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Shear Wall Memo 3.24.2020I A N STO J:RY ARCHITECT March 24, 2020 NO108 .NOWN To: Isaac Rothstein Re: Edmonds Remodel 24304 92nd Ave W Edmonds, WA 98020 Hi Isaac, Based on our conversation on Friday, I have reviewed the shear forces acting on the front wall of the garage. In order to achieve the required lateral strength along this wall, I recommend replacing the short section of wall between the garage doors with a Simpson Strong Wall panel. Please see attached to this memo revised drawings detailing the change. Please also see attached structural calculations and manufacturer's details relevant to this project. All Strong Wall products shall be installed in accordance with the manufacturer's written installation instructions. I trust this memo summarizes the issues adequately. Please give me a call if you have any questions. Sincerely, Ian Story 206.566.7529 Ian@ IanStoryArchitect.com www.lanStoryArchitect.com 12705 REGISTERED ARC I E IAN S ORY STATE OF WASHINGTON I A N STORY ARCHITECT Strong Wall Calculations MAXIMUM UPLIFT FORCE Wind Loading F,' = 2.5 ksi Design Shear (V) = 1.24 kips < 1.7 kips Wallow) Vertical Load (P) = 0.45 kips Wall Height (H) = 92 inches k = 1.0 T = [14.4f,' - V208fc z — 2.38fc' (4.63P + Vhk)] — P T = [14.4(2.5) - V208(2.5)2 — 2.38(2.5)(4.63(0.45) + (1.24)(92)(1.0)] — 1.0 T = 10.9 kips 206.566.7529 Ian@ IanStoryArchitect.com www.lanStoryArchitect.com 92nd Ave W, Edmonds, WA, USA Latitude, Longitude: 47.8046976,-122.3562688 Love and Hope ca Adult Family Home 19 Bol'doin Way a Sin Technologies IN 214th PI SW �"'St SW I1� Go gle Date Design Code Reference Document Risk Category Site Class OSHPD s 0 of 'doin n C ro 3/20/2020, 2:31:12 PM ASCE7-16 11 D - Stiff Soil Puget Sound Christian Church 19 Map data 02020 Type Value Description SS 1.283 MCER ground motion. (for 0.2 second period) St 0.451 MCER ground motion. (for 1.0s period) SMS 1.283 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SIDS 0.855 Numeric seismic design value at 0.2 second SA SID1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.546 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.6 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.283 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.409 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.201 Factored deterministic acceleration value. (0.2 second) S1 RT 0.451 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.504 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.893 Factored deterministic acceleration value. (1.0 second) PGAd 0.773 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.91 Mapped value of the risk coefficient at short periods CR1 0.895 Mapped value of the risk coefficient at a period of 1 s SEISMIC DESIGN ASCE7-10 Equivalent Lateral Force Procedure (Section 12.8) Occupancy Category II Tablet-1 Seismic Design Category D Table 11.6-1 Importance Factor 1.00 Table 11.5-1 Site Class D Table 20.3-1 Ss 1.283 g (from USGS Seismic Hazard Curves, 2008 data) S, 0.451 g (from USGS Seismic Hazard Curves, 2008 data) Fa 1.00 Table 11.4-1 F„ 1.50 Table 11.4-2 Ct 0.02 Table 12.8-2 x 0.75 Table 12.8-2 h 8.8 (height from base to avg roof height) SMS = Fa*S, 1.283 g Eq. 11-4.1 Sm, = F�*Sl 0.677 g Eq. 11.4-2 SDs = (2/3)*SMs 0.855 g Eq. 11.4-3 SD1 = (2/3)*Sm, 0.451 g Eq.11.4-4 Period T. = C,*h„^x 0.102 s Eq. 12.8-7 To 0.105 s Per Section 11.4-5 T, 0.527 s Per Section 11.4-5 Sa 0.839 g Per Section 11.4-5 Vertical Force Distribution (section 12.8.3) Seismic Force -Resisting System Bearing Walls: Light Frame (Wood) Sheathed w/ Wood Structural Panels (flexible diaphragms) R 6.5 Table 12.2-1 no 2.5 Table 12.2-1 Cd 4.0 Table 12.2-1 p 1.3 Per Section 12.3.4.1 p (diaphragm) 1.0 Per Section 12.10.11 k 1.0 Per Section 12.8.3 C, 0.132 Eq. 12.8-2 Lateral Force: 0.7QE (psf) Level Walls Diaphragms E-W N-S E-W N-S Roof 2.3 2.4 2.1 2.1 Wall Anchorage Force 0.7Fp = 0.239 x WP x ka Level H, Area Dead Load Weight I Shear Shear Shear Shear Shear Shear I Weight Weight W,Hx C,* F, Vx wp, Fp, (ft) (sq ft) (psf) (Ibs) (ft) (ft) (ft) (ft) (ft) (ft) (Ibs) (Ibs) (ft-Ibs) (�) (Ibs) (Ibs) (Ibs) (Ibs) Roof 8.8 576 15 8,640 25 21 21 - - - 2,587 11,227 98,799 100% 1,477 1,477 9,934 1,699 Total W: 11,227 98,799 100% V=Cs*W VEW= 1,477 rv-� uvecoon �xc vvans Inc vvans vvans uiapnragms Floor Seismic Floor E-W N-S Non E-W N-S Non Wall Total Level H, Area Dead Load Weight Shear Shear Shear Shear Shear Shear Weight Weight W,H, C,* F, V. wP, FP, (ft) (sq ft) (psf) (Ibs) (ft) (ft) (ft) (ft) (ft) (ft) (Ibs) (Ibs) (ft-Ibs) (%) (Ibs) (Ibs) (Ibs) (Ibs) Roof 8.8 576 15 8,640 25 21 21 - - - 2,869 11,509 101,277 100% 1,514 1,514 10,074 1,723 Total W: 11,509 101,277 100% V=Cs*W VNS= 1,514 Prepared by: Ian Story Edmonds Flip (425) 891-5262 24304 92nd Ave W, Edmonds WA 98020 ian@ianstoryarchitect.com Ian Story Architect 3/23/20 WIND DESIGN ASCE 7-10 Envelope Procedure (Section 28, Part 1) Exposure B Per Section 26.7 h = 8.8 ft Mean roof height Classification Enclosed Per Section 26.2 Kh = 0.70 Table 28.3-1 V = 110 mph Per Section 26.5 pitch = 0.25 : 12 Kd = 0.85 Table 26.6-1 6 = 1.2 degrees K, = 1.00 Per Section 26.8 Length (E-W) = 24.3 feet G = 0.85 Per Section 26.9 Length (N-S) = 21.3 feet GCP; = 0.18 +/- Table 26.11-1 a = 3 feet Figure 28.4-1, note 9.a qz = 0.00256KzKztKdV2 Eq. 28.3-1 GCpf (interpolated from Figure 28.4-1) Load Case A Building Surface 1 2 3 4 GCPf = 0.40 -0.69 -0.37 -0.29 Building Surface 1E 2E 3E 4E GCPf = 0.61 -1.07 -0.53 -0.43 qh = 18.43 psf p = gh(GCpf +/- GCP;) Eq. 28.4-1 Load Case B Building Surface 1 2 3 4 5 6 GCPf = -0.45 -0.69 -0.37 -0.45 -0.48 -1.07 Building Surface 1E 2E 3E 4E 5E 6E GCPf = -0.53 -0.48 0.4 -0.29 0.61 -0.43 Design Surface Pressures (0.6 W) Longitudinal Walls -7.0 6.4 psf Edge (length: 6.0') -7.3 8.7 psf Transverse Walls -5.2 6.4 psf Edge (length: 3.0') -6.7 8.7 psf Roof (horizontal component) -2.1 1.9 psf Edge (length: 6.0') -2.2 1.9 psf Roof Uplift -7.7 psf Edge (length: 3.0') -11.9 psf Roof Uplift at Overhangs -12.3 psf Edge (length: 3.0') -14.9 psf Parapets -11.1 16.6 psf Load Case A O` OO © o Load Case B Net Lateral Pressures (0.6 W) Longitudinal Walls run E-W 9.6 psf Edge (length: 6.0') run E-W 11.5 psf Transverse Walls run N-S 9.6 psf Edge (length: 3.0') run N-S 11.5 psf Roof Planes 4.8 psf Edge (length: 3.0') 4.8 psf Prepared by: Ian Story Edmonds Flip (425) 891-5262 24304 92nd Ave W, Edmonds WA 98020 ian@ianstoryarchitect.com Ian Story Architect 3/24/20 0 N � � n n ii 0 ii 0 0 0 a o C) N � n n w� W� �OZ �3 Z U = < U < N p N = LFRS DIAGRAM SCALE: 1 /8" = V-0" Prepared by: Ian Story Edmonds Remodel (425) 891-5262 24304 92nd Ave W Edmonds WA 98020 ian@lanStoryArchitect.com Ian Story Architect 3/24/20 Shear Wall Footing Overturning Calculation Resisting Moments Dead Load of Wall (Shear to Left) Dead Load of Wall (Shear to Right) Pinning Weight (Uniform) Pinning Weight (Shear to Left) Pinning Weight (Shear to Right) Dead Load of Footing Dead Load of Soil Summary Maximum Soil Bearing Pressure Maximum Static Bearing Pressure Uplift Force in Left Pin Uplift Force in Right Pin Shear Check Positive Moment Check Negative Moment Check Force Factor Moment Arm Moment 480 0.6 2.500 720 ft-Ibs 480 0.6 2.500 720 ft-Ibs 0 0.6 2.500 0 ft-Ibs 1,774 0.6 5.000 5,321 ft-Ibs 1,774 0.6 5.000 5,321 ft-Ibs 3,500 0.6 2.500 5,250 ft-Ibs 871 0.6 2.500 1,306 ft-Ibs Resisting Moment (Shear to Left) 12,598 ft-Ibs Resisting Moment (Shear to Right) 12,598 ft-Ibs Minimum Resisting Moment 12,598 ft-Ibs Overturning Moment 10,912 ft-Ibs 951 psf 24 psf 1,774 Ibs 1,774 Ibs 10,492 <_ 3,442 <_ 5,117 <_ Cross Moment Check 2,901 <_ Reinforcement Bounds Check - Longitudinal Bottom Bars Reinforcement Bounds Check - Longitudinal Top Bars Reinforcement Bounds Check - Transverse Bottom Bars Factor of Safety 1.15 OK OK OK 50,400lbs OK 44,047 ft-Ibs OK 19,600 ft-Ibs OK 56,584 ft-Ibs OK OK NOT REQUIRED OK Prepared by: Ian Story (425) 891-5262 ian@ianstoryarchitect.com Ian Story Architect Edmonds Flip 24304 92nd Ave W, Edmonds WA 98020 3/24/20 ESR-1679 1 Most Widely Accepted and Trusted Page 9 of 40 TABLE 3-ALLOWABLE ASD IN -PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL ON CONCRETE FOUNDATIONS' 3,4,6 SSW Model Allowable Axial Load' (Ibs) Seismic Wind Allowable ASD Shear Load V (Ibs) Drift at Allowable Shear (in) Maximum Uplift at Allowable Shear (Ibs) Allowable ASD Shear Load V (Ibs) Drift at Allowable Shear (in) Maximum Uplift at Allowable Shear' (Ibs) SSW12x7 1,000 955 0.36 9,840 1,215 0.46 13,620 4,000 955 0.36 9,840 1,095 0.42 11,765 7,500 890 0.34 9,010 890 0.34 9,010 SSW15x7 1,000 1,855 0.36 15,655 1,860 0.36 15,715 4,000 1,665 0.33 13,550 1,665 0.33 13,550 7,500 1,445 0.28 11,340 1,445 0.28 11,340 SSW 18x7 1,000 2,905 0.34 19,660 3,480 0.41 25,805 4,000 2,905 0.34 19,660 3,250 0.38 23,135 7,500 2,905 0.34 19,660 2,980 0.35 20,370 SSW21x7 1,000 4,200 0.32 23,755 4,440 0.34 25,710 4,000 4,200 0.32 23,755 4,440 0.34 25,710 7,500 4,200 0.32 23,755 4,310 0.33 24,635 SSW24x7 1,000 5,495 0.29 26,270 5,730 0.31 27,835 4,000 5,495 0.29 1 26,270 5,730 0.31 27,835 7,500 5,495 0.29 26,270 5,730 1 0.31 27,835 SSW 12x7.4 1,000 870 0.39 9,515 1,105 0.49 13,070 4,000 870 0.39 9,515 970 0.43 10,940 7,500 750 0.33 7,940 750 0.33 7,940 SSW15x7.4 1,000 1,685 0.39 15,035 1,700 0.39 15,215 4,000 1,500 0.34 12,905 1,500 0.34 12,905 7,500 1,270 0.29 10,510 1,270 0.29 10,510 SSW18x7.4 1,000 2,700 0.37 19,475 3,255 0.44 25,790 4,000 2,700 0.37 19,475 3,040 0.42 23,125 7,500 2,700 0.37 19,475 2,790 0.38 20,390 SSW21x7.4 1,000 3,890 0.35 23,420 4,230 0.38 26,405 4,000 3,890 0.35 23,420 4,230 0.38 26,405 7,500 3,890 0.35 23,420 4,035 0.36 24,655 SSW24x7.4 1,000 5,330 0.34 27,610 5,450 0.34 28,485 4,000 5,330 0.34 27,610 5,450 0.34 28,485 7,500 5,330 0.34 27,610 5,450 0.34 28,485 SSW12x8 1,000 775 0.42 9,180 985 0.53 12,560 4,000 775 0.42 9,180 865 0.47 10,550 7,500 665 0.36 7,630 665 0.36 7,630 SSW15x8 1,000 1,505 0.42 14,515 1,530 0.43 14,835 4,000 1,345 0.37 12,545 1,345 0.37 12,545 7,500 1,135 0.32 10,190 1,135 0.32 10,190 SSW18x8 1,000 2,480 0.41 19,525 2,985 0.50 25,795 4,000 2,480 0.41 19,525 2,790 0.47 23,160 7,500 2,480 0.41 19,525 2,560 0.43 20,410 SSW21x8 1,000 3,560 0.39 23,360 3,960 0.43 27,240 4,000 3,560 0.39 23,360 3,960 0.43 27,240 7,500 3,560 0.39 23,360 3,700 0.41 24,660 SSW24x8 1,000 4,865 0.37 27,435 5,105 0.39 29,370 4,000 4,865 0.37 27,435 5,105 0.39 29,370 7,500 4,865 0.37 27,435 5,055 0.39 28,960 SSW12x9 1,000 660 0.47 8,745 840 0.60 11,915 4,000 660 0.47 8,745 705 0.50 9,485 7,500 505 0.36 6,380 505 0.36 6,380 SSW 15x9 1,000 1,315 0.45 14,250 1,315 0.47 14,250 4,000 1,130 0.38 11,740 1,130 0.40 11,740 7,500 925 0.31 9,235 925 0.33 9,235 SSW18x9 1,000 2,145 0.47 18,890 2,645 0.58 25,800 4,000 2,145 0.47 18,890 2,470 0.54 23,130 7,500 2,145 0.47 18,890 2,265 0.50 20,370 SSW21x9 1,000 3,145 0.46 23,265 3,590 0.52 28,215 4,000 3,145 0.46 23,265 3,530 0.51 27,490 7,500 3,145 0.46 23,265 3,280 0.47 24,680 SSW24x9 1,000 4,285 0.44 27,210 4,605 0.47 30,150 4,000 4,285 0.44 27,210 4,605 0.47 30,150 7,500 4,285 0.44 27,210 4,480 0.46 28,970 1,000 570 0.52 8,345 725 0.67 11,300 SSW12x10 4,000 570 0.52 8,345 570 0.52 8,345 7,500 360 0.33 4,930 360 0.33 4,930 SSW15x10 1,000 1,110 0.53 13,150 1,145 0.54 13,690 4,000 960 0.45 10,975 960 0.45 10,975 7,500 715 0.34 1 7,775 715 0.34 7,775 SSW18x10 1,000 1,860 0.53 18,030 2,360 0.67 25,545 4,000 1,860 0.53 18,030 1 2,215 0.63 23,095 7,500 1,860 1 0.53 18,030 1 2,035 0.57 1 20,395 (Continued) ESR-1679 1 Most Widely Accepted and Trusted Page 20 of 40 LTP4 SPACING BY OTHERS -\ '- Cl AT SHIM BLOCK ATTACH WITH SDS%4' x 4%2" SCREWS TO SHIM BLOCK NSTEAD OF SDS%4" x 3Y2" SCREWS PROVIDED. ADJACENT FRAMING - BY OTHERS 2x FLAT SHIM BLOCK ^x SHAPED HIM BLOCK 2" MAX. DEPTH ,T TALL END) _TP4 SPACING 3Y OTHERS 'ACH SDS SCREW SHIM BLOCK ADJACENT FRAMING BY OTHERS RAKE WALL FOR 8" TO 12" BLOCK DEPTHS: SIMPSON CS16 STRAPS REQUIRED WITH 10dx1 /2 NAILS (0.148" x 1.5') SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10": 8 NAILS INTO BLOCK 8 INTO SSW NAILER STUD SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": 4x SHIM BLOCK CRIPPLE WALL REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR: 1. SHEAR TRANSFER 2. OUT OF PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT 10 NAILS INTO BLOCK 10 INTO SSW NAILER STUD 4x SHIM BLOCK ATTACH SDS SCREWS TO SHIM BLOCK CRIPPLE SHEAR WALL, BLOCKING AND STRAP BY OTHERS 4TTACH SDS SCREWS f0 BLOCKING )JACENT FRAMING 'OTHERS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. TOP OF WALL HEIGHT ADJUSTMENTS 5-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 2—STEEL STRONG -WALL SHIM AND CRIPPLE DETAIL (5/SSW2) ESR-1679 1 Most Widely Accepted and Trusted Page 32 of 40 SSWAB SHEAR REINFORCEMENT PER4/SSW1 WHEN 3„ REQUIRED. 3„ ° d H H d de de d ° TH°d 3" CLR. MIN. 3" CLR. MIN. 3" CLR. Mil SSWAB MINIMUM CURB/STEMWALL WIDTH PER 4/SSW1. SHEAR REINFORCEMENT PER 4/SSW1 WHEN REQUIRED. de u d Y a., ED Yz W Y2 W Yz W Yz W W W SLAB ON GRADE FOUNDATION CURB OR STEMWALL FOUNDATION REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SSWAB ec1AiAn INTERIOR FOUNDATION MINIMUM CURB/STEMWALL WIDTH PER 4/SSW1. 3" SHEAR REINFORCEMENT PER 4/SSW1 WHEN H REQUIRED. d de ° d °ad ° 3" CLR. MIN. ° Y2 W 1. Y2 W W BRICK LEDGE FOUNDATION NOTES: 1. SEE 2/SSW1 AND 3/SSW1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2. SEE 4/SSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3. MAXIMUM H = le - de. SEE 5/SSW1 AND 6/SSW1 FOR le. ANCHORAGE - TYPICAL SECTIONS 1-SSW1 FIGURE 7—STEEL STRONG -WALL ANCHORAGE DETAILS (1/SSW1) ESR-1679 1 Most Widely Accepted and Trusted Page 33 of 40 SLAB OR CURB AND SIMPSON STEEL SURROUNDING FOUNDATION STRONG -WALL NOT SHOWN FOR CLARITY <a Y2 w a Y2W^<° l SSWAB Y2 W Y2 W SEE TABLE BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH SSWAB 3/4" ANCHOR BOLT SSWAB 1" ANCHOR BOLT ASD ALLOWABLE UPLIFT (Ibs) W (in) de (in) ASD ALLOWABLE UPLIFT (Ibs) W (in) de (in) CRACKED STANDARD 8,800 22 8 16,100 33 11 9,600 24 8 17,100 35 12 HIGH STRENGTH 18,500 36 12 33,000 51 17 19,900 38 13 35,300 54 18 SEISMIC UNCRACKED STANDARD HIGH STRENGTH 8,800 19 7 15,700 28 10 9,600 21 7 17,100 30 10 18,300 31 11 32,300 44 15 19,900 33 11 35,300 47 16 CRACKED STANDARD 5,100 14 6 6,200 16 6 7,400 18 6 11,400 24 8 9,600 22 8 17,100 32 11 HIGH STRENGTH 11,400 24 8 21,100 36 12 13,600 27 9 27,300 42 14 15,900 30 10 31,800 46 16 19,900 35 12 35,300 50 17 WIND UNCRACKED STANDARD 5,000 12 6 6,400 14 6 7,800 16 6 12,500 22 8 9,600 19 7 17,100 28 10 HIGH STRENGTH 12,500 22 8 21,900 32 11 14,300 24 8 26,400 36 12 17,000 27 9 31,500 40 14 19,900 30 10 35,300 43 15 NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI 318-14 AND ACI 318-11 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-14 SECTION 17.2.3.4.3 AND ACI 318-11 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO 1/SSW1 FOR de. SSWAB TENSION ANCHORAGE SCHEDULE 2,500 PSI 2-SSW1 FIGURE 7-STEEL STRONG -WALL ANCHORAGE DETAILS (Continued) (2/SSW1)