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APPROVED FIR BLD PLN - RESUB 1 BLD2021-1482+Architectural_Plan+2.21.2022_12.54.48_PM+2693053
■ ■ DEFFERED SUBMITALL: I 11) STEEL STAIR DESIGN ■ i2) DETAILS AS TO CONNECTION OF STEEL ■STAIRS I IN �m NONE 0 NONE 0 �m NONE 0 NONE 0 �m NONE 0 NONE 0 NONE 0 ON; special inspections are required for this pe -mit. Thil is to include both the bullet points and table bet w: Please provide Sp acial Inspection Docume its to Bill. ilding inspector. I ■ Monitor and test structural fill placement and soil compaction ■ Observe bearing capacity at foundation locations ■ Observe slab -on -grade preparation ■ Monitor foundation drainage placement ■ Observe excavation stability I Special inspections, Testing & Structural Observation Schedule MPECTION rIE14S CONratuobs I PERioDIc I TEsTim rM..aro r...,r..Nr�.... rimr tmc yr Concrete Wength Reinforcing pfacemem X Anchor tolls & hddowns X Embedded items x Preparalloroftest specimens X X Concrete placement X X aceel wnserucclon tux, it a -— Fabrication X Erection X High -Strength Both; (MC 17D4.3.3) X Structural Ohservati- (IBC 1704.61 Concrete construction X Wood constructor X DSPBCTION SCHEDI ■ F NI 1. Isms marked with an'YP shall be Inspected In accordance with IBC 17D4 by a certlFled special Inspector from an agency approved by the jurisdiction. �. Special Inspection shall not be required for work done In an api farricaror's shop per MC1704.2.5. verify approval with jurisdiction prior to fabrication. 3. Continuous special inspection requires the inspecmr shall bean site at all times that rvork requiring special inspection is performed. periodic special inspection shall allow inspection at the intervals necessary to confirm that work requiring special Inspection is In compliance with the requiremerns. 9. All wells shall be visually inspected. S. All complete penetration welds shall be tested ultasonlcalfy. $. Periodic special inspection shall be allowed. 5. All complete penetration welds shall be tested ultasonlcalty. II I I I I I II I I �LA AP ROVED BY ING Mar 25 20?2 ■■ 11 City Of Edmonds Building Department Work SFR ----------------- ------------------- Address ---------------r 332 SUNSET AVE N ---------------------- - - - - - - - --------------------- Ownet ----------------------------------------------------------------------' BURDETT -------------------------------------------- Appro ------------------------------------------ ed Date 3/30/2022 Buildi g Official : W. czcc -------------------------------------- Permi ---------------BLD2021-1482 Number -1 AW-U UD LEGAL DFSCRIPTI �I PIAGEL I+IL USER: Z70U3IX10WW THAT PormoK OF` Loy -4, SENT ADWI104 TO THE .CrrY OF E OE.. ORDI'NG 70 THIC PLA1 THERUW RUORQED tN M4LLJME 15 OF PLATS. PAGA 41. RCCill OF SN OHOMISH COi WASHINJ 'T AND THAT P!]RT*N DF +ERNMC T ILOT 1, SfECTJON 23, TOWNSHIP 27 WRTH, FIDE 3 Elf OF TI-i WILLikM 1'TE McRIPM. DESCRLI ED AS FOL-LOWS: 0"WORK AT TF+L NORI CAST =9111liillFk Or FRONT AND ElDmi)W* S!"IRM-F THENCE NORTNERLY 250 FEET TO POINT OF BEGIHNI : THENCE EASTERLY AT RIW JINCLES TO-FRl7NT STREET. 1 �111R TEST; THENCE SIN= LZ€T 9171' 80 PCET; THENCE ANGLE LEFT AND gil $ 9R F M€ THENCE ALONG VRON r ST FTEEl TO PONNT OF DEDI�+INfNfr. DESC IIIIII a AS FOLLCIII OE �N NiNC AT T kE NORTNWEST CORRi OF 5Atia PORTION OF GMERNMENT LOT T; THENCE 55t'31' 20■Et ►1 CASTANCE OF 1$7.2 3 FEET TO THE WEST -LINE #1 SND LOT 4, THENCE S31'29'40'W IALQNG FHE SST UNE OF SAID LOT 4, 51.07 FEET, THENCE SSV42'WL 57.01 FEET TO THE WEST MA► MIN OF 2ND AVENUE N0FrTI+, THENCE ALONG A CURE TO TmE LEFT. I AVFNG A WiL15 OF 352.37 F-EET AND A DELTA ANIGI.E OF 217"W THENCE NSCt42'00-W, 51.27 +SET: THCPI R37*26"40"i 15.S7 Fes; THENCE N 31'2O"I t 197.23 FEET TO THE r-AST WIiiiii OF 5UNSF AVFl �uIL: THENCE N3f'2d'4O" ALONG THE E0,5F Mew OF 51.N$k7 AVEHUEI CDrOO FEET TO T}iE P01K OF BEGJNNING -- - --- ----————— IL — — — — ALL WORK SUBJECT INSPECTION FOR CODE COMPLIANCE i i i i i i ------------ APPROVED _ UST BE ON JOB SITE 12-29-2021 PLAN REVIEW NOTES: Approved with Condition: 1. A residential fire sprinkler system is required. A recommended flow -through design will meet specifications and reduce equipment and continuing maintenance requirements. Provide a minimum combination water service of one inch (1") meter and one and one half (11/2") service line, or show that domestic and fire protection needs can be met with a smaller service. DFM Burt 1 I 1 1 I — I— I 1 1 I — I 1 1 I OBTAIN ELECTRICAL PERMIT FROM STA OR & INDUSTRIES Approved DFM chribs -F vo t South County Fire Date: 03/31 /2022 --- — ----------E I I I I ;l I a— — — — — — — — — — — — — — — — — — — — — I. I O I I I I I I I I I IliiF--- ❑ n ■ "iiil�•ii� lift •Ifs • •�—.• NNN a —NNN F!• t!•tfF � I I I I I I N M I � I r I � I ' I :: a 04 >10899 REGISTERED ARCHITECT BLAfCE D. FISHER STATE OF WASHINGTON RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT LEGEND O FOUND CONCRETE MONUMENT AS NOTED O SET 1/2" REBAR/CAP #40524 • FOUND REBAR/CAP AS NOTED (M) MEASURED DIMENSION (C) CALCULATED DIMENSION (P) PLAT OF SUNSET ADDITION DIMENSION, VOL. 15, PG. 41 (D) DEED DESCRIPTION BASIS OF BEARINGS N45`55'04"E ALONG THE MONUMENTED 9� �O N TR/c c CURVE TABLE CURVE LENGTH RADIUS DELTA C1 15.59 362.37 2'27'56" C2 89.54 362.37 14'09'26" C3 11.69 357.13 1 `52'30" OLD LEGAL DESCRIPTION PARCEL NUMBER: 00592200000400 NOTES INSTRUMENTATION FOR THIS SURVEY WAS A SOKKIA CX-65 TOTAL STATION. PROCEDURES USED WERE FIELD TRAVERSE, MEETING OR EXCEEDING STANDARDS SET BY WAC 332-130-090. B L' ou0'002 \ 2 BOUNDARY LINES SHOWN REPRESENT THE DEED DESCRIPTION BOUNDARY. OWNERSHIP RIGHTS MAY VARY. 23re) 20 �\ 98 00 LOT 4, SUNSET ADDITION TO THE CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 15 OF PLATS, PAGE 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. AN D; PARCEL NUMBER: 27032300100900 THAT PORTION OF GOVERNMENT LOT 1, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST OF THE WILLAMETTE MERIDIAN, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF FRONT AND EDMONDS STREET; THENCE NORTHERLY 280 FEET TO POINT OF BEGINNING; THENCE EASTERLY AT RIGHT ANGLES TO FRONT STREET, 198 FEET; THENCE ANGLE LEFT 90° 60 FEET; THENCE ANGLE LEFT AND 90° 198 FEET; THENCE ALONG FRONT STREET TO POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (PER CHICAGO TITLE COMPANY, COMMITMENT NO. 500121609, DATED: MAY 26, 2021) RECORDING CERTIFICATE ZONING RS-6 SUNSET % DD171 L- VOL LIME 15, PAGE 41 Rs�/Fn�Nc LOT 3 s6o � �2 SO F \ o CONTROL LEGEND .. O FOUND CONCRETE MONUMENT o� WITH BRASS PIN WITH PUNCH IN V CASE DOWN 1.15' © FOUND CONCRETE MONUMENT WITH BRASS CASE DOWN 0175 WITH PUNCH IN 301 © FOUND 1/2 REBAR/CAP #51800 O FOUND CONCRETE MONUMENT WITH TACK IN LEAD IN CASE DOWN 1.60' / O FOUND TACK IN LEAD WITH WASHER #22969 NORTH 0.22' x WEST 0.18' OF CALCULATED POSITION O FOUND TACK IN LEAD WITH WASHER # X DOWN 0.5' AND NORTH 0.17' x EAST 0.10' OF CALCULATED POSITION 30 15 0 J 30 60 SCALE IN FEET SURVEYOR'S CERTIFICATE Filed for record this day of 20_at M. This map correctly represents a survey made by me or under my in book —of —at Page direction in conformance with the requirements of the Survey Recording Number Recording Act at the request of CB Hotel I, LLC in January, 2021. at the request of James R. Watkins. County Auditor Deputy Auditor R. 1 ' I^ certificate number: 40524 DATE: 6-11-2021 © FOUND 3/4" IRON PIPE SOUTH 0.21' x EAST 0.15' OF CALCULATED POSITION CONTROL DETAIL 1" — 100' / i��b Cj 00 O� 7 4 00 00 , 16 SSE \ �17 J (0 1 / 40' 36325 i 18 , E g i� E g� I 00� V � -DOE 00 i =C\/ (0 i 69 NEW LEGAL DESCRIPTION PARCEL A - PARCEL NUMBER: 27032300100900 THAT PORTION OF LOT 4, SUNSET ADDITION TO THE CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 15 OF PLATS, PAGE 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; THAT PORTION OF GOVERNMENT LOT 1, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST OF THE WILLAMETTE MERIDIAN, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF FRONT AND EDMONDS STREET; THENCE NORTHERLY 280 FEET TO POINT OF BEGINNING; THENCE EASTERLY AT RIGHT ANGLES TO FRONT STREET, 198 FEET; THENCE ANGLE LEFT 90° 60 FEET; THENCE ANGLE LEFT AND 90` 198 FEET; THENCE ALONG FRONT STREET TO POINT OF BEGINNING, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID PORTION OF GOVERNMENT LOT 1; THENCE S58°31'20"E, A DISTANCE OF 197.23 FEET TO THE WEST LINE OF SAID LOT 4; THENCE S31°28'40"W ALONG THE WEST LINE OF SAID LOT 4, 51.07 FEET; THENCE S60°42'OOE, 57.01 FEET TO THE WEST MARGIN OF 2ND AVENUE NORTH; THENCE ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 362.37 FEET AND A DELTA ANGLE OF 2°27'56". THENCE N60°42'00"W, 57.27 FEET; THENCE N31°28'40"E, 6.67 FEET; THENCE N58°31'20"W, 197.23 FEET TO THE EAST MARGIN OF SUNSET AVENUE; THENCE N31°28'40" ALONG THE EAST MARGIN OF SUNSET AVENUE, 60.00 FEET TO THE POINT OF BEGINNING. PARCEL B - PARCEL NUMBER: 00592200000400 THAT PORTION OF LOT 4, SUNSET ADDITION TO THE CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 15 OF PLATS, PAGE 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 4; THENCE S60°42'00"W, A DISTANCE OF 71.18 FEET TO THE WEST MARGIN OF 2ND AVENUE NORTH; THENCE ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 357.13 FEET AND A DELTA ANGLE OF 1°52'30"; THENCE ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 362.37 FEET AND A DELTA ANGLE OF 14°09'26"; THENCE N60°42'00"W, 57.01 FEET TO THE WEST LINE OF SAID LOT 4; THENCE N31°28'40"E ALONG THE WEST LINE OF SAID LOT 4, 99.40 FEET TO THE POINT OF BEGINNING. LOT LINE ADJUSTMENT FOR CB HOTEL I, LLC SITE ADDRESS: 403 2ND AVE N — EDMONDS, WA. 98020 EDAllied Land Surveying, Inc. 11611 Airport Road Suite B4 - Everett, Washington 98204 (P)425-482-0223 SE 1/4 OF NE 1/4 OF SEC. 23, T. 27N, R. 3E, WM DWN. BY: MRW DATE: 6 11 2021 JOB NO, 21004 LLA CHK. BY: JRW SCALE: 1" — 30' SHEET 1 OF 1 2018 Washington State Energy Code - Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family - New & Additions (effective February 1, 2021) version 1.0 These requirements apply to all IRC building types, including detached one- and two-family dwellings and multiple single-family dwellings (townhouses). Project Information Contact information Chris and Lisa Burdett Blake Fisher, AIA 206.852.5054 332 Sunset Ave. N, Edmonds, WA 98020 Fblake@blakefisherarchitecture.com Instructions: This single-family project wilt use the requirements of the Prescriptive Path below and incorporate the minimum values listed. Based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Provide all information from the following tables as building permit drawings: Table R402.1- Insulation and Fenestration Requirements by Component, Table R406.2 - Fuel Normalization Credits and 406.3 - Energy Credits. Authorized Representative r pate 10/29/2021 All Climate Zones (Table R402.1.1) _ R-Value a U-Factor' T Fenestration U-Factor n/a 0.30 Skylight U-Factor b n/a 0.50 Glazed Fenestration SHGC b'e n/a n/a Ceiling e 49 0.026 Wood Frame Wall $ 21 int 0.056 Floor 30 0.029 Below Grade Wall c h 10/15/21 lint + TB 0.042 Slab a•f R-Value & Depth - 10, 2 ft n/a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity that is less a 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. "10/15/21 +5TB" means R-10 continuous insulation on the exterior of the wall, or R-15 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 c the interior of the basement wall. "10/15/21 +5TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation ❑n the interior or exterior of the wall. "5TB" means R-5 thermal break between floor slab and Basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See Section R402.2.9.1. _ For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38 if the full insulation depth e _extends over the top plate of the exterior wail. R-7.5 continuous insulation installed over an existing slab is deemed to be equivalent to the required perimeter f slab insulation when applied to existing slabs complying with Section R503.1,1. If foam plastic is used, it shall meet the requirements for thermal barriers protecting foam plastics. For Iog structures developed in compliance with Standard ICC 400, log walls shall meet the requirements for g ciim_at'e zone 5 of ICC 400. Int. (Intermediate frarning) denotes framing and insulation as described in Section A103.2.2 including standard h framing 16 inches on center, 78% of the wall cavity insulated and headers insulated with a minimum of R-10 insulation. 2018 Washington State Energy Code - Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family - New & Additions (effective February 1, 2021) Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 (fuel normalization credits) and Table 406.3 (energy credits) to achieve the following minimum number of credits. To claim this credit, the building permit drawings shall specify the option selected and the maximum tested building air leakage, and show the qualifying ventilation system and its control sequence of operation. 1. Small Dwelling Unit: 3 credits Dwelling units less than 1,500 sf in conditioned floor area with less than 300 sf of fenestration area. Additions to existing buildingthat are greater than 500 sf of heated floor area but less than 1,500 sf. 2. Medium Dwelling Unit: 6 credits All dwelling units that are not included in #1 or #3 3. Large Dwelling Unit: 7 credits Dwelling units exceeding 5,000 sf of conditioned floor area 4. Additions less than 500 square feet: 1.5 credits All other additions shall meet 1-3 above Before selecting your credits en this Summary table, review the details in Table 406.3 (Single Family), on page 4. Summary of Table R406.2 Heating 1 Fuel Normalization Descriptions Options I Credits - select ONE User Notes heating option 1 Combustion heating minimum NAECAh 0.0 ❑ 2 Heat pump` 1.0 0 3 Electric resistance heat only - furnace or zonal -1.0 ❑ 4 DHP with zonal electric resistance per option 3.4 0.5 1 ❑ 5 All other heating systems -1.0 El Energy Credits - select ONE Energy Credit Option Descriptions Options energy option from each " category 1.1 Efficient Building Envelope 0.5 ❑ 1.2 Efficient Building Envelope 1.0 ❑ 1.3 Efficient Building Envelope 0.5 0 1.4 Efficient Building Envelope 1.0 ❑ 1.5 Efficient Building Envelope 2.0 ❑ 1.6 Efficient Building Envelope 3.0 ❑ 1.7 Efficient Building Envelope ❑ Air Leakage Control and Efficient Ventilation 0.5 ❑ ❑ 2.1 0.5 2.2 Air Leakage Control and Efficient Ventilation Air Leakage Control and Efficient Ventilation 1.0 ❑ ❑ 2.3 1.5 2.4 Air Leakage Control and Efficient Ventilation Li 2.0 0 3.1' High Efficiency HVAC 1.0 ❑ 3.2 High Efficiency HVAC 1.0 ❑ 3.3' High Efficiency HVAC 1.5 ❑ ❑ ❑ 3.4 High Efficiency HVAC High Efficiency HVAC High Efficiency HVAC 1.5 3.5 1.5 3.6' 2.0 0 4.1 High Efficiency HVAC Distribution System 0.5 ❑ 4.2 High Efficiency HVAC Distribution System 1.0 ❑ 2018 Washington State Energy Code - Residential Prescriptive Energy Cade Compliance for All Climate Zones in Washington i~ Single Family - New & Additions (effective February 1, 2021) Summary of Table R406.2 (cont.) Energy Credits - select ONE Energy Credit Option Descriptions (cant.) energy option from User Notes Options each category d 5.1d Efficient Water Heating 0.5 ❑ 5.2 Efficient Water Heating 0.5 j ❑ 5.3 Efficient Water Heating 1.0 ❑ radiant heat in slab floors 5.4 Efficient Water Heating 1.5 ❑ 5.5 Efficient Water Heating 2.0 ❑ 5.6 Efficient Water Heating 2.5 ❑ _ 6Ae Renewable Electric Energy (3 credits max) 1.0 Q 7.1 Appliance Package 0.5 ❑r _ Total Credits 7-4 a-11-U ate To[aI Clear Form a. An alternative heating source sized at a maximum of 0.5 W/sf (equivalent) of heated floor area or 500 W, whichever is bigger, may be installed in the dwelling unit. b. Equipment listed in Table C403.3.2(4) or C403.3.2(5) C. Equipment listed in Table C403.3.2(1) or C403.3.2(2) d. You cannot select more than one option from any category EXCEPT in category 5. Option 5.1 may be combined with options 5.Z through 5.6. See Table 406.3. e. 1.0 credit for each 1,200 kWh of electrical generation provided annually, up to 3 credits max. See the complete Table R406.2 for all requirements and option descriptions. f. Use the single radiobutton in the upper right of the second column to deselect radiobuttons in that group. Please print only pages 1 through 3 of this worksheet for submission to your building official. 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FISHER STATE OF WASHINGT�N RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Window, Skylight and Door Schedule Project infa-oration Dhris and Lisa Burdett 332 Sunset Ave. Edmonds, WA 98020 Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Western Windows Series 600 WindowWall A 0.30 Western Windows Series 600 WindowWall B 0.30 Western Windows Series 600 WindowWall D 0.30 Western Windows Series 600 WindowWall D 0.30 NOT USED E Mil and Ultra Series C650 PI CT. series 3310 F 0.27 Mil and Ultra Series C650 PI CT. series 3310 G 0.27 it and Ultra Series C650 SLIDER series 3110 H 0.27 it and Ultra Series C650 SLIDER series 3110 J 0.27 it and Ultra Series C650 SLIDER series 3110 K 0.27 Mil and Ultra Series C650 CASEMENT L 0.27 Mil and Ultra Series C650 CASEMENT M 0.27 Mil and Ultra Series C650 PI CT. series 3310 N 0.27 NOT USED P it and Ultra Series C650 SLIDER series 3110 0 0.27 it and Ultra Series C650 SLIDER series 3110 R 0.27 Mil and Ultra Series C650 PI CT. series 3310 S 0.27 Mil and Ultra Series C650 PI CT. series 3310 T 0.27 Mil and Ultra Series C650 PI CT. series 3310 U 0.27 it and Ultra Series C650 SLIDER series 3110 V 0.27 Mil and Ultra Series C650 PI CT. series 3310 W 0.27 it and Ultra Series C650 SLIDER series 3110 X 0.27 Mil and Ultra Series C650 PI CT. series 3310 Y 0.27 Mil and Ultra Series C650 PI CT. series 3310 Z 0.27 Mil and Ultra Series C650 PI CT. series 3310 AA 0.27 Mil and Ultra Series C650 PI CT. series 3310 BB 0.27 it and Ultra Series C650 SLIDER series 3110 CC 0.27 Western Windows Series 600 MultiSlide Dr. 1 0.33 NOT USED 2 0.33 Western Windows Series 600 MultiSlide Dr. 3 0.33 Custom Solid Core Pivot Entry Door 4 10.33 Western Windows Series 600 MultiSlide Dr. 6 0.33 e Door - Northwest Door Modern Class Line or 6 0.28 e Door - Northwest Door Modern Class Line or 7 0.28 Renlita Nufold Bi-fold door 8 10.28 Solid Core Entry Door 9 0.33 Glazed Patio Door 10 0.28 Custom Glazed Entry Door 18 0.30 int. doors marked on door schedule Overhead Glazing (Skylights) Component Description Colact lrformation Blake Fisher, AIA blake blakefisherarchitecture.com 206-852-5054 Width Height {fit. Feet Inch Feet Inch Width Height {fit. Feet Inch Feet Inch MM®M® M©®®® MM®®® ®®®©® --■-■ M®®M® ®©®©® M©®©® ®M®M® ©M®M® ©M®M® ©©®M® M®®M® --■-■ ©M®M® M©®M® MM®M® M©®©® M©®M® ®®®M® MM®M® ®M®M® M®®M® M©®M® M©®®® ©©®M® MM®M® --■-■ --E-E ©®®M® MMEME ®M®M® MM®M® M©®M® MM®M® ©M®M® MM®M® ®©®M® M©®M® M®®M® MMEME --E-E Sum of Vertical Fenestratbn Area and UA Vertical Fenestration Area Weighted U = UA Area stet. u-tactor Width Height {fit. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead dazing Area Weighted U = UA Area Total Sum of Fenestration Area and UA or heating system sizing calculations) FTITV sl Area UA 60.01 18.00 81.0 24.30 27.0 8.10 70.0 21.00 0.0 0.00 22.0 5.94 30.0 8.10 30.0 8.10 48.0 12.96 135.0 36.45 67.5 18.23 37.5 10.13 22.5 6.08 0.0 0.00 32.0 8.64 20.0 5.40 7.0 1.89 15.0 4.05 21.0 5.67 28.5 7.70 9.8 2.63 78.0 21.06 153.0 41.31 36.0 9.72 6.0 1.62 35.0 9.45 56.5 15.26 0.0 0.00 0.01 0.00 166.6 51.33 0.0 0.00 210.0 69.30 28.0 9.24 35.0 11.66 162.0 45.36 180.0 50.40 72.0 20.16 40.0 13.20 20.0 5.60 24.5 7.35 0.0 0.00 0.01 0.00 2066.3 595.26 0.29 Area UA 2066.31 595.26 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2018 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This tool will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please complete the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please contact the WSU Energy Program at energycode@energy.wsu.edu or (360) 956-2042 for assistance. Droject Information -kris and Lisa Burdett 132 5unsetAve. N dmonds, WA98020 Contact Information Blake Fisher, AIA blake@blakefsherarchitecture.com 206.852.5054 Heating System Type: 0 All tither Systems C+ Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions" Design Temperature Instructions - Design Temperature Difference (AT) 46 Edmonds A = Indoor (70 degrees) - Outdoor Design rerfp � ma rsf Ri!il Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions 5eler.-t R-Value + Single Rafter or Joist Vaulted Ceilings Instructions R-38 Vented + Above Grade Walls tree Figure 1) Instructions R - 21 Intermediate • Floors instructions Below Grade Walls (see Figure 1) Instructions R-z1 Interior '� Slab Below Grade (see Figure i) Instructions 6 No 5,ab Below Grade in This project. Slab on Grade (see Figure 9) Instructions t , R-10 Fully !nsu!atec ♦ I - Location of Ducts Instructions CDn�Fr�r•- Figure 1. Above Grade 6,223 Conditioned Volume 10.01 62,230 U-Factor x Area = UA 0.280 2,055 575.40 U-Factor x Area = UA ❑.50 --- U-Factor x Area = UA No selection 0 --- U-Factor x Area UA 0.027 3,485 94.10 U-Factor x Area UA 0.056 5,409 302.90 U-Factor x Area UA 0.029 574 16.65 U-Factor x Area UA 0.042 F-Factor x Length UA 0.303 --- F-Factor x Length UA 0.360 3,695 1330.20 Duct Leakage Coefficient 1.00 Sum of UA 2319.25 Envelope Heat Load 106,685 Btu/Hour .Sum ofUAxAT Air Leakage Heat Load 30,916 Btu/Hour Volume x 0.6 x AT x 0.098 Building Design Heat Load 137,601 Btu/Hour Air leakage + envelope heat loss Building and Duct Heat Load 137,601 Btu/Hour Ducts in unconditioned space: sum of building heat loss x 1.10 Ducts in conditioned space: sum of building heat loss x 9 Maximum Heat Equipment Output 172,001 Btu/Hour Suddinq and duct heat loss x 1.40 for forced air furnace Suddinq and duct heat loss x 1.25 for heat pump (071V1113) Z CM U) W W GC w H Q W U) a: LLJ im a 0 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT cn o o m n T � W ti r fll r.Q CD rn .o N Cl) o n m n o < o 2 G] o N) TT ? cn m W z 2 0m m D z MW BLAKE FISHER ARCHITECTURE & DESIGN u r1a �q�IWMMBtu���..._ NOW 00- move Plillimulliumilummulm m i IML 4 '011RI SHEARWALL SCHEDULE SW ExP Notes apply as called out in table below. 1 See detail SWB. 4 See detail SWR. Letter designations a, b, & c refer to specific conditions. 5 See detail SWB. 6 Abutting panel edges require a 2-2x (lamination connection same as WALL BASE PLATE), 3x, or greater stud. 7 See detail DSW. 8 The plate washer shall extend to within 112" of the edge of the bottom plate that receives the sheathing or rim. At double -sided shearwalls, stagger an both plate edges. SHEAR FLOW CONNECTIONS / SPACING S SILL -TO - ROOF -TO - WALL BASE PLATE CALL FOUNDATION 1 WALL 4 5 OUT HILTI X-CP 72 P8 S23 #A35 @ #LS50 @ 16d @ 4`bc A @ 8"oc 16"oc 24"oc 4b HILTI X-CP 72 P8 S23 tA35 @ #L550 @ 16d @ Yoc B @ 6"oc 8 16"oc 16"oc 4b HILTI X-CP 72 P8 S23 :tA35 @ :�LS50 @ 2-16d @ 3"oc to 4x C @ 3"oc 8 81FoC 8"oc 4c rim/blkg HILTI X-CP 72 P8 S23 ;,-A35 @ t-LS50 @ 2-16d @ 2"oc to 4x @ 2"oC 8 6"oc Woc 4c rim/blkg HOLDOWN SCHEDULE fV WALL SHEATHING CALL OUT SHEATHING THICKNESS EDGE NAILS G 15/32" 10d La 6"oc 4 15/32" 10d @ 4"oc 3 15/32" 6 10d @ 3"oc 2 15/32" 6 10d @ 2"oc 22 15/32" both sides 6,7 10d @ 2"oc 1 Deepen the foundation as needed to provide the required holdown embedment into the foundation wall. See Detail MHE 2 Fasten to the end framing members of the shearwall, u.n.o. 3 FOUNDATION ANCHOR may be extended with threaded rod and coupler as required. 4 Provide the minimum embedment and edge distances specified by the manufacturer. 5 Attach to (2) 2x studs minimum (lamination connection same as WALL BASE PLATE; stagger nails), u.n.o. 6 See detail HDN for installation. HOLDOWN / STRAP FOUNDATION 1, 2, 4, 6 FASTENERS 5 ANCHOR 1, 3, 4, 6 COMMENTS ;tHTTSKT 26 - *SD #10x21/2 *513516"x24 :PMSTC40 36-16d sinker N/A equal number of nails to both connected elements :AMSTC66 68-16d sinker N/A equal number of nails to both connected elements TESTS AND INSPECTIONS INSPECTIONS PER IBC 110: Foundations, footings, underslab systems and framing are subject to inspection by the building official in accordance with ISC 110.3 the contractor shall coordinate all required inspections with the building official. In addition to inspections required by IBC 110, special inspections shall be done in accordance with the "statement of special inspections" per sections 1704 and 1705. SPECIAL INSPECTORS: Special inspectors shall be employed by the owner to provide special inspections for the project. A special inspector shall be a qualified person who works for an approved agency and demonstrates competence, to the satisfaction of the building official. The special inspector shall keep records of inspections and furnish them to the building official and the engineer of record on a regular basis. A final report documenting required special inspections and the correction of any discrepancies shall be provided prior to the completion of building finishes. Where fabrication of structural components and assemblies is being performed on the premises of a fabrication shop, special inspection of the fabricated items shall be required except where the fabricator is registered and approved to do such work without special inspection in accordance with IBC section 1704.2.5. Periodic inspection allows inspection at intervals necessary to confirm that work requiring special inspection is in compliance with requirements. Continuous special inspection requires that the inspector be on site at all times that work requiring special inspection is performed. Statement of special inspections per IBC sections 1704 and 1705: Special inspections are required by sections 1704 and 1705 for the items summarized in the special inspection schedule located on this sheet: Special Inspections, Testing & Structural Observation Schedule INSPECTION ITEMS CONTINUOUS PERIODIC TESTING Concrete Construction (IBC 1795.31 Concrete strength Reinforcing placement X Anchor bolts & holdowns X Embedded items X Preparation of test specimens X X Concrete placement X X Steel Construction {IBC 1705.2 & AISC 36aj Fabrication X Erection X High -Strength Bolts (IBC 1704.3.3) X Welding IBC 1705.2 AISC 36D & AWS D1.1 Single -pass fillet < 5/16" X Welded headed studs X Stair & railing X Light gage metal X Embedded plate X Anchoring Systems (IBC 1705.3) Powder -actuated fasteners X Wood Construction (IBC 1705.5) Sill plate anchor bolts X Floor diaphragm nailing X Shearwall nailing X Drag strut installation X Holdown installation X Structural Observation {IBC 1704.61 Concrete construction X Wood construction X INSPECTION SCHEDLLE NOTES: F1. Items marked with an "x" shall be inspected in accordance with IBC 1704 by a certified special inspector from an agency approved by the jurisdiction. 'L. Special inspection shall not be required for work done in an approved farricator's shop per IBC1704.2.5. verify approval with jurisdiction prior to fabrication. 73. Continuous special inspection requires the inspector shall be on site at all times that work requiring special inspection is performed. periodic special inspection shall allow inspection at the intervals necessary to confirm that work requiring special Inspection is in compliance with the requirements. F4. All welds shall be visually inspected. 73. All complete penetration welds shall be tested ultrasonically. F6. Periodic special inspection shall be allowed. K7. All complete penetration welds shall be tested ultrasonically. STRUCTURAL STEEL NOTES STRUCTURAL STEEL shall meet the following minimum properties: Section Grade F ksi Fu ksi E_x 106_(PSi) W-Shapes ASTM A992 50 65 29 L-Shapes ASTM A36 36 58 29 HISS Shapes ASTM A500 46 58 29 C-Shapes ASTM A36 36 58 29 Plates ASTM A36 36 58 29 Bolts ASTM A325 Anchor Bolts ASTM A307 All welding shall conform to the latest edition of the A.W.S. D1.1 "Structural Welding Code". All welds shall be 3/16" minimum u.n.o. Welding electrodes shall be E70XX low hydrogen electrodes for maual shielded metal -arc welding or equal electrode for other welding processes. Welded joints shall conform to A.W.S. prequallfied joint details for welded construction. All welding shall be performed by W.A.B.0. certified welders. Fabricators of steel items shall be approved per section 1704.2.2 of the CODE. All structural steel not embedded in concrete or masonry shall receive one coat of an approved primer after fabrication and one finish coat after erection. Field burning of holes is not allowed without approval and/or inspection. Provide washers on all bolted connections. Structural bolts shall be A325-X Typical U.N.O. REFERENCE STA NDA ROS: Steel construction shall conform to the AISC "specification for the design, fabrication and erection of structural CONCRETE CONCRETE REQUIREMENTS: Location Strength Max W/C Ratio Footings 2500 psi @ 28 days 0.55 Isolated Footings 2500 psi @ 28 days 0.55 Continuous Footings 2500 psi @ 28 days 0.55 Slabs -on -grade 2500 psi @ 28 days 0.55 Walls 3500 psi @ 28 days 0.45 AIR CONTENT: Concrete exposed to weather shall contain 50/a +/-1% entrained air. MDC DESIGN Shall be based on field experience or trial mixtures in conformance with the specifications. Mix designs shall be submittd to the Building Official two weeks prior to ttheir first use. MATERIAL REQMEM ENT'S: Cement: ASTM C150 Admixtures: ACI 301 Aggregates: ASTM C33 Water: ASTM C94 PLACING REQUIREMENTS: PLACING: Place concrete as nearly as practicable to its final position to avoid segregation. The free unconfined fall of the concrete shall not exceed 5 feet. DEBRIS: Remove all debris from forms prior to placing concrete. CONSOLIDATION: Consolidate concrete by suitable means. Thoroughly work concrete around embedded items and Into corners of forms. CURING REOLAREMENTS: CURING Concrete shall be maintained in a moist condition for a suitable period of time after placement. WEATHER CONDITIONS: Adequate precautions shall he taken during hot and cold weather in accordance with the specifications. REINFORCING BAR MATERIAL REQUIREMENT: REINFORCING BA IRS: Use deformed bars conforming to ASTM A615, grade 60, except as noted on the drawings. WELDED WIRE FABRIC: Smooth fabric shall conform to ASTM A 185. Ali WWF shall be 6x6 W2.9xW2.9 U.N.O. Lap reinforcemnt 8" minimum FA ERICA TION AND PLA CING REOUAREM ENT;S: BENDING Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent unless noted or shown otherwise or authorized by the engineer. PLA CM Reinforcement shall be supported and tied to prevent displacement by construction loads or by placing of concrete. Maximum spacing of supports shall be T-6". CONCRETE COVER: Minimum concrete cover for reinf. Shall be as follows, unless noted otherwise: Concrete cast against earth 3" Concrete cast against forms and exposed to earth 2" WELDING: Do not weld reinforcing bars. WET SETTINGS: Reinforcement anchor bolts, or any embedded item within the concrete, may not be set into the concrete after it has been poured within the forms. LA P SPLICES: Provide the following lap lengths: #4 bars 24" #5 bars 30" SHOP DRAINING REVIEW Once the contractor has completed his review, the Engineer of Record (EOR) will review the submittal for general conformance with the design concept and the contract documents for the building and will stamp the submittal accordingly. Redmarks or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications. The Engineer of Record will review shop drawings for design Intent only. Verification of dimensions and quantities are the responsibility of the contractor. Components primarily designed by the Manufacturer shall be stamped by a licensed engineer. A cursory review for design loads used and their impact on the structure shall be performed. Shop drawings shall be reviewed and signed by the contractor prior to the Engineer's review. A copy shall be provided for the Engineers record as well as any plans required for signature. Shop drawings are an aid for field placement and are superseded by the structural drawings. It shall be the contractors responsibility to make certain a I I construction is in agreement with latest structural drawings. GENERAL STRUCTURAL NOTES CODE All conditions, materials and construction shall conform to the code specified in the DESIGN CRITERIA, or other codes required by the governing jurisdiction. PROTECTION Through maintenance and current best practices, provide a building envelope that will preserve the integrity of the structure throughout it's lifetime. INSPECTIONS Notify Building Department for inspections required by local jurisdiction. SOILS Bearing capacity of soil shall be per DESIGN CRITERIA or greater. Footing shall bear on solid undisturbed level soil devoid of any organic material and below indicated frost line. FOUNDATIONS A ND RETAINmVC WALLS Extend footings to undisturbed bearing soil. Do not backfill until all slabs and/or horizontal diaphragms are constructed, otherwise provide temporary bracing to resist movement. There shall be no machine compaction on the retaining side of the structure for a distance equivalent to 2/3rds the wall height. SILL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (expansion anchors 4"). Use 3"0"x0.229" washers. There shall be a minimum of two bolts per piece spaced not more than 6 feet apart, with one bolt located not more than 12" or less than 4" from each end of each piece. CONCRETE f'c = 3000 psi minimum for environmental exposure (2500 psi used in structural design, or unless greater psi indicated on the plans). 5 1/2 sacks of cement per cubic yard of concrete and a maximum of 6 gallons of water per 94 lb sack of cement. Maximum slump is 4". Segregation of materials shall be prevented through proper handling and placement. REINFORCING STEEL #4 bars and larger shall be Grade 60 deformed bars, and #3 bars shall be Grade 40 (u.n.o.), in accordance with ASTM A-615. Lap splices 32 bar diameters u.n.o. Welded wire fabric shall conform to ASTM A-185 and shall be 6x6 - W1.4xW1.4. Lap one full mesh at splices. CLEA R COVER 3" clr when cast against Earth and 2" clr in all other locations, u.n.o. See applicable detail(s): RI FOOTING DRARAGE Footing drainage per Building Code section 1805.4.2 & Residential Code section R405.1. WOOD FRAMING in contact with concrete or masonry, or exposed to weather, shall be pressure treated. Numbers in parenthesis, IE (1-1), refer to corresponding engineering calculations. CONNECTORS AND FASTENERS Fasteners, including nuts and washers, and connectors in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. EXCEPTION Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. SOLID SAWN LUMBER shall meet the following minimum grades (u.n.o.) conforming to "WWPA GRADING RULES FOR WESTERN LUMBER", latest edition: BEA, MS, POSTS, RA FIFERS, JOIST 6X and wider DF#1 4X DF#2 2x 10 and greater DF#2 2x 8 and smaller DF#2 2x DF#2 ENGINEERED WOOD shall meet the following minimum properties: Callout E x 106 (psi) Fib(psi Fc par (psi) Fc perp (psi) Fv(psi) LVL 2.0E 3100 3000 750 285 Engineered wood products shall be protected from moisture to preserve their structural integrity. Provide temporary bracing to avoid permanent deflections resulting from drying under construction dead loads. WALL FRAMING & BEARING Walls shall be 2x studs at 16"oc max with double 2x top plate, and 2x base plate (exterior wails shall be 2x6 u.n.o. & interior walls shall be 20 u.n.o.). Party walls shall be parallel walls with a 1" gap between. Each wall shall be framed with 20 studs at 16"oc max with double 2x top plate, and 2x base plate. Block all supports solid to the foundation. See applicable detail(s): BHS TIPS BEAM PENETRATIONS Allowable beam penetrations shall be made in the middle third of the span and the middle third of the depth. Contact this office for any penetration outside the allowable area. See applicable detail(s): BP POF WOOD STRUCTURAL PANELS shall meet the performance standards of the "APA" DOC PS and PS for their intended application (group 5 species not allowed). SHEARWALLS are indicated on the plans with a bold dashed line and labeled SW. The following letter designation refers to the Shearwall Schedule's SHEAR FLOW CONNECTIONS / SPACING table, and the number designation refers to the WALL SHEATHING table. Multiple combinations of letter and number designations may be present. Wall Line numbers, shown inside triangles, refer to corresponding engineering calculations. Attach rated sheathing (indicated below) to 2x min STUDS spaced no more than 16"oc, u.n,o. See Shearwall Schedule for minimum thickness and fasteners (thickness at point of fastened edges governs shear values). All panel edges shall be blocked. Nail intermediate supports @ 12"oc. Do not penetrate nails past flush. Install squash blocks under the ends of all shearwalls where the framing below does not provide full bearing. Construct c ri pp le walls same as the shearwall above, and gable -ends same as the shearwall below. Rated sheathing: 15/32" OS rated with a 24/16 span rating. See applicable detail(s): SWE ROOF DIAPHRAGM Install either OS or CD sheathing: 15/32"OSB rated sheathing with a 24/16 span rating; panel clips required when spacing is greater than 20" oc. Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Nail all boundaries and supported edges with 8d @ 6"oc and interior supports with 8d @ 12"oc, blocking not required u.n.c. ROOFTOP DELI( DIAPHRAGM Install minimum 23/32" rated Sturd-I-Floor T&G with a 24oc span rating Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior supports with 10d @ 12" oc, blocking not required u.n.o. COLLECTORS Diaphragms shall be nalled continuously to rims, drag struts, drag trusses and other collector elements at boundary spacing, u.n.o. See applicable detail(s): DTC CONNECTIONS and fasteners shall be per CODE Table 2304.10.1 u.n.o. The symbol, "*", indicates a hardware connector from the most current Simpson Strong -Tie Catalog. Hardware with equivilent or greater capacities from other manufacturers may be substituted, example you can use USP's Dual Specification Chart to make an equivilent or greater capacity selection. Install per the manufacturer instructions. Fasteners and hardware in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized. NAILS All nails shall be "Standard Common" size per the latest edition of the National Design Specification for Wood Construction (NDS) u.n.o. HOLDOWNS See the HOLDOWN SCHEDULE. See applicable detail(s): HDN HOC POST CA PS Provide a post cap on isolated columns that most nearly matches the actual member sizes) U.N.O. Each connection shall have a minimum of (3)10d to the post and (3)10d to the beam. HANGERS Model numbers will be specified on the plans for conditions that require more than minimum capacity, otherwise see CONNECTIONS. When a hanger is not specified on the plans, use any size specific model number that fits that member. Always use MAX NAILING. Hanger to match member size. Notching or shimming of beam not allowed unless specified. ]OBSITE SA FETY Sound Structural Solutions Inc has not been retained or compensated to provide design and/or construction review services related to the contractor's safety precautions or to means, methods, techniques, sequences or procedures for the contractor to perform their work. The undertaking of periodic site visits by the ENGINEER shall not be construed as supervision of actual construction and not make him responsible for providing a safe place for the performance of work by the contractor, subcontractors, suppliers or their employees, or for access, visits, use work, travel, or occupancy by any person. OWNERSHIP OF DOCUMENTS These drawings and calculations are the intellectual property of Sound Structural Solutions Inc. These drawings may not be used in whole or in part by any person without permission of Sound Structural Solutions Inc. MISCELLANEOUS The contractor shall verify dimensions and conditions at job site. The contractor shall provide temporary bracing as required until all permanent connections and stiffenings have been installed. Do not scale drawings. Pre -fabricated items to be handled and installed per manufacturer's recommendations. PLAN INSTRUCTIONS READ THIS FIRST These plans are organized so that more detailed or specific information is found in the same way by following the direction shown below: GENERAL STRUCTURAL NOTES SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more specific information. SCHEDULES DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more specific information. DETAILS PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more specific information. PLANS See the SYMBOL LEGEND as well as ABREVIATIONS AND ACRONYMS for other additional information used on the PLANS. The term, TYPICAL (or TYP), used with a detail caIlout or plan note, indicates that the information specified shall apply in all similar conditions. IF YOU HA VEA NY QUESTIONS OR CONCERNS CONTA CT US IMMEDIA TEL Y.I We can be reached immediately by phone: (425) 778-1023 For less pressing questions, email us: inbox@ssseng.com Please help us get to your plans by having this job number handy: s2105014 ABBREVIATIONS AND ACRONYMS ABV ABOVE A. B. ANCHOR BOLT BLW BELOW BILK BLOCK BLKG BLOCKING B.N. BOUNDARY NAILING BTM BOTTOM BRG BEARING BTW N BETWEEN CLR CLEAR CLTR COLLECTOR CONC CONCRETE CONN CONNECTION CONT CONTINUOUS CTR CENTER DBL DOUBLE DIET DETAIL E. E. EACH END E. S, EACH SIDE E.W. EACH WAY EA EACH E. N. EDGE NAILING EMBED EMBEDMENT EXIST EXISTING FDN FOUNDATION FLR FLOOR FRMG FRAMING FTG FOOTING G.T. GIRDER TRUSS GR GRADE HORIZ HORIZONTAL MAX MAXIM UM MFG MANUFACTURED MIN MINIMUM o/ OVER oc ON CENTER DESIGN CRITERIA Governing Code 18 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 98 Surface Roughness B Wind Exposure Category ❑ Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, S, 1.288 1-Second Acceleration, Sz 0.454 Seismic Design Category ❑ Spectral Response Coefficient, Sas 1 0.859 Spectral Response Coefficient, S01 1 0.559 Gravity Load Data O.C. ON CENTER P.T. PRESSURE TREATED REINF REINFORCEMENT REQD REQUIRED SCHED SCHEDULE SIM S IMILAR STD STANDARD STRUCT STRUCTURAL SW SHEARWALL THRU THROUGH T. R. THREADED ROD TYP TYPICAL U. N. 0. UNLESS NOTED OTHERWISE VERT VERTICAL w/ WITH w/o WITHOUT W.W.F. WELDED WIRE FABRIC Internal Pressure Coefficient +/- 0.18 Topographic Factor, Kt 1.00 Ground Elevation Factor, Ke 1.00 Seismic Force Resisting System ITable 12.2-1: A-15 2016 Equiv. Lateral Force Procedure Response Modification Factor, R 5 Transverse 5 Longitudinal Seismic Response Coefficient, C, 0.132 Transverse 0.132 Longitudinal Seismic Base Shear, V 91795 Ibs Roofs: loads are psf Dead Live Snow Roof Decking4 -Pitches s 8:12 18 0 25 Rafte rs 1 ■Pitches s 8:12 15 0 25 ■Occupiable2 20 60 25 Floors: loads are psf Dead live Snow Dec king3 65 40 0 Decks: loads are psf Dead Li ve S now Dec king3 65 60 25 Notes apply as called out In table above. 1 Rafters of sawn lumber or wood I -joists. 2 Roof has direct access and is intended to be used by occupants as living space. 3 Concrete composite steel decking. 4 Steel roof decking. Soil Data Allowable Soil Bearing 2000 psf Passive Earth Pressure 1225 pcf ve Soil Pressure 35 pcf Nfficient of Friction 0.40 At -Rest Soil Pressure 55 pcf Unit Weight of Soil 125 pcf Company: Cobalt Geosciences I Report #: N/A I Date: 5/27/21 WNG I WARNING N.T.S. THIS IS INTENDED TO DRAW ATTENTION TO FREQUENTLY EXPERIENCED DIFFICULTIES IN CONSTRUCTION; • LONG LEAD ITEMS • DIFFICULT FIELD RETROFITS • LIMITED OPTIONS FOR RETROFITS WNG SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M c.n N O � O 00 1--�I II- Q w Ln t� N w z E I- O c~i] " cOit Ln p z o7 Z � w Coon O U 0) C O Ln Ln Ln O C 4 LESL�£ �, Q4 WASHY` o 2 00373 r, - ��� f'GISTEREq /ONAL E� This space reserved for governing jurisdiction stamps RESUE Feb 22 202: CITY OF EDMONDS DEVELOPMENT SERVI( DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 silo o_ [V Zi Ln ru Ln U0 U0 ,'I-� [V O [V C4 EXTENT OF SHEARWALL SWE I SHEARWALL ELEVATION N.T.S. EXTENT OF SHEARWALL r rn ,,, .ram f TPS SWF SWR %.nlFFLL JI UU UnJL FLnIL 1OIf you can't lap the sheathing then you DIAPHRAGM PER must install the A35's as shown (Not Optional) STRUCT NOTES DIAPHRAGM PER STRUCT NOTES PROVIDE _\ BLK'G @ 48"oc r, RAFTER #A35 PER - SW SCHED GABLE RAFTER BLKG EDGE NAILS - O EDGE NAILS #H2.5 @ ALL ROOF MEMBERS # A35 PER SW SCHED SHEARWALL w/ RAFTER BEARING SHEARWALL w/ RAFTER PARALLEL SWRI SHEARWALL ROOF CONNECTIONS N.T.S. SWRB WALL ANCH PER SW SCHED 2x SILL U.N,O. PER SW SCHED FDN SHEARWALLS TO FOUNDATION X-CP 72 P8 S23 HILTI POWDER ACTUATED FASTENERS, SPACING PER SHEAR WALL SCHEDULE SHEAR WALL PER PLAN P.T. 2x SILL PLATE SHEAR WALL EDGE NAILS d . CONCRETE SLAB & DECKING SHEARWALLS TO SLAB SWB SHEARWALL BASE PLATE &FOUNDATION CONNECTIONS N.T.S. (8)16d EVENLY SPACED, TYP U.N.O. 16d @ 16" oc TYP FACE NAILS MIN 2x 4N SPLICE TOP PLATE SPLICE DOUBLE TOP PLATE SPLICE N.T.S. DISCONTINUOUS DBL TOP PLATE POST SWBA BEAM #CS16 w/, (13) 8d NAILS EA END DISCONTINUOUS DBL TOP PLATE TPSA BOUNDARY NAIL ALONG LENGTH OF COLLECTOR COLLECTOR BOUNDARY NAIL ALONG LENGTH OF rnI I rrrnn L DIAPHRAGM PER STRUCT NOTESV� INTERMEDIATE FRAMING ABUTTING PANEL EDGES DIAPHRAGM TO COLLECTOR N.T.S. 4x6 MIN ADJACENT TO 2x4 PARTY WALLS SHEATHING PER SCHED WALL FRMG ALL PLAN VIEW SHEATHING PER SCHED DSW DBL SIDED SW AT ADJOINING WALLS N.T.S. DTCA DSWB (2) 2x6 U.N.O. BOTTOM PLATE FLOOR SHEATHING #PSPN58 PLUMBING FLOOR #PSPN516 DBL TOP PLATE #PSPN516 w/ 8-16d NAILS II TOP PLATE, E. — PLUMBING #PSPN58 w/ 1-8d NAIL INTO BASE PLATE, E,S. NOTCH AS REQUIRED WALL STUD, TYP WALL STUD, TYP TOP PLATE NOTCH BOTTOM PLATE NOTCH PLAN VIEW PLAN VIEW PENETRATION OF FRAMING - EXTERIOR WALL N.T.S. �Jq HTTSKT- A HDN HOEDOWNS N.T.S. DBL 2x STUD EDGE NAILING HOLDOWN EMBEDDED STRAP STUDS PER HOLDOWN SCHED EDGE NAILING 2x STUD #MSTC STRAP (2) 2x STUDS U.N.O. MSTC STRANA) SW SHEATHING STRAP SHOWN AROUND CORNER HOLDOWN AT CORNER N.T.S. HOCA DEPTH DO NOT MAKE PENETRATIONS OR NOTCHES IN THE SHADED AREA OF THE BEAM WITHOUT PRIOR APPROVAL OF THE ENGINEER i MIN CLEAR SPACING SHALL BE 2x THE DIAMETER OF THE LARGER HOLE PENETRATIONS IN THIS AREA DO NOT REQUIRE APPROVAL FROM THE ENGINEER DEPTH ) O 01 DEPTH SPAN % SPAN % SPAN SAWN SPAN HOLE DIAMETER SHALL NOT EXCEED 2" U.N.O. HOLE DIAMETER FOR LSL BEAMS SHALL BE: 3" FOR 93/2" DEPTH 3 8" FOR 11%" DEPTH 4 8" FOR 14"-16 DEPTH DO NOT MAKE PENETRATIONS OR NOTCHES MIN CLEAR SPACING IN THE SHADED AREA OF THE BEAM WITHOUT SHALL BE 2x THE PRIOR APPROVAL OF THE ENGINEER DIAMETER OF THE PENETRATIONS IN THIS AREA DO NOT LARGER HOLE REQUIRE APPROVAL FROM THE ENGINEER %DEPTH _E_ DEPTH % DEPTH Q O 0:1 1 :1 DEPTH PSL & LVL HOLES PERMITTED IN MIDDLE % SPAN ONLY DEPTH LSL ALLOWED HOLE ZONE DEPTH SPAN PSL, LVL, & LSL MAX HOLE DIAMETER SHALL NOT EXCEED 2" U.N.O. MAX HOLE DIAMETER FOR LSL BEAMS SHALL BE: 3" FOR 91/" DEPTH 3%" FOR 117/8" DEPTH 4 8" FOR 14"-16 DEPTH BEAM PENETRATIONS, TYPICAL DETAIL N.T.S. BPAA 1 & #CS16 6)10d TOWN REQD STUDS REQUIRED STUDS BEAM 2x4 WALL 2x6 WALL 4x & 2-2x (SAWN) 3%x (GLB) (2) 2x4 (2) 2x6 3%x (MANF) 6x & 3-2x (SAWN) 5%x (GLB) (3) 2x4 (3) 2x6 5%x(MANF) 8x (SAWN) 6%x (GLB) (4) 2x4 (4) 2x6 7x (MANF) GIRDER TRUSS (3) 2x4 (t2x6 REQUIRED TRIMMERS HEADER 2x4 WALL 2x6 WALL 4x & 2-2x (SAWN) 3%x (GLB) 2x4 2x6 3%x (MANF) 6x & 3-2x (SAWN) 5%x (GLB) ---- (2) 2x6 5%x(MANF) REQD TRIMMERS NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS BHS BEAM &HEADER SUPPORTS N.T.S. 555 Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N Q O H ' � fY oo J � p w ^ t!'] Ln N wj z O V U C 0) V) V) z u7 11 p u, Lei U O> a� U O C 1. I -Es E- �rn 00373 CISTE NAI. EN 0 1� This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S210 0 LA 0 N ru �I ru Ln Ln fV _i N N (4) BAYS OF FULL -DEPTH 2x BLK'G w/ DIAPHRAGM BOUNDARY NAILS @ 4"oc, BLK'G OCCURS @ 48"oc MAX BUILT-UP CURB/RAIL PER ARCHITECTURAL CONTINUOUS BEAM AT EAVE PARAPET #DTT2Z w/ (8) %" O x 1%" #SDS, 2x10 LEDGER w/ OCCURS @ 48"oc (2) %" O x 4%" #SDS @ 16"oc MAX BALLOON -FRAMED WALL FROM LEVEL 2 TO TOP OF PARAPET 11 DIAPHRAGM CONNECTION (2) ROWS %" 4 x 4%" #SDS, TOP PLATE TO BEAM @ 16"oc MAX #BP % BEARING PLATE, TYP JOIST w/ DIAPHRAGM BOUNDARY NAILS @ 6"oc, OCCURS @ 48"oc MAX PARAPET DIAPHRAGM BOUNDARY NAILS #DTT2Z w/ HANGER (8) %" 0 x 1%" #SDS, OCCURS @ 48"oc 2x10 LEDGER w/ (2) %" 4 x 4%" #SDS @ 16"oc MAX BALLOON -FRAMED WALL FROM LEVEL 2 TO TOP OF PARAPET DIAPHRAGM CONNECTION DIAPHRAGM BOUNDARY NAILS 2x LEDGER w/ %" 4 x 4%" #SDS @ 16"oc MAX #BP % BEARING PLATE, TYP X-ENP POWDER ACTUATED FASTENERS ROOF DECKING —\ L3x3x % w/ %" O x 4%" #SDS @ 12"oc MAX — (2) ROWS %"4 x v" #SDS, TOP PLATE TO BEAM @ 16"oc MAX — #BP% BEARING PLATE, TYP BUILT-UP CURB/RAIL PER ARCHITECTURAL CONTINUOUS BEAM AT EAVE PARAPET 2x10 LEDGER w/ (2) %" 4 x 4%" #SDS @ 16"oc MAX BALLOON -FRAMED WALL FROM LEVEL 2 TO TOP OF PARAPET DIAPHRAGM CONNECTION N.T.S. �_J N.T.S. �_J N.T.S. (4) BAYS OF FULL -DEPTH 2x BLK'G w/ DIAPHRAGM BOUNDARY NAILS @ 4"oc, BLK'G OCCURS @ 48"oc MAX #DTT2Z w/ (8) %" 4 x 1%" #SDS, OCCURS @ 48"oc %� 0 zo WBC I WIND BEAM CORNER (ISOMETRIC) N.T.S. BEAM OR '"" T HANGER INSTALLED BEAM UPSIDE-DOWN INVERTED HANGER AT CANTILEVER N.T.S. IHCA SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N Q � O H Ln J � p w N w z C O V) u7 p z w V7 E O U O C N u7 O LES c0 z 00373 GIST- SS1"NAI. EN 0 This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S211 NON -SHRINK GROUT: SHALL MEET ASTM C 1107 2000psi in 24 hours 6000psi in 28 days PLACEMENT: Use a mixer large enough to permit continuous placement before any part of the grout has set. Place the grout quickly. Rodding the grout lightly will help move material. Avoid vibration which can cause bleeding and segregation. The air, mix & substrate temperatures should all be between 40°F (4.4°C) and 90°F TOP OF FDN i 1" SLAB r 12�I#4 CONT @ 8"oc nInnI rUnThiv rnnl PT FOUNDATION -� �a�-�-I—� I3" cLR GBP GROUTED BASE PLATE 16" WIDE BRIG N.T.S. GBP TYP U.N.O. SOIL �_J NOTE: WHEN THICKENED SLAB IS ISOLATED, #4 BARS SHALL BE PLACED EACH WAY TSF THICKENED SLAB FOOTING N.T.S. TSFA BAR LAP #3 24" #4 32" #5 40" LAP REBAR —, REBAR REBAR LAP SPLICE N.T.S. SLAB ON GRADE a d � ° d a ° ° a DEPTH PER ARCHITECTURAL 4'-0" MAX 5" TYP U.N.O. #4 HORIZ AT TOP OF WALL a a a d a°. a Q a e d d d ° a ° d a d a 44 d d 4 ° d °. d ° d a d d ° - ° d d 4 ° .. ° - d ° d, ffi d a d< ° a qd d d ° d p d ° d ° d d - d 4 - ° ° .d.- ° d d °d d da a d a d d dd ° a _ d d p d a ° a °d a as a °d .d d ° d ° d °dd a Q d a d °d d ° a Q d d ° d . ° d - - - dJ ° d .d. d d °.. d ° 6" DIMENSION PER ARCHITECTURAL #5 @ 12"oc VERT CENTERED, DOWEL INTO FTG w/ STD HOOK, TYP U.N.0. #5 @ 16" oc HORZ, TYP U.N.O. d p.d ELEVATOR PIT — SECTION VIEW N.T.S. #5 HORIZ @ 16"oc #5 VERTS @ 16"oc, STD HOOK INTO FOOTING (4) #5 VERTS @ EACH END, SPACING @ 3"oc, STD HOOK INTO FOOTING 3500 psi CONCRETE SHEAR WALL 6" STEMWALL 2" ° dff ° d a a a d a CLR d 4 ° a .. d ^ _ d d _ - d 4 Q d ° ° d d a - Q d. d .4 d a d ° a ° d d ° d ° d d CONT BARS 3 PER SECTION CLR SPECIAL CONCRETE SHEAR WALL ELEVATION VIEW #4 @ 12"oc BARS @ T01 (6) #5 C01` @ T01 GRAC 3'-4" U.N.O. -0" MAX TOP OF 3TEMWALL TO GRADE BEAM EP #4 CONT w/in P.T. SILL PLATE TOP 12" OF WALL & A.B. CONC SLAB CONIC STEM WALL ON GRADE CTRD ON FTG, U.N.O. 6" U.N.O. \ FINISH GRAD>,/T'< 2'-0" MAX 4'-6" MAX / BETWEEN 16" MIN #4 @ 48"oc i GRADES VERT / #4 @ 48"oc #4 AT BTM / \ DOWELS w/ 14" EXTENSION INTO WALL & STD HOOK IN FTG CONIC FTG 16" x 16" w/ (4) #4 CONT, U.N.O. 3" CLR BRIG SOIL =11 I II NOTES: -CENTER VERTS AND DOWELS IN STEM WALL -DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN EMBEDMENTS FWS FOUNDATION WALL — STEM N.T.S. d D 180° 4d or 2%" MIN. FWSC BAR D #3 1 %" #4 2" #5 2%" #6 4%" #7 5%" #8 6" LEGEND d = BAR DIAMETER D = FINISHED BEND DIAMETER Note: 1. STANDARD HOOKS SHALL CONFORM TO ACI 318 SECTION 25.3 12d 2. REINFORCING SHALL BE COLD BENT. STANDARD HOOKS N.T.S. SHA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. F0071M SIZE PJM ORCEME NT ID WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F2.5 2'-6" 2'-6" 16" 5 #4 S 5 #4's F5 5'-0" 5'-0" 16'r 6 #5'S 6 #5'S F6 6'-0" 6'-0" 16" 7 #5's 7 #5's F3-5 3'-0" 5'-0" 16" (4) #5's (6) #5's LONGITUDE REINF TRANSVERSE REINF POST TO FTG FTG @ WALL THICKNESS 60 LENGTH WIDTH LONGITUDE FTG @ WALL CORNER (TRANSVERSE) —1 PLYNTH ON FTG FOOTING, TYPICAL HOLDOWN HOLDOWN ANCHOR e 1 A ANCHOR EMBEDDED STRAP FOUNDATION WALL EMBEDDED STRAP � � � NMINIMUM STEM HEIGHT I I\ REQUIRED TO ACCOMMODATE ANCHORAGE PER HOLDOWN SCHEDULE FOOTING I DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN L — — — EMBEDMENTS INTO WALL CMHP MINIMUM HOLDOWN EMBEDMENT N.T.S. MHE WALL SHALL Y' DEEP MIN (2) #4 HORIZ CONT @ TOP OF WALL 1Z" CLC, TYP REINFORCED FOUNDATION ANCHOR 3/4" = V-0" STD 900 HOOK INTO INTERSECTING GR BEAM • • GR BEAM FOOTINGS REINF MATCH HORIZ REINF 1-6CORNER BAR @ ALL OUTER REINF r REINF STD 901 HOOK INT MATCH HORIZ \ INTERSECTING GR BEAM REINF ALTERNATE EA BAR V-6" CORNER BAR @ALL OUTER REINF REINFORCEMENT AT INTERSECTIONS N.T.S. I I N.T.S. FTGA U N.T.S. RIAA 555 Number: 52105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N Q N CD II-1 Ce J C� `U Ln i.n N J Lu z E O V H U CC 0) LV) p z Lu Lei U N u7 U O 1. I-F`S c0 rn 2 00373 NAI. EN 1� This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S2,2 n BEAM TO FOUNDATION BEARING N.T.S. GROUT AFTER INSTALLATION W10x49 A -A SLAB ON GRADE R %" x 10" x 10" w/ (4) 8" 0 A325-N BOLTS 5 EACH 1/4 SIDE GAGE = 5" ° d a 4 GBPZ-1 8" MIN 52.2 a EMBED 4 a ° a a DBL NUT w/ a #BP 5/8 BRG PLATE, d TYPICAL a 4 d 4 FOOTING PER PLAN COLUMN TO FOUNDATION SECTION A -A E F SECTION A -A �l" - IL, 5" (2) %" 0 A.B. 8" MIN EMBED BEAM TO FOUNDATION BEARING N.T.S. GROUT AFTER INSTALLATION 2 8"x8"x8"w/ (4) $" 0 A325-N BOLTS GAGE = 4" 8" MIN a EMBED ° d d 4 n W8x31 A -A SLAB ON GRADE EACH 4" �' 1/4 SIDE COLUMN TO FOUNDATION GBP d � a S2.2 ° DBL NUT w/ #BP 5/8 BRG PLATE, TYPICAL d a d FOOTING PER PLAN SECTION A -A SECTION A -A 4" 4 DF1 S2.6 (2) %" 0 A.B. 8" MIN EMBED BEAM TO FOUNDATION BEARING N.T.S. GROUT AFTER INSTALLATION R %" x 5%" x 8%" w/ " s (4) 8" 0 A325-N BOLTS GAGE = 3%" 4'� G G 8" MIN a EMBED d d d Q COLUMN TO FOUNDATION N.T.S. I I N.T.S. I I N.T.S. HSS4x4x %6 GROUT AFTER A -A SLAB ON GRADE INSTALLATION 2 8" x 7" x 7" w/ I 5„ I a d 1/4 (4) 8" 0 A325-N BOLTS GAGE = 5" I I a d d d 4 a GBP a a 8" MIN EMBED DBL NUT w/ 4 ° d #BP 5/8 BRG PLATE, a TYPICAL FOOTING PER PLAN COLUMN TO FOUNDATION SECTION A -A 1" 5" 4 Nk 3Z" 0 1� 2 � COLUMN TO FOUNDATION N.T.S. I I N.T.S. EACH SIDE SECTION A -A W8x18 SECTION A -A A -A SLAB ON GRADE EACH 1/4 SIDE d d. - 211 a — �e' GBP a a S2.2 d d 211 _ DBL NUT w/ #BP 5/8 BRG PLATE, TYPICAL ° a 4 FOOTING PER PLAN SECTION A -A - MIDWALL $„ $„ 4 3" HSS3x3x %6 4 2 ® U 0 C 2" R /l, w/ 2 %"0 AB ( ) s 1/4 12" MIN EMBED NW A -A 4 4 1GBP1 FOUNDATION S2.2 v p D v D v D 7 D D D v D p DBL NUT w/ #BP 5/8 BRG PLATE, TYPICAL F6 COLUMN TO FOUNDATION N.T.S. 1--�J 4 SECTION A -A - CORNER SECTION A -A 4 416 2s � s " 1" 64 I I 14 L 2" SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M Q N O H Ce J n wLn Lon N J uL Z C O V_ H CC � Lon V) u7 p z Lu Lei O U 0) N u7 U u7 O LES c0 01 Z 00373 SSOIST 70NAL'C 0 This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S213 SSS Number: s2105014 Project Name: BEAM CONTINUES OVER 332 Sunset Ave. N SECTION A -A SECTION A -A SUPPORT WHERE APPLICABLE SECTION A -A BEAM CONTINUES OVER SECTION A -A a BEAM CONTINUES OVER W14x68 ¢ SUPPORT WHERE APPLICABLE ¢ SUPPORT WHERE APPLICABLE W1005 W10x45 W1005 W10x45 Owner: [Ron Colwill] ii z 1" 1i GAP 5" z 5" 6" 6„ Project Location: 332 Sunset Ave N, Edmonds, WA 1 n 1 n n I 1 n 1 n n 1 n 1 n n V, q / x 5/z x 7 w/LLJJ1 q/ x3/ x7 w/ I I I I q/ x4/ x8 w/ Typ (4) %" 0 A325-N BOLTS 2 %" x 4%" x 8" w/ Typ (2) %" 0 A325-N BOLTS GAGE = 5" 3„ 3/16 I I 1 6 „ I I i %3116 Typ (2) %" A325 N BOLTS 3/16 Design Professional: :71 GAGE = 5 3„ GAGE = 6" 1„ Blake Fisher 3Z" 24 Typ (2) / 0 A325-N BOLTS 3/16 37 14 4 4 GAGE = 6" I21„ HSS3x3x %6 C HSS4x4x %6 Architecture HSS3x3x /6 5 4" 4 4 I � I HSS4x4x %6 BC1 BEAM COLUMN BEARING BC2 BEAM COLUMN BEARING BC3 BEAM COLUMN BEARING BC4 BEAM COLUMN BEARING M N.T.S. N.T.S. N.T.S. N.T.S. z N00 N o Ce J n Ln Lon N Z C O V U SECTION A -A _ ~ W10x30 SECTION A -A SECTION A -A SECTION A -A H �, a q Y2"FULL-DEPTH ¢ BEAM CONTINUES OVER BEAM CONTINUES OVER STIFFENER E.S. ¢ q %" FULL -DEPTH ¢ SUPPORT WHERE APPLICABLE C z SUPPORT WHERE APPLICABLE STIFFENER E.S. MATCH BEAM WIDTH MATCH BEAM WIDTH W10x30 Z W10x45 W10x45 W10x45 O W 32" 5" 1" TYP EACH EACH 2 1411 i GAP 1/4 SIDE 114 SIDE O TYP U 4" „ 4" 2 4" 3i 2 4 TYP a TYP s 1 q %" x 5%" x 7" w/ t Ul) Typ (4) %" 0 A325-N BOLTS 3i I GAGE = 3%" 1„ I 3/16 I 2- 3- q YB" x 5Y4" x 84' w/ � X 4 14 I Z I I HSS3x3x %6 2 g j x g x g w/ q %" x 8" x 8" wl TYP I (4) %" A325 N BOLTS T� P I (4) %" 0 A325-N BOLTS 1 I I (4) 5/8 A325 N BOLTS GAGE - 4" GAGE = 4" TYP GAGE = 3%" C II - EACH II 1" OFFSET EACH II 2" OFFSET EACH — II W8x31, SEE PLAN FOR 1/4 SIDE II 1SIFFENER q 1/4 SIDE II 1SIFFENER 1/4 SIDE COLUMN ORIENTATION W8x18 W8x31, SEE PLAN FOR COLUMN ORIENTATION �L BC51 BEAM COLUMN BEARING BC6 BEAM COLUMN BEARING BC7 BEAM COLUMN BEARING BC8 BEAM COLUMN BEARING ��`` Hof wAs,Ag N.T.S. N.T.S. N.T.S. N.T.S. z �� 01 '�'Aisn�t� 0 This space reserved for BEAM CONTINUES OVER governing jurisdiction stamps q %" FULL -DEPTH ¢ SUPPORT WHERE APPLICABLE STIFFENER E.S. SECTION A -A MATCH BEAM WIDTH W14x68 SECTION A -A ¢ W14x68 W14x68 I SECTION A -A U91 w1000 W1000 Feb 22 202 EACH 21 CITY OF EDMONDS DEVELOPMENT SERVICE 14 SIDE 2z a 1i GAP DEPARTMENT -75"Z' GAP TYP z " 5" 5" 2g" 5" 3" 2-7 - —t ��� 5" TYP a TYP $ I q %"x10"x10"w/ 1 I I / q/ x 10 x 10 w/ ORIGIN DATE: 10/20/2021"x88Lw (4) %" A325 N BOLTS EACH TYP (4)q%% ,"xA53%25-N BOTS (4) %" � A32OL5S 2Z" GAGE GAGE= 3%" 2q„ GAGEEACH 6" OFFSET 1/4 SIDE TYP REVISED: 1/25/2022 11/4 SIDE SIDE1/4 SIFFENER W10x49, SEE PLAN FOR II W8x18 I I W10x49, SEE PLAN FOR COLUMN ORIENTATION COLUMN ORIENTATION o N ru �I FB C 9 BEAM COLUMN BEARING BC10 BEAM COLUMN BEARING BC11 BEAM COLUMN BEARING Ln Ln L_J N.T.S. L_J N.T.S. L_J N.T.S. S2, V14 !,I 0 N N 4" SECTION A -A CSC S2.6 R %" x 4%" x 8" w/ I I HSS4x4x %6 1 (2) %" 0 A325-N BOLTS 24" GAGE = 6" TYP I I 1/4 W14x68 BEAM CONTINUES WHERE APPLICABLE COLUMN BEAM BEARING 3z"' SECTION A -A CSC S2.6 14 '26 /" x 3%" x 7" w/ HSS3x3x %6 13,, (2) %" 0 A325-N BOLTS a 1" GAGE = 5" I I 114 TYP W10x45 BEAM CONTINUES WHERE APPLICABLE COLUMN BEAM BEARING 1" TYP SECTION A -A 34"' W8x18 R %"x54"x83/81,w/ (4) %" 0 A325-N BOLTS GAGE = 34" R %" F BEAM CONTINUES STIF WHERE APPLICABLE MATCH BE.- , COLUMN BEAM BEARING a 2" TYi SECTION A -A W801, SEE PLAN FOR COLUMN ORIENTATION R 5/81,x81,x81,w/„ (4) %" 0 A325-N BOLTS 16 GAGE = 4" 2" 4 TYP R %" FULL -DEPTH BEAM CONTINUES STIFFENER E.S. WHERE APPLICABLE MATCH BEAM WIDTH COLUMN BEAM BEARING N.T.S. I J N.T.S. I J N.T.S. I I N.T.S. SECTION A -A W10x49, SEE PLAN FOR COLUMN ORIENTATION R%"x10"x10"w/ (4) %" 0 A325-N BOLTS GAGE = 5" BEAM CONTINUES S' WHERE APPLICABLE ¢ MATCH COLUMN BEAM BEARING 3z"' SECTION A -A Si i HSS3x3x %6 R %" x 7" x 7" w/ 3i 14 I 2i TYP (4) %" 0 A325-N BOLTS z z 1" GAGE = 5" TYP 1/4 7/4 6" OFFSET SIFFENER EACH 1/4 SIDE COLUMN BEAM BEARING W14x68 W14x68 W14x68, COPE T&B FLANGES R %"ON9" w/ (3) 4" 0 A325-N BOLTS BOLTED BEAM CONNCECTION - SHEAR TAB N.T.S. I I N.T.S. I I N.T.S. 2" 2" W10 PER PLAN, COPE T&B FLANGES ill', TYP 3" 3/16 W10 PER PLAN 2 %"x4"x6" w/ (2) 4" 0 A325-N BOLTS 663 I BOLTED BEAM CONNCECTION -SHEAR TAB N.T.S. STIFFENER EACH SIDE PER COLUMN DETAIL rr 17AUU kJ) 74 W MJLJ-IV DVL 101 BEAM TO STIFFENER, ONE OR BOTH SIDES PER PLAN BB4 BOLTED BEAM CONNCECTION - SHEAR TAB N.T.S. 665 BOLTED BEAM CONNCECTION -SHEAR TAB N.T.S. STIFFENER EACH SIDE PER COLUMN DETAIL W10 PER PLAN W14x6. (2) 4" 0 A325-N BOLTS BB2 BOLTED BEAM CONNCECTION -SHEAR TAB 2„ W10 PER PLAN, COPE T&B FLANGES I%" MIN, TYP 3" (2) 3 4" 0 A325-N BOLTS, BEAM TO STIFFENER, ONE OR BOTH SIDES PER PLAN N.T.S. BB6 BOLTED BEAM CONNCECTION -SHEAR TAB N.T.S. CSC S2.6 EACH 1/4 SIDE EACH 1/4 SIDE W10x45 kJ)7q W MJLJ-IV DVLIJ vrivnc�, COPE TOP FLANGE BOLTED BEAM CONNCECTION - SHEAR TAB N.T.S. SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M (V Q � O H 0 J � p w ^ t!'] Ln N J W Z C O U I� 01 V) z u7 w E O U O C N u7 O LES z. Z 00373 SS�aNAti - 0 This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S215 � ROOF DECKING SHEAR WALL EDGE NAILS SHEAR WALL PER PLAN 3/16 1 32 %" x 3" x CONT. w/ %" 0 x 4%" #SDS W14x68 SCREWS @ 12"oc, )RIVEN AT AN ANGLE SECTION A -A 716w7,72 3LvIiwnVLCJ 11 -1 CLR BEAM FLANGE s z IN 111 J 4 SHEAR WALL TO ROOF ATTACHMENT N.T.S. %" 0 x 3%" #SDS SCREWS @ 12"oc SHEAR WALL EDGE NAILS SHEAR WALL PER PLAN R %" x 3" x 3'-6" w/ 0 x 3" #SDS SCREWS @ 4"oc SHEAR WALL EDGE NAILS, TYP DOUBLE SIDED SHEAR WALL PER PLAN (2) #10 x i%" SELF -TAPPING SCREWS @ 8"oc. Tvn I i ni n 3/16 2 -16 SH W14x68 El SECTION A -A SH �d %6'O x%" SLOTTED HOLES q11 BEAM FLANGE 2j11 4 r n 5" 71, s s 4° TYP SHEAR WALL TO ROOF ATTACHMENT N.T.S. X-ENP-19 L15 POWDER ACTUATED FASTENERS @ 12"oc DECKING PER PLAN )F DECKING R %" x 4" x CONT. STAGGERED 3/16 1.36 SHEAR WALL TO ROOF ATTACHMENT N.T.S. SHEAR WALL PER PLAN BASE PLATE NAILS PER SW SCHEDULE SHEAR WALL EDGE NAILS R %" x 6" x V-0" @ 32"oc w/ (2) 8" 0 CARRIAGE BOLTS PER EACH PLATE SPACED 8"oc, NOTCH SOLE PLATE AROUND STEEL PLATE 3/16 V 1- 5 L6 x 3% x % CONTINUOUS ZZOR FORM CLOSURE 3/16 2 - 36 ° a a ° d DF1 STEEL BEAM PER PLAN SHEAR WALL TO FLOOR ATTACHMENT SHEAR WALL EDGE NAILS SHEAR WALL PER PLAN STAGGERED 3/16 1- 36 W16x26 X" 0 x 3%" #SDS SCREWS @ 8"oc, STAGGERED SHEAR WALL TO ROOF ATTACHMENT N.T.S. SHEAR WALL PER PLAN BASE PLATE NAILS PER SW SCHEDULE SHEAR WALL EDGE NAILS R %" x 6" x V-0" @ 32"oc w/ (2) 8" 0 CARRIAGE BOLTS PER EACH PLATE SPACED 8"oc, NOTCH SOLE PLATE AROUND STEEL PLATE 3/16 V 1- 5 x 8" x CONT. 3/16 2 - 36 .° ° d. ° n I STEEL BEAM PER PLAN SHEAR WALL TO FLOOR ATTACHMENT )F DECKING SHEAR WALL TO ROOF ATTACHMENT N.T.S. SPAN BREAK WHERE OCCURS, (2) FASTENERS AT BUTTED CONDITION (1) FASTENER AT CONT. CONDITION C6x10.5 TYPICAL ALONG ENTIRE LENGTH OF BEAM, MIN LENGTH SHALL BE 6'-0" 1/4 V 2 - 24 DECK FASTENING N.T.S. SPAN BREAK WHERE OCCURS HSS3x2x % TYPICAL ALONG ENTIRE LENGTH OF BEAM, MIN LENGTH SHALL BE 6'-0" 1/4 I2-24 DECK FASTENING DECK PER PLAN, FASTEN TO CHANNEL w/ X-ENP-19 L15 POWDER ACTUATED FASTENERS 1/4 V 2 - 24 W1005 OR W14x68 DECK PER PLAN, FASTEN TO CHANNEL w/ X-ENP-19 L15 POWDER ACTUATED FASTENERS W10x30 1/4 I2-24 MIN CONCRETE SLAB ON Cnn"A ncry ncn nl ""I FORM DECK FASTENING N.T.S. T-0" MAX OVERHANG HSS3x2x% FOR CANTILEVERED PORTION, 6'-0" MIN CONTINUO' Ir TnT"' ' `n1rTu INTERIOR/EXTERIOR TRANSITION EACH SIDE OF EACH SIDE CHANNEL, TYP 3/16 2 -12 OF HSS, TYP 3/16 2 -12 C ° ° ° d ° v d. HSS3x1 C6x10.5 STEEL BEAM PER PLAN 6'-0" MIN CONT. LENGTH EACH SIDE OF HSS, TYP 3/16 2 -12 EACH SIDE OF END OF HSS 3/16 2 - 24 CHANNEL, TYP --------- — ------ — — — — — — — — — — — — — — — — — — — --— — — — — — — — — T— ROA I ROOF OVERHANG ATTACHMENT N.T.S. STEEL COLUMN CONCRETE SLAB AT COLUMN N.T.S. I J N.T.S. I J N.T.S. I J N.T.S. U I LLL ULMI I PER PLAN STEEL CHANNEL PER PLAN TYPICAL ALONG ENTIRE LENGTH OF BEAM STEEL BEAM PER PLAN 555 Number: 52105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N Q � O H 0 � fY � J � p U ^ Lon Ln N p�J U z E O U CC 6 Lon V) p z Ln W Cenl O U O C N u7 u7 A -0 O LES c0 �M z 00373 rclsn�-° SS"ONAL EN 1� This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S216 W BEAM 3" (6) #SDS 4" 0 x3" (3) ON EACH SIDE OF WEB, STAGGERED WOOD BEAM Q Q CANTILEVER CONDITION l SECTION A -A STEEL TO WOOD N.T.S. WBSD mr1 TArnTn® rMc rrAnA FLOOR DECKING ATTACHMENT N.T.S. DELTAGRIP® SIDE SEAM CONNECTION @ 24"oc, TYP JI—UL—lF—FUMY RDA I ROOF DECKING ATTACHMENT N.T.S. HSS3x3, TYP U.N.O. SECOND SIDE OF SHEATHING (WHERE OCCURS) Im! BEAM PER SHEAR WALL EDGE NAILS %II 0 WELDED THREADED STUDS @ 12"oc w/ %6 WELD ALL AROUND, TYP U.N.O. COUNTERSINK OK, 4" MAX DEPTH 4x6 NAILER, TYP U.N.O. NAILER TO STEEL COLUMN N.T.S. PLAN 4x6 SHEAR WALL END POST • (2) ROWS %" 0 x 6" NS1 #SDS SCREWS @ 10"oc S2.7 . (2) ROWS OF EDGE NAILS HSS PER I I ON EACH 4x6 MEMBER PLAN SHEAR WALL PER PLAN WSD WOOD SHEAR WALL DISCONTINUI N.T.S. (2) ROWS SHEAR 6x6 NAILER WALL EDGE NAILS %II 0 WELDED THREADED STUDS @ 16"oc w/ %6 WELD ALL AROUND, TYP U.N.O. COUNTERSINK OK, 4" MAX DEPTH STEEL COLUMN —/ H \— WOOD SHIM AS REQ'D NAILER TO STEEL COLUMN N.T.S. 5%II x 117/8" LVL WIND BEAM R %II STIFFENER (2) 4" 0 CARRIAGE BOLTS, STAIR SIDE ONLY WBA WIND BEAM ATTACHMENT DDn\ITnc rnl IDI cD c I.— r - nrnl ITnrm nil iT o_ non CDI Trr DCDMTTTCn TnI nnl IQI C TOD N.T.S. CONCRETE SLAB METAL DECKING, ¢ 1'-01, TYP ORIENTATION PER PLAN SHEAR WALL TO FLOOR CONNECTION N.T.S. %" 0 WELDED THREADED STUDS @ 12"oc w/ %6 WELD ALL AROUND, TYP U.N.O. rnI Ih1TCnrTKIV nV i" nAAV nCnTLI 6) TC NAILER TO STEEL COLUMN N.T.S. SHEAR WALL EDGE NAILS HSS3x3, TYP U.N.O. X-ENP-19 L15 POWDER ACTUATED FASTENERS @ 12"oc a CONCRETE SLAB 4° a a_ a ° d ° a a ° ° a a a ° a °. a. STEEL DECKING d L4x3x % x 61-611 LEDGER w/ ° %" 4 x 4" #TITEN HD @ 36"oc a CSF2 I SHEAR WALL TO FLOOR CONNECTION N.T.S. X"O x 4%II HEADED STUD -, //— 5/16 l 4"0 x 4 '6HEADED STUD Ja. a 411 d a . ° A d' CONCRETE WALL SECTION A -A d e s " x 3" x CONT. 5/16 555 Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N o H 0 � fY � J � Ln p w N J w z C O V) V) p z w V7 E O U 0) C N u7 O LESL �• of WAsy z� 00373 0 This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S2,7 F5 r I W10x49 I (1-104) I I I L----J W1009 ' (1-101) J- L W1009 FOUNDATION PLAN - FOOTINGS, WALLS & GRADE BEAMS 3/16" = V-0" SYMBOL LEGEND SLEXP #HOLDOWN MODEL HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. CONCRETE WALL AND CONTINUOUS FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FWS. L -1 F2 SPREAD FOOTING See CONCRETE and REINFORCING BAR specifications per DETAIL FTG. L J DO NOT SCALE - VERIFY ALL DIMENSIONS WITH ARCHITECTURAL SHEETS PRIOR TO CONSTRUCTION HSS3x3x %6 (1-123) — — — - I I I I I I I I I BF I I S2. I I SC I IS2. 2'-61I SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N Q N O H Ce J n Ln i.n N J uJ z E O V H U V)i Z Lu Lei O U a� U O LES c0 �rn 01 z 00373 NAti EN 0 This space reserved for governing jurisdiction stamps RESU Feb 22 202 CITY OF EDMONDs DEVELOPMENT SERVIC DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S310 SYMBOL LEGEND SLEXP ------------------- DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. POST Indicates the location of a post within walls below framing. Sizes are indicated on the plan. Grades are indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BHS for posts not indicated on DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like. the plans. - - - - - - - - - - SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections k \ \ \ INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL per the SHEARWALL SCHEDULE. FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. #HOLDOWN MODEL _1I_ u HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan. JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are spacing between members will be indicated in bold type with a symbol which is representative of the layout of the indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 (or 4x6) U.N.O. entire level. on the plan. WALL WALL WALL WALL LINE LINE LINE LINE A B C D BOTH SIDES W10x49 (1 104) $" BASE PLATE CB6 ------------------------------------------------------ S2-` I I DF3 S2.61 1 BB2 � MII S2.5 Ilu IIII III III .T_. 00 E Jill III BB4 BC9 I I IIII I uL BOTH SIDES S2.5 W14x68 (1-2) $2.5 W10x49 nur BLOCKOUT END OF (1 103) (IIIII WALL AROUND BEAM, 1 1" CLR TYP ALL SIDES :V III III DECK LOAD: III DEAD LOAD 65 PSF MAX III LIVE LOAD 60 PSF MAX Hill10 SNOW LOAD 25 PSF MAX IIIII �9: ul fBl CB5 BC9 (IIIII S2 5 BOTH SIDES S2.5 S2.4 IIII W14x68 (1-31) W10x49 - IIII (1102) Jill C$F1 0 i° 10 14 IH � III I II 1 11 I II IrH BB4 4n nn nu $2.5 IIII IIII W14x68 (1-32) `-___________ CB5 BC9 W10x49 Q. S2.4 (1-101) N CS a M d = 3 00 STEEL STAIR SHOP DRAWING REVIEW WILL BE SUBMITTED TO ENGINEER OF RECORD & CITY OF EDMONDS PRIOR TO INSTALLATION W1009 (1-110) W10x49 BB4 (1-111) $2.5 II 2.5 $2.4 Iiil TS2.1 n u 111 II I SS4Ax %6 CONT, FROM 11,FND TO ROOF III I II il"'ll III II II I--------i II-------- LJI I I II TrP FDA BC9 S2.7 S2.4 r7II _ BOTH SIDES BB4 W10x49 (1-105) HSS3x3x %6 STUD ABOVE, TYP (4) LOCATIONS* I!P (4) CB6 z 0 IR I W10x49 (1-106) CB5 S2.5 W10x49 ABOVE 13134 Bc rH S] S2.5 = BLOCKOUT END ---_-_ OF WALL AROUND BEAM, I" CLR TYP ALL SIDES WALL WALL WALL LINE LINE LINE E F G 13134 WIND BEAM S2.5 TYPI CB5 WBA WBA NS2 BC9 W10x49 W8x18 S2.5 S2.7 54" x 11%" LVL 52.7 $L7 S2.4 (1.109) BB2 BB3 (1 112) $2.5 1\T��,I� I 7�1 I I I I I I I I ----------- I' T L- I LSRAI�tS �Y Q-TIjlFRS� ' I �1 1�1) W14x68 120 \ it I I I I I I I ' I I I I I �� �[ I I I I 1 I I� CB5 I W1000 I 19 O ` BC5 I I I I I I I I I-1- �,-I� I I I I I I I I -�_I I I 1 i 52.5 I I HSS3x3x%6 2.4 ,' i i N (1-127) L---------------------------------� I o I �_ II x o BB1 W14x68 (1-3) _-xL-] ter_ u S2.5 S2.5 S2.5 I 1 x �I II T; 11 u � x� u a •�`` a II II III EBB.3 ��,' IY' -------_,!�, II 1. :_,, .•...>r...,:.::.:; :: _ ' " l F -- - - rT wiox3o (1 11) S2 7 S2 3 BB2 I i iE. I BC2 BB1 I $2.5 L`� i i S2.4 S2.5 r _ W14x68 CONT. t BB1 52.5 i HSS4x4x%6 (1 122) DF1 TYPICAL FOR ALL71 i BB2 BC5 Y +:. l 1 1 1 $2.6 BEAMS, U.N.O. i $2.5 W1000 (18) 52.4 l IL------------------------------- -------------------------- L-------------------------------- --r--------------------_F- FLOOR LOAD: ii I 5L1 I -----------------1� i `- HSS3x3x '; DEAD LOAD 65 PSF MAX i 1 LIVE LOAD 40 PSF MAX W8x31 ---- SNOW LOAD 0 PSF MAX ABOVE W10x49 (1-107) W14x68 CONT. (1-6) _BC_ -------rL-----� ---------r�---z� HSS4x4x 5/16 BC9 ABOVE $2.4 Cgl , I W10x49 L`J C CSF1 S2.7 00 rl----- ri I I " I I v r-----� I I r--------- I I I I I I I I BB1 i l --1�---------------- SIM. STIFFENER CB5 NP PLATE NOT REO'D CD c, CSF1 52.7 Xi CB1 L - HSS4x4x%6 (1-118) 11 �, _--� r- BC2 II i i BF2 CB5 S2.5 : I W14x68 CONT. (17) $2.4 i i i i $2.3 S2.5 _______________ ----- - ----- -- -- I I ----- ____ W10x49 ABOVE BC2 52.4 HSS4AX %6 (1 119) $F1 TYPICAL AT S2 6 EXTERIOR WALL K LEVEL 1 SHEARWALLS & FRAMING ABOVE 3/16" = V-0" $F2 TYPICAL FOR ALL DF2 x30 II S2.6 W1000 BEAMS $2.6 BC4 CB3 w8x18 W8x18 Ii W10x30 CONTINUOUS (1-21) ABOVE $2.4 $2.5 ABOVE �------------------------- ------ -----------------I----- BC8 CB3 BB6 I w8x1s BC8 CB3 HSS4x4x%6 CSF1 CF5 52.4 S2.5 S2.5 (1-114) S2.4 S2.5 (1117) S2.7 S2.3 l5b HSS3x3x%6 S2.4 S2.51 ABOVE W801 CB2 (1-113) S2.5 ----------------- BF3 CB4 r1 BC3 $2.4 BC4 HSS3x3x %6 W801 S2.4 ` ABOVE ABOVE J� W10x45' l CB2 CB4 BF3 J CONTINUOOUSUS(1-22) S2.5 II -------------i i------ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W8x31 ABOVE 11 I I I HSS4x4x %6 I I I (1-116) W10x45 CONTINUOUS (123) I I l 1 -------------- __ -------- TYPICAL AT BC4 Fs-2 EXTERIOR WALL $2.4 HSS4x4x %6 (1-120) DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS MUM WALL WALLLINE LINE H I Ij 3 5 BALLOON -FRAMED WALL AT II S2 HSS3x3x /6 STAIRS w/ 1 4" x 5%" @ 12"oc -- i Il (1-123) �J Ll r -----T #HTTSKT I NS1 I 52.7 l, I I I L' I I #HTTSKT ------ I C$F1 X N I I I I I �1 I I r. o I I I I �� I I I I -, III $2.7 LLPONLFgMEq i III #HTT5KT I I Y I 16 1 121'oc IRG II Fyn -- HS63x3x%6 W10x45(126) I BF3 J^¢z III (11�24) BB3 C F1 I S2.3 �_ ul I 52.5 I ------- I I II I I I II I I I II I I I II I I I II I I I II I II I I II I x II r III BB BC71 11 I� 52.41 S2 5 W10x45 (1-27) I 1 i W8x31 -J 1=------------------------------- (1125) it------------------------ ---- I - M K K K 1= SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M t.� (V Q O H o � rY oo J � p w ^ Lll� Lon N W z O v 01 Lon V) z � w 0 v c a� u7 u7 O 1. F`SC�E- �.of WAS �M Z 00373 GISTE 0 This space reserved for governing jurisdiction stamps R E S U1 Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 0 Ln 0 N ru C-1 I ru Ln Ln �I N O N N COLUMN ABOVE, TYP (1) #4 CONTINUOUS EDGE OF SLAB I I I I I I ------------ -- 1—T I ---- -- -- -- I -- I (1) #4 CONTINUOUS CSF1 (6) #4 CONTINUOUS S2.7 I I I I 6" SLAB ON METAL DECK (1) #4 CONTINUOUS I w/ 6x6 WIA x W1.4 W.W.F. (1) #4 CONTINUOUS g'-p" (2) #4 CONTINUOUS TYP RLS 1 I (1) #4 CONTINUOUS (1) #4 CONTINUOUS I S2.2 (3) #4 CONTINUOUS Ll/— 1 (3) #4 CONTINUOUS I I I I I I I I I I 7--------------------------- I I I I I I I CSF1 S2.7 I I I I I I I (6) #4 CONTINUOUS I I I I CSC S2.6 'P CSI S2.7 I I I I I I I I � I I I I I I I I I I �(4)4NTINUOUS (2) #4 CONTINUOUS LEVEL 2 - SLAB REINFORCING PLAN 3/16" = V-0" I I I I I I I I (1) #4 CONTINUOUS (3) #4 CONTINUOUS 41p„ CSF1 (2) #4 CONTINUOUS I S2.7 I _ (2) #4 CONTINUOUS (2) #4 CONTINUOUS CSF1 S2.7 (2) #4 CONTINUOUS I DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS I I (2) #4 CONTINUOUS SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture ro � N Q � O H o � tY � J � Q w ^ Lon Ln N J W z E O V U O V) z � w E O U O c N u7 O c0 �rn z 00373 QST�t 1ti This space reserved for governing jurisdiction stamps RESU 17a iW,ZIY' CITY OF EDMONDS DEVELOPMENT SERVI( DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S3,2 SYMBOL LEGEND SLEXP ------------------- DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM. POST Indicates the location of a post within walls below framing. Sizes are indicated on the plan. Grades are indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BHS for posts not indicated on DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like. the plans. - - - - - - - - - - SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections k \ \ \ INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL per the SHEARWALL SCHEDULE. FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. #HOLDOWN MODEL -11 I_ u HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE. STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan. JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are spacing between members will be indicated in bold type with a symbol which is representative of the layout of the indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 (or 4x6) U.N.O. entire level. on the plan. WALL LINE V 6x8 NAILER TO HSS W1009 BB4 r - - - - (2-104) - - - BOTH SIDES a - - J,� I HSS4x4x 1/16 (NO TOP CONN.) I BC9 W14x68 (2-1) I BB4 N S2.4 SR2 S2.5 S2.6 ----------------- ---- ----- ITI HSS4x4x %6 III �I CONT. TO FND III �' II (NO TOP CONN.) J I III `✓ �JN I iii • W10x49 (2-102) L 1///,-WBOTH SIDES EBB.1BOTH SIDES W14x68 (2-2) W1009 DF1 TYPICAL FOR ALL II (2 103) IS2.61 BEAMS, U.N.O. n Z I I � II c o `✓ H �Z Z NS2 BC11 S2 7 S2 4 BB4 BOTH SIDES S5 2.�- rW14x68 (2-20) --- L-------------- - - - - - - - --- ---------J IIII o Jill IIII HSS3x3x 5/16 STUD, TYP (4) LOCATIONS Iw I9' TYP (4) NS1 Q:f j �� LOCATIONS S2.7 w u o IH III * SR5 I II IrH 4n 4n 4u 4u IIII W14x68 (2-21) W1009 --(2-101) - - - - TYP (2) LOCATIONS, EA END OF BEAM WALL WALL LINE LINE V V NS2 NS2 SR1 TYPICAL AT S2.7 S2.7 S2.6 EXTERIOR WALL --------- -------- - - W10x49(2111) B6 B ---------------- - -------------- ------------- -T-T-T-T-T-T-T T T-T-T-T-T-T-T- -------- BC9 I I I W J4x6$ CO�TINPOUS (2-P) I I I I I I I I I I I I I I I I 6 1 52.4 BC9 I I I I I I I kl0� 49 1 , , I I I I 12-110) I I I I I I I I I I I 1 , I I , , I I I I I I I S .5 I I I R0A BC9 S2.4 I I I I I I I I I I I I I I 52.6 L52.4 NS1 I-________________ TYP (2) LOCATIONS, ________________- S2.7 EA END OF SHEAR WALL NON -OCCUPIABLE ROOF DEAD LOAD 18 PSF MAX LIVE LOAD 0 PSF MAX WALL LINE V 4x10 HDR (2-31) ---------TTT it I I I II I I I I I I I I I I I I I II I I I I I I I I I I ry - - w I r�-_C-- -7 I BEARINGill ii HDR WALL 11�=sssLss= a111 SW I SNOW LOAD 25 PSF MAX I I A6 I TYP S2D� ROA(SW-1 _= I - -___-� I I I S2 6 S2 7 I I SHEAR WALL SHEATHING SHALL BE APA RATED OSB, STUDS & PLATES SHALL BE DF#2 W10x49 -- -- (2-105) --- N IIco LB - 1-4 BOTH SIDES W14x68 (2-22) ES2.6 SW i r--- A3 ------ W14x68 (2-3) II II II II II II u II II BC9 V Hss4x4x%6 2 123(-) JL L• ' * I �2.4 52.4 1W14x68 CONT. (2-10) r� SW eNS2 W10x49 SW -- B3--------(21o6j -- � BOTH SIDES 10 -5-W A6 I I I I W14x68 (2-4)00 BOTH SIDES S265 II i I I -------------------�---- A6 I 6x8 COMMON III I I W8x31 SW CTS BC2 BB1 MEMBER WITH iii I I (2-114) A6 52.7 52.4 52.5 EDGE NAILS III OA L - - - J II u LJ II WSD NS1 I I HSS4x4x %6 S2.7 2.7 i I (2-108) I I '0 I I I L---- -- M SR3 I I iii S2.6 j 2-2x6 TOP PLATES SHALL BE CONT. NO SPLICE PERMITTED I L-------------', I ROA BC9 S2.7 S2.7 I 52.6 52.4 I SW #MSTC66 B3- HSS3x3x %6 SR1fE TYPICAL AT STUD CD tiXTERIOR WALL LEVEL 2 SHEARWALLS & FRAMING ABOVE 3/16" = V-0" W1009 (2-107) WALL WALL WALL LINE LINE LINE H I J #MSTC66 W8x18 ALIGN w 4x6 NAILER BELOW WBC IHC TYPICAL FOR ALL DF2 W8x18 TYPICAL AT SR1 (2-118) #HHUS W1000 BEAMS S2.6 (2-117) EXTERIOR WALL S2.6 #HUC 4x12 (2-27) $2.1 S2.1 - - - - - - - - - - - - - - - _ -�W - - - - - - - - - - - - - - - - - - - - - - - - - �� _/__ - ____________- -- -- A6 I 6x12 WIND BEAM A6 #HUCQ I #HUC W1000 (2-16) W1000 CONT. (2-15) --- _ _;: - T-.s-- #MSTC40 W8x18 BC10 WBX16 gCg gCg I I r-J', I I I I /1_- I\ /I (2 112) 2 122 SW I I I I y I I N S2.4 ( ) A6 S2.4 S2.4 i i I Hl�� xt�� i i i �� I #MSTC40 -------------------� II v I LTI I I I rJ I I Ir--------------------ir--------------------iI I rt-- - --�--i L, I I I II I r r-------------------,I LI I I 6x12 WIND BEAM AT SR3 BASE OF PARAPETu rN-S-31 BC1 526 -4x-10- CBC7 ROA NS2 � #MSTC40 S2.7 SWSW 52.6 A6 I I I 4x10 IN BALLOON FRAMED I " �w 2x6 BEARING A6 i i 2x6 @ 12"oc I I J I ^�� W10x45 (2-13) i W1005 CONT. (2-14) 5 I NS2 WALL i i BRG WALL l W8x31 HSS3x3x %6 I I $R4 I HSS3x3x /6 W8x31 I I L=4 I X I J (2-113) Z (2-121) i �� 52.6 NS1 ; (2-120) (2-119) j i I S2.7 o N 11, S2J I J I N ._ DC1 I x 00 li ii ��'¢ �Z 52.1 II I V I x Io I N ¢ \ I DC3 `� 2x10 LEDGER, TYP I N ¢ i BALLOON -FRAMED SR3 I I I 52.1 U I� I UP TO PARAPET cc I 52.6 i W801(2 115) i I #MSTC40 DC2 Lnli I I 6x6 w� I (w8x3) I S2 7 i t NSI S2.1 li I I #CCQ @ TOP BC7 ROA NS2 `i 2 116 BC6 BC7 _ _ _ _ _ _ _ 52.4 5L6 5L7 W10x45 (2 li) S2.4 i W10x45 2 12 S2.4 i - SW----i--�== - -____- -SW- I (2) #A35 @ BTM ( ) TYPICAL (4) ___________- ________� ��- ___________ - A6 2x12 @ 16"oc (2 25) A6 �I a SW HSS3x3x%6 SW NS2 SIM, 6x6 NAILER A6 STUD A6 52.7 SUPPORTS PARAPET BEAM I #HUC ----------JL SR1 TYPICAL AT #HUC 412(2-27) IHC c7 EXTERIOR WALL #HHUS DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS SSS Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M (V Q � O H o � tY � J � p w ^ Lon L14 N W z E O CC Cn V) Z O wLei J O U 0) c a� u7 O MLMLm 1.'LESL/ of c0 �M 2 00373 ''Ink IS.TE SS�aNAL EN +D 1� This space reserved for governing jurisdiction stamps R E S U1 81 Feb 22 202 CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S313 CONTIN0 DECKING, WHI SHALL NOT BI TWO SEPA SHADED SING[ HATCH BE MUL PANELS SHALL ALT SINGLE AN ALL SING[ ROOF DECKING LAYOUT PLAN 1/8" = V-O° DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS FLOOR DECKING LAYOUT PLAN 1/8" = V-0° DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS I I I I I I I I I I I I I I I I I I I I I I I I I 555 Number: s2105014 Project Name: 332 Sunset Ave. N Owner: [Ron Colwill] Project Location: 332 Sunset Ave N, Edmonds, WA Design Professional: Blake Fisher Architecture M � N Q � O H o � fY � J � Ln p w N J w z C O V) u7 p z w V7 E O U O I= N �u7 O LES was` c0 �' rn z 00373 OISTE� SS�aNAL EN 0 This space reserved for governing jurisdiction stamps RESUE Feb 22 202: CITY OF EDMONDS DEVELOPMENT SERVI( DEPARTMENT ORIGIN DATE: 10/20/2021 REVISED: 1/25/2022 S3,4