TYPICAL WINDOW NOTE: 1. INSTALL 13ACKER POP ANP/OP FOAM INSULA11ON 0 ANY GAP BETWEEN WINDOW AND ROUGH FRAME. TYP EX LINTEL OR PEP STRUCTURAL TILE OVER EASTING, CMU WATERPROOFED EXTERIOR WALL 13ACKEP DRD. WRAP TILE 0 WINDOW HFAP)7 SEALANT 2X2 DPICKMUP TPIM TO MATCH EXISTING, - WINDOW PER WINDOW SCHEDULE STONE SILL TO MATCH NOTUSEP WEATHER PESISTIYE INSTALLED z WINDOW 3 WINDOW FLASHING 1. CUT THE DLUESKIN FLUSH WITH THE FOUGH OPENING NOT USED 2. CUT THE BLUE5KIN AT 45 DEGREE ANGLE TO A POINT 9 UP AND 9'OUT FROM THE UPPER CORNERS OF THE FOUGH OPENING 3. FOUP UP 13LUESKIN FLAP AT HEAP AND TEMPORARILY SECURE WITH TAPE NOT USED 4. CUT DLUESKIN WF25 (4') TO FIT THE DEPTH OF THE SILL ADDING, a'OVEPHANG TO THE EXTERIOR 5. FOLP DLUESKIN Wr25 ALONG THE SPLIT BACKING PAPER 6. SLIDE INTO CORNER 7. FEEL OFF ONE BACKING STRIP AFTER ANOTHER AND PRESS ON FIRMLY 8. 5TAR7nNG AT THE CORNER, SPREAD THE L005E END OF THE OLUESKIN WP25 GRADUALLY ONTO THE WALL FACE a USE 130TH THUM135 FOR A UNIFORM APPLICATION ANP PPE55 ON FIRMLY 10. FEFEAT STEPS & AND 9 TO SEAL ALL CORNERS RIOR SHEATHING PLATE DLUESKIN WP25 HENRY 13LUE5KIN WF25 4�' OR G', NO CLrr5 NECESSARY 0 CORNER 15. REPEAT 5TEP511-14 TO SEAL ALL EDGES OF THE PO. 5ILL, JAM35, ANP HEAP 16. INSTALL THE WINDOW ACCORDING TO THE MANUFACTURERS SPECIFICATIONS. UNLESS 5PECIFIEP. SEALANT 15 NOT REQUIRED DEHINP THE NAIL FLANGE 17. USE DLUESKIN WF25 4!'OP WIPER TO COUNTER - FLASH THE FLANGE IN WEATHEF-LAr FASION 18. BOTTOM FLANGE REMAINS UNTAPEO JAMB FLASHING, EXTENDS 2" PAST LOWER EDGE OF FLANGE 19. HEAP FLASHING EXTENDS 1" PAST THE OUTER EDGES Of THE JAMB FLASHING 20. DRAPE THE DLUESKIN FLAP OVER THE HEAP FLASHING 21 5EAL THE 45 DEGREE CUTS WITH 13LUESKIN 11. CUT 13LUE5KIN WP25 6'OP WIPER TO LENGTH (INSIDE TO IN51PE OF THE PO) 12. FOLD 13LUESKIN WP25 ALONG THE SPLIT BACKING PAPER 13. RELEASE FIRST BACKING PAPER AND SEAL TO PO 14. PEEL OFF SECOND 13ACKING PAPER AND SEAL ONTO THE WALL FACE]FACAPE ANP PRESS ON FIRMLY �.7H�ENRY �BLUE�SKIN WP25 FLASHING DTL GWD WRAP 0 TOP AND SIPE OF WINDOW, TYP_r, WINDOW PER WINDOW SCHEDULE--' 5/4)(.- WOOD SILL, PAINTED �� HENRY DLUESKIN WP25 SHEATHING -FOLD UP 13LUESKIN WEATHER - RESISTIVE DAPMEP & TEMPORARILY SECURE ,-WEATHEF-PESISTIVE 5AFRJER SIU. PLATE HENRY 13LUESKIN WP25 7___000PNER _Q>_NPY DLUESKIN EFALTOFOFJ015TS UNDER PECKING TIE-IN WITH WEATHER FES15TIVE 13APFIER INSTRUCTIONS 1. INTEGRATE INSTALLATION OF HENRY DLUE5KIN WEATHEP-RE51STIVE 13ARPEF WITH HENRY 13LUESKIN W?25 TO FORM WATER SHEDDING LAPS 2.5CORE AND FOLD WEATHEP-RESISTIVE DARFiEF ABOVE HEADER TO ALLOW FOR HEWPY DLUESKIN WP25 INSTALLATION NOTES: 3. INSTALL HENRY DLUESKIN WP25 HEAD FLASHING UNDER WEATHER- 1. VISIT PESIDENTIALHENRY.COM FOP THE MOST CURRENT FESISTWE BARRIER DETAILS. INSTALLA11ON VIDEOS AND PRODUCT DATA SHEETS 4. FOLD WEATHEP-RESISTIVE DAPFIEF BACK OVER HEAD FLASHING AND 2. INSTALL HENRY DLUESKIN WP25 IN ORDER AS SHOWN BY SEAL WITH HENRY DLUE5KIN TAPE NUMDEP5 (�)_�HENRY BLUESKIN WP25 FLASHING DTL @ EXTERIOR N 8 N.T.5. IX5 HEAP TRIM MITER CORNERS �112"GWDTYP lx5 WP TRIM a WP TRIM PER TYP SIDES-----,,, + DETAIL 15/A4.0 NOT USEP LINE OF POOP JAMB. TYP POOR FRAME POOP PER POOP POOP PER SCHEDULE SCHEDULE POOP PER SCHEDULE POOP JAMB WP TRIM PEP TYP DETAIL 151A4.0 1/2" GW5 TYP WNDW HEAD @ SHOWER TYP EXT. WN DW TRIM TYP INT. WNDW T IM 1_cl� TYP INT. DOOR TRIM _�) TYP INT DOOR HEAD j_.7-jTYP INT DOOR JAMB EX 'VERIFY TO MATCH EXISTING 13 1 3/#' = T-0, 'VERIFY TO M U5 1.=,`,.. "VERIP(TO MATCH EXISTING' U6 I. 1"=T-c' (��_ U7 EXISTING CMU EXTEFIOP WALL EXISTING WINDOW WRAP TILE 0 WINDOW JAMB TILE OVER WATERPROOFED BACKER 130APP TYPWALL,A55 1X6 WOOD 3ASE!MBLY PAINTED - FINISH FLOOR-ii, L TYP WNDW JAMB @ SHOWER TYP WD BASE DTL .3/4�' = T-9- TILE OVER WATERPROOFED BACKER BOAPP WRAP TILE 0 SILL, SLOPE TO DRAIN SEALANT LOP EX WINDOW EX STONE SILL SELF-APHESIVE WATERPROOF MEMBRANE INSTALL PER 7/A4.1 EXISTING CMU EXTEPIOP WALL TYP WNDW SILL @ SHOWER I.. = T-0. CL DOOP.WHEPEOCCUP5 FINISH WOOD FLOORING STRIP. SCHLUTER SCHE14E ALUMINUM y TILE FLOORING SUDFLOOR ( TYP WD TO TILE TRANSITION 9 2" = T-Gl' * ml/_� -THIN SET N -CEMENT 13ACK 130AFP -WATEPPPOOF MEMBRANE -FRAMED WALL RECE55ED SHELF SLOPE StL TO DRAIN- 5]LL MATERIAL PER FINISH 5CHEPULE-- BLOCKING - FFAMEP WALL *3YPRECESSED SHELF DTL T'TRECESSED SHELF I- 20 T' = 1'-0" w (c) L) C\l z 3: c� 00 W C/) 0) T < U) w 04 0 C,4 Z C) 0 00 _j 00 < w FREGISTERED GST ARCHITECT ��.EUWELLE.EL.E... S-OFWASHI-N Rol H 2 D A R C H I T E C T U R E D E S I G N 23020 EDMONDSWAY, #113 EDMONDS, WA 98020 P. 206 . 542 . 3 7 34 www.h2darchitects.com DATE: 1/11/2019 FEVISEP: 12/12/2019 PERMIT SET TYP. DETAILS RESUB DEC 19 2019 13U'LOINGDERNRIVENT CffYOFEDMMDS A4.0 GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS & THE INTERNATIONAL BUILDING CODE (2015 EDITION). 2. DESIGN LOADING CRITERIA: FLOOR LIVE LOAD (RESIDENTIAL) . . . . . . . . . . . . . I . . . . 40 PSF ROOF SNOW LOAD (Pf) . . . . . . . . . . . . . . . . . . . . . . . 25 PSF WIND: BASIC WIND SPEED (3-SECOND GUST) . . . . . . . . . . . . . . . . 110 MPH WIND IMPORTANCE FACTOR (1w) . . . . . . . . . . . . . . . . . . . . . 1.0 WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 TOPOGRAPHICAL FACTOR (Kzt) . . . . . . . . . . . . . . . . . . . . . 1.67 EARTHQUAKE: LAT. / LONG . . . . . . . . . . . . . . . . . . . . . . 47.802 / -122.352 SEISMIC IMPORTANCE FACTOR (le) . . . . . . . . . . . . . . . . . . . 1.0 SEISMIC USE GROUP . . . . . . . . . . . . . . . . . . . . . . . . . . . I MAPPED SPECTRAL RESPONSE (Ss/SI) . . . . . . . . . . . . . . 1.267g/0.50g SPECTRAL RESPONSE COEF. (SOS/SDI) . . . . . . . . . . . . . 0.844g/0.50g SEISMIC FORCE RESISTING SYSTEM: . . . . . . . . . . PLYWOOD SHEAR WALLS DESIGN BASE SHEAR . . , 22.87k SEISMIC RESPONSE COEFICii�T icg) 0.130 SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . D RESPONSE MODIFICATION FACTOR (R) . . . . . . . . . . . . . . . . . . 6.5 ANALYSIS PROCEDURE . . . . . . . . . . . . . . . EQUIVALENT LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2008 DATA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON- DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON- STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST VERIFIED, CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. 5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPENINGS THROUGH EXISTING CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE, 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON- TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON - CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. B. SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. GEOTECHNICAL 9. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST W BELOW ADJACENT FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE . . . . . . . . . . 2,000 PSF LATERAL EARTH PRESSURE . . . . . . . . . . . 35 PCF CONCRETE 10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD- ANCE WITH ACI 301. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON- CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE- MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE ACT 318. 11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT SI), GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185. ALL REBAR SHALL BE 90% MINIMUM RECYCLED CONTENT. SUBMIT MANUFACURERS CERTIFICATE OF RECYCLED CONTENT TO ARCHITECT AND STRUCTURAL ENGINEER. 12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD- ANCE WITH ACT 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2' 0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER- SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2' 0' MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . . 3' B. ALL OTHER SURFACES . . . . . . . . . . . . . . . . 1 1/2" ANCHORAGE 14. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH 'SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508. 15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH ILI WOOD 18. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON- FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, JOISTS: (2X MEMBERS) HEM -FIR NO. 2 MINIMUM BASE VALUE, FB = 850 PSI (3X & R MEMBERS) DOUGLAS FIR NO. I MINIMUM BASE VALUE, FB = 1000 PSI STRUCTURAL LIGHT FRAMING., DOUGLAS FIR NO. 2 (INCL. 3X AND 4X POSTS) MINIMUM BASE VALUE, FB = 900 PSI BEAMS AND STRINGERS: DOUGLAS FIR NO. 1 (INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI POSTS AND TIMBERS: DOUGLAS FIR NO. I (6X6 AND LARGER ) MINIMUM BASE VALUE, FC = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM -FIR STANDARD GRADE 2X6 STUDS AND PLATES: HEM -FIR NOA/ STUD GRADE 2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX, MINIMUM BASE VALUE, FB = 1350 PSI . ZL 20. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR_METAL THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: A. TOP CHORD LIVE LOAD . . . . . 25 PSF B. TOP CHORD DEAD LOAD . . . . . 10 PSF C. BOTTOM CHORD DEAD LOAD . . . . 5 PSF 0. TOTAL LOAD . . . . . . . . . 40 PSF WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCT- STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROV I DE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. ALL LUMBER IN TRUSSES SHALL BE FSC CERTIFIED AND SHALL BEAR THE FSC STAMP. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL 11, EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. A. ROOF SHEATHING SHALL BE 1/2' (NOM.) WITH SPAN RATING 24/0. B. FLOOR SHEATHING SHALL BE 3/4' (NOM.) WITH SPAN RATING 40/20. C. WALL SHEATHING SHALL BE 112- (NOM.) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING. ALL SHEATHING SHALL BE FSC CERTIFIED AND SHALL BEAR THE FSC STAMP ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE* By SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAO SCREWS BEARING ON WOOD. UN- LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA- SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI- MUM OF 1.85OZ ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH *LUS' SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'ITT' OR "IUT" SERIES JOIST HANGERS. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: Harriott Valentine Harriott Valentine Engineer, - 1932 First A--, Slit, 720 IF CONTRACTOR PROPOSES THE USE OF ALTERNATE STAPLES, THEY SHALL SUBMIT Seattle, Washington 98101-2447 STAPLE SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) tat 206 624 4760 to, 206 447 6971 FOR REVIEW AND APPROVAL. STAPLESSHALLBE DRIVENFLUSH TO FACE OF -.1h.matwinwins.r.. SHEATHING WITH NO COUNTERSINKING PERMITTED. WOOD FRAMING NOTES THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304. 10. 1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16' 0. C. AT INTERIOR WALLS AND 2X6 0 16* 0. C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL- UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 160 NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D AT 12' D.C. AND LAP MINIMUM 4'-0' AT JOINTS AND PROVIDE SIX 16D NAILS AT 4' D.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12' D.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8' DIAMETER ANCHOR BOLTS (WITH 7' MINIMUM EMBEDMENT)@ 4' 0" D.C. UNLESS INDICATED OTHERWISE. INDIVI- DUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7* D.C. USE SO COOLER NAILS FOR 1/2' GWB AND 6D COOLER NAILS FOR 5/8' GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2' (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8D @ 6' D.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ le O.C. ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI JOIST BEAMS TO- GETHER WITH 16D @ 12" D.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH OD NAILS @ 6" D.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12' O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR 29019 SHEATHING EDGES SHALL HAVE APPROVED TONGUE AND GROOVE JOINTS OR SHALL 02VAL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8' SPACING AT ALL PANEL i2117119 EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16D @ 12' D.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR j .. ..... AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD Todd Fisher PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. to 206 624 470D a.. 29 Is 2084476971 ffisher@1harriottvalentine.com P.jed Allilt- H2D Arahitacture + Design 2302D Edmonds Way #113 Edmonds, WA 98020 P.J.. Whitehead Residence 8802 217th SW Edmonds, WA 98026 - - ... . .......... imig PERMIT 12JI3119 REVISIONS 91 1 SIZE LENGTH DIAMETER 6D 2- 0. 113" 8D 2-1/27 0. 131* B.11dilit DIPIft-App.111 IOD 3- 0. 148* 12D 3-1/4' 0. 148" F 16D 3-1/0 0. 162" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. 25. STAPLES - THE FOLLOWING STAPLES MAY BE SUBSTITUTED FOR NAILING OF PLYWOOD (APA RATED SHEATHING): NAIL SIZE EQUIV. STAPLE MINIMUM LENGTH 6D 16 GA. 1-3/4' 8D 15 GA. 1-3/4' IOD 13 GA. 1-3/4' RESUB OEC 19 2019 BUILDING IDEPARTMENT Crl'YOFEDMONDS �'E'N"E`RAL STRUCTURAL NOTES ...,.a I-- S1.0 X w Harriott Valentine Harri," Valentine Engineers Inc. 1932 First Avanue, Suite 720 Seattle, Washington 98101-2447 tal 200 624 4760 fax 208 447 0971 —haolott�I,ntlnaxona WA 12117119 p.j.,t—a To d Fisher he 206 624 476D a,. 29 fa 206 447 6971 tfisher(Igharriotb,alentIne.com P.j arhh- H2D Architecture + Design 2302D Edmonds Way #113 Edmonds, WA 9802G pe,j.. Whitehead Residence 8802 217th SW Edneards, WA 9BG26 LEGEND FOUNDATION PLAN NOTES I... Ine. Issue D..dptl.. NOTEI! EXISTING FRAMING MEMBERS AS INDICATED ON THIS PLAN ARE 117119 PERMIT SPAN 1. PERE NEW CONCRETE WALLS OR FOOTING ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTT VALENTINE ENGINEERS — l2jl3/19 REVO.N. #1 ABUT EX. CONCRETE, PROVIDE DOWELS #4 x SHALL NOT BE HELD LIABLE FOR LOCATION/ SIZE OF EXISTING MEMBERS 2�—D" TO MATCH HORIZ. REINFORCING, EMBED AS CALLED ON THIS PLAN. EXISTING MEMBERS SHALL BE VERIFIED AND EXTENT 5" IN EPDXY GROUT. REPORTED TO STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION. ZAX SECTION DETAIL 2. SEE 6 & 10/S4.0 FOR TYPICAL HOLDOWN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. (FB) FLUSH BEAM (PT) PRESSURE —TREATED 3. SLAB —ON —GRADE SHALL BE PLACED AND CURED FOR A MINIMUM OF SEVEN DAYS B.11culit DIP1,111m App— BEFORE RETAINING WALLS ARE BACKFILUED. COLUMN ABOVE SEE RETAINING WALL DETAILS FOR SPECIFIC CONFIGURATION. RESUB 0 COLUMN BELOW — DEC 19 2019 NEW STRUCTURAL WALL BU IMBDER&MMDES"T C EXISTING STRUCTURAL WALL NEW CONCRETE WALL ADDITION FLOOR FRAMING & FOUNDATION PLAN EXISTING CONCRETE WALL �.o scole: I/e = f-If NDATION PLAN D—bg Nu—, S2.0 w Ji -a LEGEND FRAMING PLAN NOTES NOTEH EXISTIN FRAMING MEMBERS AS INDICATED ON THIS PLAN ARE SPAN 1. SW— INDICATES SHEARWALL TYPE PER ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTF VALENTINE ENGINEERS SCHEDULE 8/S4.0. REFER TO DETAILS FOR SHALL NOT BE HELD UABLE FOR LOCATION/ SIZE OF EXISTING MEMBERS TYPICAL SHEARWALL CONSTRUCTION. SEE AS CALLED ON THIS PLAN. EXISTING MEMBERS SHALL HE VERIFIED AND < EXTENT ARCHITECTURAL DRAWINGS FOR ADDITIONAL REPORTED TO STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION. WALL INFORMATION. SECTION DETAIL 2. REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF SHEATHING TYPE, THICKNESS, (FB) FLUSH BEAM AND NAILING. (PT) PRESSURE —TREATED 3. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED OTHERWISE. SEE 1I/S4.O. — COLUMN ABOVE 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP 0 COLUMN BELOW PLATES AND SPLICE PER 12/S4.0. NEW STRUCTURAL WALL 5. POSTS M, INCLUDING ENDS OF WALL OPENINGS, SHALL BE (2)2x6 UNLESS NOTED OTHERWISE. EXISTING STRUCTURAL WALL NEW CONCRETE WALL ROOF FRAMING PLAN (MAIN FLOOR WALLS) EXISTING CONCRETE WALL scale: Ile = 1*-V EXISTING MASONRY WALL Harriott Valentine Ham0ft Valentine Engine,, Inc. 1932 Fire[ Awme, S,1ta 720 Seattle. Washington OB101-2447 tal 206 624 4760 fax 206 447 6971 —hafflothal,rifflne-no f2117119 P.j . . . . . . . Todd Fisher te 206 824 47GO ex. 20 fax 206 447 6971 tfisher@harrioth,alentine.com -jed—hosd 1-12D Architect— + Design 23020 Edmonds Way #113 Edmonds, WA 98020 Mitehead Residence 88022171 SW Edmonds. WA 98026 I f7li 9 PERMIT 12ji 3119 REVISIONS #1 13.11ding Dep—ent App—I RESUB DEC 19 2019 BUILDING Del—,—Ew CITY OF EDMONDS was ROOF FRAMING PLAN n.".n S2.1 w w Harriott Valentine TC' CORNER BARS TO MATCH EXT HORIZ. REINF. SEE I1/S3.O FOR N Halrlol,t Valentine Engine.. In.. AS SHOWN CALLOUTS IN COMMON -'OUTLINE % WALL BEYOND 1932 First Aven e, gait, 720 Seattle. Washington 98101-2447 DOUBLE I I I 4x TOP PLATE PANEL EDGE NAILING PER 'u rL PRE -MANUFACTURED tel 206 024 4760 fax 206 447 6971 —h—itnt1�1onfine.oarn C"L TYPICAL CORNER BARS: CURTAIN T [rA NEW SHEARWALL :: PLAIN (8d @ Sam U.N.O.) C TRUSSES PER PLAN V r�ERTS 24 r 24" 24F CMU WALL PER PLAN #4 x _F @ 16"oc BLOCK FULL DE ' PTH (VENT PER ARCH1.) (1) #4 NOSING BAR CORNER BARS TO MATCH & /L L PAVING PER ARCH' ----- 1. SLAB -ON -GRADE PER PLAN LTP4 TO MATCH A35 I A35 SPACING HORIZONTAL REINFORCING �4 (ALTERNATE HOOKS) 11 PER SW W SCHEDULE . . . . . . SINGLE SHEARWALL PER PLAN ADD'L. TYPICAL CORNER BARS: CURTAIN VERTS. 24 HST3 I S I TRAP - :1E 241 HALF OF BOLTS AT TOP OF CMU WALL, A,, IULLY GROUT ALL (2) #4 CONIT. (HEADER AT SOME HALF AT WOOD CELLS OF CMU BLOCK DRAINAGE PER LOCATIONS) - SHEARWALL PER PLAN TOP PLATE IN CONTACT WITH ARCHITECTU STRAP TYPICAL CORNER BARS AT CONCRETE WALLS 3/4- = V-0" 2 3/4" = 1'-0" 3 3/4' V-10" BLOCK ONE TRUSS BAY OUTRIGGERS 2x4 @ 24"oe SHEARWALL PER PLAN ER SW SCHEDULE A35 PER SW SCHEDULE W/ 26 0 48 oc NTH (3) 16d TO TRUSS 2x6 P ' T. PLATE WITH T - PLATE WITH (3) 16d AT BLOCKS BLOCK ONE JOIST BAY NCHOR BOLTS PER 5/8"o ANCHOR BOLTS PER F FULL -DEPTH 0 48"oc #4 @ 16'0c VERT. SW SCHEDULE (@ 48"oc (ALT. HOOKS) ELSEWHERE) (3) 16d ----- FACENAIL #4 @ 10"oe HORIZ [(2) AT TOP OF WALL] PE PL JOISTS PER PLAN AT BARGE (5) 12d lilt RAFTER TRUSSES NOTCH GABLE EN PER PLAN 2E A 1 .Qf 01VAL TRUSS OVER WALL i�ll 7119 FOR OUTRIGGERS BRACES 20 @ 48"oc, as P.1- Todd Fisher SHEATHE GABLE E D NO STEEPER THAN 1:1 6 i.77 I TRUSS TO MATCH SW o'.. os Is 206 624 4760 ex. 29 BELOW A34 EACH SIDE OF BRACE 1%. . fax 208 447 8971 tfisherChard,fivalemine.com SHEARWALL PER PLAN A35 PER SW SCHEDULE SEE 7/S3.0 FOR WALL I'lls A.1,111 A, AND FOOTING CALLOUTS DRAINAGE PER ARCH'L_/ v v IV (2) #4 CONT. 112D Architect— + Design 23020 Edmonds Way #113 A Edmonds, WA 98020 pra" 3/4" = V-O" 5 3/4" 1'-0" 6 3/4" V-0" 8 Whitehead Residence 8802 217th SW Edrmmda,WA980W 4" THICK SLAB REINF. W/ D as-01s. W2.9xW2.9 6x6 W.W.M. CTR'D. I BLOCK ONE TRUSS BAY 1 11 IL_ if7lig PERMIT 11113/19 w/2x6 @ 48" Die TYPICAL 6 MIL VAPOR BARRIER EX ROOF TRUSSES (OMIT AT EXTERIOR SLABS) PER PLAN SLAB �E 4" FREE -DRAINING GRANULAR FILL NEW ROOF TRUSIEI--\,. PER PLAN ........ ................ BE�R J 8 X-_ CONTROL JOINT FORMER L 6x6x3/8 CONTROL "ZIP STRIP" 11/2" DEEP INSTALL HORIZ. RESUB (JOINT MAY BE SAW -CUT JOIN T man (3) 16d AT BLOCKS LEG OF ANGLE AT CONTRACTOR'S OPTION) M 10� IN BED JOINT DEC 19 2019 CUT ALT. WIRES AT JOINT 8d @ 3" oc STAGGERED TOP AND BOTTOM OF SEE /S3.0 FOR 3/8"0 HILTI HITJ DFPARTMENT CrryOFEDMONDS 4 2nd POUR 1st POUR TOP CHORD WHERE - I COMMON HY-200 ANCHORS PLASTIC JOINT KEY sm EADOW BURKE" NEW GABLE END TRUSS @ 16"ocINSTALLED WITH CYLINDRICAL STRUCTURAL DETAILS CONSTR. STOP REINF.1' CLEAR OF MEETS EX. TRUSS MESH SCREENS JOINT JOINT EACH SIDE SAWCUT EXISTING CMU WALL CMU WALL PER PLAN .—Ina N.—, - WOOD FURRING WALL SLAB -ON -GRADE (NOT INSULATED) PER ARCH'L TYPICAL CMU LINTEL S3.0 3/4" = V-0" 9 3/4" V-0" 10 3/4" = V-0" I 1 3/4" 1'-0" 12 SHEATHING PER SW SCHEDULE ONE-SIDED 1 @1 SHEARWALL FSHEATHING PER SW SCHEDULE TWO—SIDED STAGGER ANCHORS SHEARWALL AT TWO—SIDED SHEARWALLS ANCHOR BOLT WITH PLATE-` SHEATHING PER SW WASHER PER SW SCHEDULE SCHEDULE (0.229"x 3" SQUARE) � TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT 3/4' = V-0" 1-1/2" = 1'-0" 2 HOLDOWN SCHEDULE MARK FASTENERS TO STUDS' ANCHOR DIA.' — I--,— EMBEDMENT LENGTH lgwll� _CASI_f� HDU4 (10) 1/4�O x 21/2' SCREWS 5/8' 121/2" 5' HDU5 (10) 1/4"0 x 21/2" SCREWS 5/8 * N/A 5" /1\ 1 . 10d AND 12d DIAMETER = 0.148 ; 16d DIAMETER = 0.162'. SCREWS SHALL BE SIMPSON "SDS" TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS. 2. PROVIDE A36 OR A307 ALL —THREAD AT EPDXY AND CAST —IN ANCHORS. 3. PROVIDE SIMPSON "SET—XP* EPDXY PER GENERAL STRUCTURAL NOTES. SPECIAL INSPECTION IS REQUIRED. 4. AT CAST —IN ANCHORS PROVIDE HEAVY HEX NUT AT BOTTOM OF ALL —THREAD. HOOKED J—BOLT MAY BE USED FOR LTT HOLDOWNS. 3/4" = 1'-0" I (2) STUDS MIN. — REFER TO PLAN FOR LOCATIONS WHERE BUILT—UP POST CONSISTS OF MORE STUDS S1 FIR PLAN HOUDOWN PER PLAN W1 SCREWS PER MFR. SPECS. (OR NAILS SIMILAR) CONCRETE STEMWALL PER PLAN (6" MIN. THICKNESS) AT EX. CONIC. WALL AT NEW CONCRETE WALL PROVIDE ALL —THREAD PROVIDE ALL —THREAD AND AND EMBED IN EPDXY HEX NUT OR HEADED BOLT GROUT PER SCHEDULE NOTE: AND EMBED PER SCHEDULE PROVIDE 5" END (HOOKED J—BOLT MAY BE AND 13/4' EDGE USED FOR LTT HOLDOWNS) DISTANCE FOR ANCHORS (MIN.) TYPICAL HOLDOWN AT CONCRETE 3/4" = V-0" 10 SHEARWALL SCHEDULE (NOT ALL USED ON PLANS) MARK SHEATHING' STUDS AT ABUTTING PANEL EDGES' PANEL EDGE NAILING'-' RIM JOIST OR BLOCKING TO TOP PLATE BOTTOM PLATE ATTACHMENT SOLID RIM TJI RIM BOTTOM PLATE TO RIM JOIST BELOW ANCHORBOLT TO CONCRETE' SILL PLATE AT FOUND. Swi 15/32' COX PLYWOOD 2x 8d @ 6"oc A35 @ 24"oc 16d 0 Voc 16d 0 6"oc 5/8"0 @ 48"oc 2x SW2 15/32- CDX PLYWOOD 2x Bid 0 4"oc A35 @ 15'oc 16d @ 4"oc 16d 0 4"oc 5/8"0 @ 32"oc 2x SW3 1 15/32' COX PLYWOOD 3x 8d 0 3"oc A35 @ 12"oc N/A — USE SOLID RIM 16d @ 3"oc 5/8"0 @ 16"oc 2x SW4 15/32- COX PLYWOOD 3x 8d @ 2"oc A35 @ 9"oc N/A — USE SOLID RIM 16d @ 2-oc 5/8"0 @ 12"oc 2x SW5 15/32' CDX PLYWOOD BOTH SIDES 3x 8d @ 3"oc A35 0 Voc N/A — USE SOLID RIM (2) ROWS 16d @ 3"oc 5/8"0 0 12'oc SWIS 15/32' COX PLYWOOD BOTH SIDES 3x 8d @ 2"oc A35 @ 41/2"oc N/A — USE SOLID RIM (2) ROWS 16d 0 2"oc 5/8"0 0 12"oc 1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32- CDX. 2. STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS — NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING. 3. BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS. END STUDS SHALL RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d @ 12"oc. 4. 8d NAILS SHALL BE 0.131" DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135" DIAMETER x 31/2" (BOX). 5. ANCHORS TO CONCRETE SHALL CONSIST OF CAST —IN —PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL —THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS. CAST —IN —PLACE ANCHOR BOLTS HAVE A 7' EMBED AND SHALL BE J—BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND SHALL NOT BE USED AT STEM WALL LOCATIONS WIT� EDGE DISTANCE LESS THAN 5- (INSTEAD, USE EPDXY GROUTED ALL —THREADS OR TITEN HD ANCHORS). EPDXY GROUTED ANCHOFS §HALL HAVE 5" EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS, PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229" (3 GAUGE) x Yx 3" (SIMPSON BP5/8-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL. SHEARWALL PER PLAN PANEL EDGE NAILING BLOCKING (OR JOIST) BOTTOM PLATE NAILING PER SW SCHEDULE PER SW SCHEDULE PER FLOOR AND ROOF DETAILS NAILING TO MATCH "'�—NAILING TO MATCH JOISTS PER PLAN B rOM PLATE NAILING S OT BOTTOM PLATE NAILING (DIR. VARIE PER SW SCHEDULE PER SW SCHEDULE PANEL EDGE NAILING FULL DEPTH BLOCKING TOP PLATE CONNECTION SHEARWALL PER PLAN PER SIN SCHEDULE (OR RIM AT EXTERIOR) PER SIN SCHEDULE PANEL EDGE NAILING SIEARWAII PER PLAN /—NAILING TO MATCH BLOCK ALL PANEL EDGES--E PER SW SCHEDULE BOTTOM PLATE NAILING PER SW SCHEDULE ANCHOR BOLTS & WASHERS SILL PLATE PER SW PER SIN SCHEDULE SCHEDULE PANEL EDGE NAILING INTERSECTING PANEL EDGE NAILING PER SW SCHEDULE NON—SHEARWALL PER SIN SCHEDULE TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION 3/4" = V-0" 8 TYPICAL DOUBLE TOP PLATE ILAN MULTI —STUD PER PLAN WITH NAILING PER GEN. NOTES TYPICAL MULTIPLE -STUD POST CONSTRUCTION 3/4" = V-0" (8) 16d 0 4"oc STAGGERED EACH SIDE OF SPLICE (16d @ 12"oc ELSEWHERE) rUD 1 6'-0" MIN. BETWEEN SPLICES I TYPICAL TOP PLATE SPLICE CONSTRUCTION 3/4" = 1'-0" 12 Harriott Valentine Harriett Valentina Engineers In, 1932 First Ae, Suite 720 Seattle, Washington 98101-2447 lei 206 624 4760 fox 205 447 6971 hmdoth�alentihe.corn WA 290-19 2117119 J.� ....... Todd Fisher to 208 624 4760 ex. 29 Is 206 447 6971 [I1$har@hardofiMIeAII 'nueet—n- 1121) Architecture + Design 23020 Edmonds Way 0113 Edmonds, WA 98020 P.J.. Whitehead Residence 8802217t SW Edmonds, WA 98026 Its. D.t. 41. 117/19 PERMIT 12`13/19 i o.p.n.- app I RESUB DEC 19 2019 I ILDIING DE E 'u CnOFE ONDS ...no liu. STRUCTURAL DETAILS