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REVIEWED BLD BLD2020-0675+Structural_Calculations+10.7.2020_12.12.12_PMWEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 STRUCTURAL CALCULATIONS Project Description: Wohlman Addition 840 Aloha Street Edmonds, WA Client: Key Design Inc 7433 76th Dr NE Marysville, WA 98270 Project Number: W4656 Date: September 30, 2020 Design Criteria: Code: 2015 IBC / ASCE 7-10 Wind: 110 mph Exposure: B Kzt: 1.00 Seismic Zone: Design Category D Snow Load: 25 psf LL Roof: 15 psf DL Floor: 40 psf LL 10 psf DL 9/30/2020 Soil: Site Class "D" (Assumed) NEW SCOPE OF WORK RESUB Oct 07 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2020-0675 Allowable Bearing: 2000 psf Passive Pressure: 300 pcf Active Pressure: 35 pcf (unrestrained) 60 pcf (restrained) Friction: 0.35 Seismic Spectra: By Lat/Long USGS Earthquake Hazards Program Project: W4656 Sheet No: 1 9/30/2020 WEST COAST STRUCTURAL ENGINEERINC INC. Roof Framing Plan NTS 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 Project: W4656 Sheet No: 2 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. Beam: Span: Member: E psi inA4 A inA2 Results M allow = Mmax = R1 = R2 = vmax = Deflect. = Steel Bea 24 ft W 12x35 2.90E+07 285 10.3 81.90 67.68 11.28 11.28 1641 0.851 L 338 (k-ft) (k-ft) (k) (k) (psi) (in) 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 m Uniform Loads start end (ft) 0 24 x = 12 (ft) M @ x = 67.7 (k-ft) V @ x = 0.01 (k) Beam: Typ Header Span: 4 ft Member: 4x8 DF#2 E psi 1.60E+06 inA4 111 A inA2 25.4 Results M allow = 2.99 M max = 1.34 R1 = 1.34 R2 = 1.34 v max = 79 Deflect. = 0.022 = L 2204 (k-ft) (k-ft) (k) (k) (psi) (in) Magnitude(plf) Point Loads Magnitude(k) start end (plf) distance(ft) 940 940 Loading Diagram: Steel Beam 1 2000 0.8 s 0.6 1000 0.4 0 0.2 a 0 0 0 5 10 15 20 Uniform Loads Magnitude(plf) Point Loads Magnitude(k) start end (ft) start end (plf) distance(ft) 0 4 670 670 2 (ft) 1.34 (k-ft) 0 (k) 2000 loading Diagram: RB2 1 c 1500 0.8 s 1000 0.6 0 0.4 f0 0 500 0.2 a 0 0 0 0.5 1 1.5 2 2.5 3 3.5 4 Project: W4656 Sheet No: 3 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. Beam: Garage Door Span: 8 ft Member: 4x10 DF#2 E psi 1.60E+06 inA4 231 A inA2 32.4 Results M allow = 4.49 M max = 1.92 R1 = 0.96 R2 = 0.96 v max = 44 Deflect. = 0.060 = L 1601 (k-ft) (k-ft) (k) (k) (psi) (in) Beam: Garage Door Span: 16 ft Member: 5 1 /8" x 10 1 /2" 24F V4 GLB E psi 1.80E+06 x = inA4 494 M @ x = AinA2 53.8 V @ x = Results 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 Uniform Loads Magnitude(plf) Point Loads Magnitude(k) start end (ft) start end (plf) distance(ft) 0 8 240 240 4 (ft) 1.92 (k-ft) 0 (k) Uniform Loads Magnitude(plf) Point Loads Magnitude(k) start end (ft) start end (plf) distance(ft) 0 16 240 240 8 (ft) 7.68 (k-ft) 0 (k) M allow = 18.80 (k-ft) Loading Diagram: Garage Door 1 M max = 7.68 (k-ft) w 60o o.s 0 R1 = 1.92 (k) a 400 s 0.6 = R2 = 1.92 (k) J 200 0 4 v max = 53 (psi) � 0.2 a Deflect. = 0.399 (in) o 0 2 4 6 s 0 10 12 14 16 = L 481 Project: W4656 Sheet No: 4 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 LATERAL ANALYSIS Site Class: D SS : 1.25 ( mapped spectral accel. Short period) Fa : 1.0 ( TABLE 11.4-1) SDS = (2/3)Fa SS = 0.83 S, 0.40 ( mapped spectral accel. 1-sec. period) F 1.6 ( TABLE 11.4-2) Sp, = (2/3)F S, = 0.43 Design Method - ASCE 7-10 Simplified Procedure V = (F*Sds/R)*W = 0.128 W AISC 12.14.8.1 F = 1.0 for one-story buildings R = 6.5 (ASCE 7-10 Table 12.14-1) Light -framed walls sheathed with wood structural panels = 1.0 (ASCE 7-10 Table 1.5-2) Calculating Structure Contributing Seismic Weights: Description Area psf W. (k) Roof 1115 = 1115 15 16.7 Main Floor Walls 560 = 560 10 5.6 Using allowable stress design load combinations per ASCE 2.4.1 V = 0.7 x 0.128 x 22.3 = 2.00 kips Total W = 22.3 Project: W4656 Sheet No: 5 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 ASCE 7-10 Chapter 27 Directional Procedure Wind Load Design Procedure: Enclosed Buildings Velocity Pressure Coefficients, Kh and Kz Desian Parameters: Table 27.3-1 az = 0.00256 " Kz " Kzt " Kd " VA = V = 110 mph (Figure 26.5-1 A) Exposure: B Kd = 0.85 ASCE table 26.6-1 Kzt = 1 Topographic factor RC = 2 Risk Category 1.5-2 Velocity is based upon Risk Catergory, and there is no Ion er an importance wind factor. G = 0.85 Gust Factor 6.5.8 Gcpi = 0.18 (+/- figure 6-5) h = 15 mean roof height (ft, h) 15 snap to nearest table height qh = 15 velocity pressure @ mean roof roof pitch = 5 rise Height, z Exposure qz B C D ft psf 0-15 0.57 0.85 1.03 15.0 20 0.62 0.90 1.08 16.3 25 0.66 0.94 1.12 17.4 30 0.70 0.98 1.16 18.4 40 0.76 1.04 1.22 20.0 50 0.81 1.09 1.27 21.3 60 0.85 1.13 1.31 22.4 70 0.89 1.17 1.34 23.4 80 0.93 1.21 1.38 24.5 90 0.96 1.24 1.40 25.3 100--F 0.99 1.26 1.43 26.1 i z run q = zz.bz aeg Main Wind Force Resisting System - Part 1 All Heights Figure 27.4-1 (cont'd) I External Pressure Coefficients, Cp Walls & Roofs Enclosed, Partially Enclosed Buildings Surface L/B Cp Use With Windward Wall All Values 0.8 qz Leeward Wall 0-1 -0.5 qh 2 -0.3 >=4 -0.2 Side Wall All Values -0.7 ah Roof Pressure Coefficients, Cp, for use with qh Wind Direction Windward Leeward Angle, q (degrees) Angle, q (deg.) h/L 10 15 20 25 30 35 45 >60 10 15 >20 Normal ridge for q q >10 deg < .25 -0.70 0.18 -0.50 0.00 -0.30 0.20 -0.20 0.30 -0.20 0.30 0.00 0.40 0.40 0.23 -0.30 -0.50 -0.60 0.5 -0.90 -0.18 -0.70 -0.18 -0.40 0.00 -0.30 0.20 -0.20 0.20 -0.20 0.30 0.00 0.40 0.23 -0.50 -0.50 -0.60 > 1.0 -1.30 0.18 -1.00 -0.18 -0.70 -0.18 -0.50 0.00 -0.30 0.20 -0.20 0.20 0.00 0.30 0.23 -0.70 -0.60 -0.60 Normal to ridge for q <10 deg and Parallel to ridge for all q <.5 Horizontal distance from windward edge C p Value provided for interpolation 0 to h/2 h/2 to h h to 2h > 2h -0.90 -0.90 -0.50 -0.30 -0.18 -0.18 -0.18 -0.18 Value can be reduced linearly as follows Area (sq ft) Reduction < 100 1 >1 0 0 to h/2 > h/2 -1.30 -0.70 -0.18 -0.18 250 0.9 > 1000 0.8 Project: W4656 Sheet No: 6 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 Vx ZONE ELEVATIONS Not to Scale h_ = 0.51 L = 0.92 zone: ( R) Roof or (W ) Wall zone L B B = L = 32 Horizontal dimension of building, in feet, measured perpendicular to wind direction Horizontal dimension of building, in feet, measured parallel to wind direction 29.5 Diaphragm zone Windward Cp Leeward Cp zone Total Area Design Wind Pressure, psf Force I Min Force z ft z (sq. ft) windward leeward "total (kips) R 0.2 -0.6 20 16.3 248 2.8 -7.7 4.0 0.99 1.98 W 0.8 -0.5 15 15 100 10.2 -6.4 16.6 1.66 1.60 Roof - - - 0.0 0.00 0.00 - - 0.0 0.00 0.00 - - 0.0 0.00 0.00 Compare Min w/ calculated: Total Area = 348 Total Wind Force (kips) 2.65 3.58 Windward Design Pressure = gGCp - gi(Gcpi) 348 Total Wind Force: q = qz, velocity pressure @ wall height Factored Force (0.6"W): 3.58 2.15 Leeward (and all roof) Design Pressure = gGCp - gi(Gcpi) Min. Wind Pressure Controls? : YES q = qh, velocity pressure @ mean roof height ASCE 27.1.5 Minimum Design Loads: Note: Internal pressures cancel each other out per Table 26.11-1 note 3. Roof: 8 psf Combine loads per ASCE Figure 27.4-1 Wall: 16 psf "total roof pressures are projected onto vertical surface of structure Project: W4656 Sheet No: 7 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 Vy ZONE ELEVATIONS Not to Scale h_ = 0.47 L = 1.08 zone: ( R) Roof or (W ) Wall zone L B B = L = 29.5 1 32 Horizontal dimension of building, in feet, measured perpendicular to wind direction Horizontal dimension of building, in feet, measured parallel to wind direction Diaphragm zone Windward Cp Leeward Cp zone Total Area Design Wind Pressure, psf Force I Min Force z ft z (sq. ft) windward leeward "total (kips) R 0.2 -0.6 20 16.3 0 2.8 -7.7 4.0 0.00 0.00 W 0.8 -0.5 15 15 227 10.2 -6.4 16.6 3.76 3.63 Roof - - - 0.0 0.00 0.00 - - - 0.0 0.00 0.00 - - - 0.0 0.00 0.00 Compare Min w/ calculated: Total Area = 227 Total Wind Force (kips) 3.76 3.63 Windward Design Pressure = gGCp - gi(Gcpi) 227 Total Wind Force: q = qz, velocity pressure @ wall height Factored Force (0.6"W): 3.76 2.26 Leeward (and all roof) Design Pressure = gGCp - gi(Gcpi) Min. Wind Pressure Controls? : NO q = qh, velocity pressure @ mean roof height ASCE 27.1.5 Minimum Design Loads: Note: Internal pressures cancel each other out per Table 26.11-1 note 3. Roof: 8 psf Combine loads per ASCE Figure 27.4-1 Wall: 16 psf "total roof pressures are projected onto vertical surface of structure Summary (Loads are factored per ASCE 2.4.1) Direction Seismic Force Wind Force Remarks Vy 2.00 2.26 Wind Controls Vx 2.00 2.15 Wind Controls Project: W4656 Sheet No: 8 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. Vx = Vy = 2.15 32.0 2.26 29.5 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 FIRST FLOOR SHEAR WALLS Not to Scale = 0.067 klf ( Wind Controls ) = 0.077 klf ( Wind Controls ) Project: W4656 Sheet No: 9 9/30/2020 WEST 9540 Semiahmoo Parkway (425) 347-8998 COAST STRUCTURAL #137 wcse.net ENGINEERING, INC. Blaine, WA 98230 Single Story Shear Wall Design 2 WlAbove 2 WlAbove Sh V���1 Mi H 11 ear Wall Grid Location: sc. Info: Overturning Moment (OTM) OTM = 7.7 k-ft Resisting Moment (RM) W Above = 0.1 kips W Wall = 0.1 kips Grid Line : A Aspect Ratio Check (2w/h) = 0.57 RM = 0.2 k-ft Uplift Force @ end of Shear Wall ( T ) T C T = 3.8 kips L Wind or Seismic Critical : W Shear Wall Base Shear ( Vb) : 553 plf V t = (2.21)/4 = 0.553 klf Internal / External ( I/E) : E Nailing Designation : SW4 H = 7.0 ft L = 2.0 ft Holdown Force ( T) : 3.8 kips Trib. Length Loading Wall ( A) : 4 ft Holdown Designation : HDU5 Dead Load Above ( W above) : 15 psf 2 WlAbove 2 WlAbove Sh V���1 Mi H 11 ear Wall Grid Location: sc. Info: Overturning Moment (OTM) OTM = 3.4 k-ft Resisting Moment (RM) W Above = 0.4 kips W Wall = 0.6 kips Grid Line : 1 Aspect Ratio Check (2w/h) = 3 RM = 6.0 k-ft Uplift Force @ end of Shear Wall ( T) T L C T = N/A kips Wind or Seismic Critical : W Shear Wall Base Shear ( Vb) : 35 plf V t = 1/2 (2.26) /32 = 0.035 klf Internal / External ( I/E) : E Nailing Designation : SW1 H= 8.0 ft L= 12.0ft Holdown Force ( T) : N/A kips Trib. Length Loading Wall ( A) : 4 ft Holdown Designation Dead Load Above ( W above) : 15 psf Project: W4656 Sheet No: 10 9/30/2020 WEST 9540 Semiahmoo Parkway (425) 347-8998 COAST STRUCTURAL #137 wcse.net ENGINEERING, INC. Blaine, WA 98230 Single Story Shear Wall Design 2 WlAbove 2 WlAbove Sh V���1 Mi H 11 ear Wall Grid Location: sc. Info: Overturning Moment (OTM) OTM = 2.2 k-ft Resisting Moment (RM) W Above = 0.2 kips W Wall = 0.2 kips Grid Line : 2 Aspect Ratio Check (2w/h) = 1.25 RM = 1.1 k-ft Uplift Force @ end of Shear Wall ( T) T = N/A kips T L C Wind or Seismic Critical : W Shear Wall Base Shear ( Vb) : 56 plf V t = 1/2 (2.26) / 20 = 0.056 klf Internal / External ( I/E) : E Nailing Designation : SW1 H = 8.0 ft L = 5.0 ft Holdown Force ( T) : N/A kips Trib. Length Loading Wall ( A) : 4 ft Holdown Designation Dead Load Above ( W above) : 15 psf Project: W4656 Sheet No: 11 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 FLOOR TIES / HOLDOWNS STUD HOLDOWN MARK STRAP NAILING HOLDOWN ANCHORAGE ANCHOR BOLTS HDU5 HDU5 - SDS2.5 (14) SDS 1/4" x 2 1/2" 5/8" 0 SB 5/8x24 wood screws 1) Locate Holdown at each end of shearwall. 3) Extend foundation as required for holdown A.B. embedment 2) Cripple wall construct same as shearwall above. 4) Threaded rod and coupler as required. SHEARWALL SCHEDULE MARK SHEATHING NAILING * SHEAR FLOW NAILING SILL PLATE ANCHORS" EDGES FIELD BASE PLATE TOE NAIL RIM BLOCKED JOIST OR TOP SW 1 7/16" CISB 1 side 8d @ 6" o.c. 8d @ 12" o.c. 16d @ 8" o.c. 16d @ 5" o.c. 1 /2" 0 Anchor Bolt @ 48" o.c. & @ ends SW4 7/16" CISB 8d @ 8d @ Simpson LTP4 Clip Simpson LTP4 Clip 1/2" 0 Anchor Bolt 1 side 2" o.c. 12" o.c. @ 11" O.C. @ 11" O.C. @ 19" o.c. & @ ends ') Use common nails for all nailing. ") Anchor bolt washers must be 3" x 3" x 0.229" thick. Framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal member or (2) 2x6 HF#2 stitched together with (2) rows of 16d @ 7 o.c. staggered. Shearwall Capacity: SW 1 = 260*0.93 = 240 plf limited to 150 plf for toenailing rim joist SW4 = 640*0.93 = 595 plf per footnote 3 of AF&PA SDPWS-2008 Table 4.3A: capacity is reduced for framing material other than douglas-fir-larch or southern pine with specific gravity adjustment factor = [1-(0.5-SG)] = [1-(0.50-0.43)] = 0.93 per footnote 2 of AF&PA SDPWS-2008 Table 4.3A: 15/32" values can be used for 7/16" sheathing if studs are spaced at a maximum of 16" o.c. Shear Transfer from Diaphragm to Wall & Wall to Foundation base plate nailing allowed shear from 16d nailing w/ 3/4" sheathing = Z*Cd*Cdi = 95 lb/nail * 1.6 * 1.1 = 167 lb/nail allowed shear from Simpson LTP4 = 575 lb/clip SW 1 = (167 lb/nail) / 150 Ib/ft = 13.4 in 8" o.c. ok SW4 = (575 lb/clip) / 595 Ib/ft = 11.6 in 11" o.c. ok toe nail rim joist or top allowed shear from 16d toenailing w/ 1-1/2" HF side member = Z*Cd*Ctn = 122 lb/nail * 1.6 * 0.83 = 162 lb/nail allowed shear from Simpson LTP4 = 575 lb/clip SW 1 = (162 lb/nail) / 150 Ib/ft = 13.0 in 5" o.c. ok SW4 = (575 lb/clip) / 595 Ib/ft = 11.6 in 11" o.c. ok Project: W4656 Sheet No: 12 9/30/2020 WEST COAST STRUCTURAL ENGINEERING, INC. 9540 Semiahmoo Parkway (425) 347-8998 #137 wcse.net Blaine, WA 98230 sill plate anchors allowed shear from 1/2" dia. anchor bolt w/ 1-1/2" HF on conc. = Z*Cd = 590 lb/bolt * 1.6 = 944 lb/bolt SW 1 = (944 lb/bolt) / 150 Ib/ft = 75.5 in 48" o.c. ok SW4 = (944 lb/bolt) / 595 Ib/ft = 19.0 in 19" o.c. ok (2) 2x6 in lieu of 3x nominal at abutting panels and sill plates allowed shear from 16d w/ 1-1/2" HF side member = Z*Cd = 122 lb/nail " 1.6 = 195 lb/nail SW4 = (195 lb/nail) / 595 Ib/ft = 3.9 in (2) rows @ 7" o.c. ok Project: W4656 Sheet No: 13 9/30/2020