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HomeMy WebLinkAboutBLD2020-00572 - 07A STRUCTURAL CALCULATIONS Structural Calculations For: Smith/Uhlir Residence 183 Alrich Rd Port Townsend, WA 98368 Prepared for: Block Architects 2025 E Howe Street Seattle, WA 98122 Job #: 11282-2020-01 Date: August 28, 2020 Criteria Sheet Codes:Project Location: Structural: IBC 2015 Street & Number: Loading: ASCE 7-10 City: Port Townsend State: WA Wood: NDS 2015 ZIP: 98368 Steel: AISC 360-10 Concrete: ACI 318-14 Latitude:48.055 N Masonry: TMS 402/602-13 Longitude:-122.850 W Occupancy Category Risk Category:II ASCE 7 Table 1.5-1 Seismic Load Summary: Analysis Procedure:Equivalent Lateral Force Procedure Lateral System: R:6.50 Cd=4 Base Shear V =5 kips Ωo=2.5 SS=1.276 S1=0.519 SDS=0.85 SD1=0.52 Cs=0.131 IE=1.0 Wind Load Summary: V=110 KZT=1.00 Exposure =D Dead Loads: Roof Wall Roofing 2.5 psf Framing 3 psf 3/4" Sheathing 2.7 psf 1/2" Plywood 1.5 psf Roof (Truss) Members 3.0 psf Siding 2 psf Misc./Mech.1.5 psf Insulation 1 psf Ceiling Finish 2.8 psf 1/2" Gyp 2.5 psf Other Misc.2.0 Total 10 15 psf Use 10 psf Use 15 psf Typical Floor Deck Finish Floor 1 psf 2x Decking 2.5 3/4" Sheathing 2.7 psf Joists @ 16" oc 3 Joists @ 16" oc 2.2 psf Misc./Mech. 2 Misc./Mech.2 psf Ceiling Finish 2.8 10.7 psf 7.5 Use 12 psf Use 8 Seismic Weights of Each Floor Areas Level wx (psf)Snow (psf)Total (psf)Total (kips) Roof 2090 sf Roof 20 N/A 20.0 42 Main Floor 1395 sf Main Floor 17 N/A 17.0 24 Main Floor (Deck)498 sf Main Floor (Deck)8 N/A 8.0 4 Total 3983 sf Total 45 0.0 45.0 69 *20% Snow weight added per ASCE 7-10 Live Loads:(not required at Pf < 30 psf) Residential 40 psf Roof LL 20 psf Deck 60 psf Ground Snow 25 psf per City of Port Townsend Website - Development Services Soils: Allowable Bearing (soil) 1500 psf per City of Port Townsend Website - Development Services DATE PROJ. # DESIGN SHEET MBJ 183 Alrich Rd Light-frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance 11282-2020-01Criteria Smith / Uhlir Residence 8/24/2020 II IBC 2015 Enter Custom Seismic Coefficients ---> R =8 Ωo =2.5 Cd =5 System Title = Seismic Design ASCE 7-10 Seismic Analysis Equivalent Lateral Force Procedure I, II, or III, or IV per Table 1.5-1 per soils report (D assumed, without soils report) Ωo 2.5 SS 1.28 g 2% in 50 yr, Latitude & Longitude lookup S1 0.52 g 2% in 50 yr, Latitude & Longitude lookup hn 11.3 ft R 6.50 Ie 1.0 Table 1.5-2 Cd 4 Ct 0.02 Table 12.8-2 x 0.75 Table 12.8-2 T 0.12 sec Eq. 12.8-7 T0 0.12 sec TS 0.61 sec k 1.00 Fa 1.00 Table 11.4-1 Fv 1.50 Table 11.4-2 SMS 1.28 g Eq. 11.4-1 SM1 0.78 g Eq. 11.4-2 SDS 0.851 g Eq. 11.4-3 SD1 0.519 g Eq. 11.4-4 0.131 Controls Eq. 12.8-2 0.646 Eq. 12.8-3 need not exceed, T < TL 0.010 Eq. 12.8-5 or 12.8-6 minimum Cs, design 0.131 Bldg. Weight 41.8 k V = CSW 5.5 k Eq. 12.8-1, Strength Level Base Shear V = CSasdW 3.8 k Eq. 12.8-1 ASD Base Shear Vertical Distribution ASD ρ=1.3 No Story Shear Diaphragm ASD Force (ρ not included) Cvx (%) Fx (k)SV (k)Fpx,calc Fpx,min Fpx,max Fpx,design γ=Fpx/Fx Roof 11.3 42 11.3 474 1.000 5.0 5.0 3.8 5.0 10.0 5.0 1.00 Σ 42 474 5.0 DATE PROJ. # DESIGN SHEET MBJ Risk Category 11282-2020-01Seismic Criteria Smith / Uhlir Residence Seismic Design Cat. D Level hx (ft) W x (k)hx k (ft) W xhx k Cs 8/24/2020 CLT Rocking Wall Light-frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance Bearing Wall Systems Site Class Seismic Force Resisting System: Per Table 12.2-1 Diaphragm Flexibility Flexible D II Type: System: ℎ Eq. 12.8.7 Eq. 11.4-1 Eq. 11.4-2 ⁄ Eq. 11.4-3 ⁄ Eq. 11.4-4 ⁄Eq. 12.8-2 ⁄Eq. 12.8-3 ⁄Eq. 12.8-4 0.044 !Eq. 12.8-5 0.01 Eq. 12.8-5 #$ % ℎ &∑% ℎ(& () ⁄Eq. 12.8-12 * ∑+,-,./ ∑0,-,./ 1 %* Eq. 12.10-1 * 0.2 !%* Eq. 12.10-2 * 3 0.4 !%* Eq. 12.10-3 D Flexible ASD 1.3 0.02 0.75 Wind Design - MWFRS ASCE 7-10 Chapter 27 - Directional Procedure Design Method ASD Calculate Kzt?No Wind Coefficients Kzt 1.00 Exposure D Roof Type Gable V=110 mph Roof Angle - Transverse Dir 22.6 degrees Kd=0.85 Table 26.6-1 Roof Angle - Long Dir 0 degrees Kh= 1.05 Table 27.3-1 Ground to top of roof 19.25 ft G=0.85 26.9.4 Bot of roof to top of roof 4.6667 ft Mean Roof Height, h 16.91665 ft Short Plan Dimension 41.75 ft Transverse Wind Pressures Long Plan Dimension 56.5 ft L/B = 0.74 h/L = 0.41 Parapet ?No Pressure Coefficients from Figure 27.4-1:Ground to top of parapet 64 ft Bldg Face Cp Average Parapet Height 4 ft Windward Wall 0.8 Ht of 2nd Level Above Grade ft Leeward Wall -0.50 Windward Roof -0.31 / 0.16 Leeward Roof -0.60 ASD Roof Pressures (Unfactored)ASD Ht Kz qz Pww walls Plwwalls Pwalls (psf)Windward 0-15 1.03 27.12 18.44 11.77 18.13 Max Min 15-20 1.08 28.44 19.34 11.77 18.67 3.8 -7.3 -14.1 4.80 20-25 1.12 29.49 20.05 11.77 19.09 25-30 1.16 30.54 20.77 11.77 19.52 Parapet (Unf) 30-40 1.22 32.12 21.84 11.77 20.17 Windward Leeward 41-50 1.27 33.44 22.74 11.77 20.71 -N/A--N/A- 51-60 1.31 34.49 23.45 11.77 21.14 61-70 1.34 35.28 23.99 11.77 21.46 Transverse Direction 71-80 1.38 36.33 24.71 11.77 21.89 Base Shear (kips)16.2 81-90 1.4 36.86 25.07 11.77 22.10 91-100 1.43 37.65 25.60 11.77 22.42 Longitudinal Wind Pressures L/B = 1.35 h/L = 0.30 Pressure Coefficients from Figure 27.4-1: Bldg Face Cp Windward Wall 0.8 Leeward Wall -0.43 Windward Roof -0.9 / -0.18 Leeward Roof -0.42 ASD Roof Pressures (Unfactored)ASD Ht Kz qz Pww walls Plwwalls Pwalls (psf)Windward 0-15 1.03 27.12 18.44 10.11 17.13 Max Min 15-20 1.08 28.44 19.34 10.11 17.67 -4.2 -21.2 -9.9 4.80 20-25 1.12 29.49 20.05 10.11 18.10 25-30 1.16 30.54 20.77 10.11 18.53 Parapet (Unf) 30-40 1.22 32.12 21.84 10.11 19.17 Windward Leeward 41-50 1.27 33.44 22.74 10.11 19.71 -N/A--N/A- 51-60 1.31 34.49 23.45 10.11 20.14 61-70 1.34 35.28 23.99 10.11 20.46 Longitudinal Direction 71-80 1.38 36.33 24.71 10.11 20.89 Base Shear (kips)12.9 81-90 1.4 36.86 25.07 10.11 21.10 91-100 1.43 37.65 25.60 10.11 21.43 DATE PROJ. # DESIGN SHEET 11282-2020-01Wind Criteria Smith / Uhlir Residence -N/A- Leeward Location and Building Dimensions 8/24/2020 MBJ Leeward psf27.7Velocity Pressure at Mean Roof Height, qh = ASD Horiz Proj (psf) Horiz Proj (psf) Total (psf) -N/A- ASD Total (psf) Wall Pressures (Unfactored): Wall Pressures (Unfactored): ASD D No No Gable 6 6 1 A - RIM HF 4 x 12 D DF-L 4 x 12 w= 370 plf R= 1,573 lbs w= 433.32 plf R= 2,112 lbs L= 8.5 ft M= 3,342 ft-lbs L= 9.75 ft M= 5,149 ft-lbs b= 3.50 in Fb= 543 psi b= 3.50 in Fb= 837 psi d= 11.25 in Fv= 47 psi d= 11.25 in Fv= 65 psi E= 1300 ksi D=0.08 in E= 1600 ksi D=0.13 in Cv=1.00 ≤1.0 l /1267 Cv=1.00 ≤1.0 l /882 A - HDR HF (2) 2x 10 Beam F GL 5 1/2 x 10 1/2 w= 370 plf R= 1,156 lbs w1= - plf R1= -945 lbs L= 6.25 ft M= 1,807 ft-lbs w2= - plf R2= 6,145 lbs b= 3.00 in Fb= 507 psi L1= 11 ft M+= - lb-ft d= 9.25 in Fv= 47 psi L2= 2 ft M-= 10,400 lb-ft E= 1300 ksi D=0.05 in X= 5.50 ft Fb= 1,235 psi Cv=1.00 ≤1.0 l /1519 P=5,200 lbs Fv=135 psi b= 5.50 in Dspan=(0.142) in d= 10.50 in l span/ (928) E= 1,800 ksi Dcant=0.16 in Cv=1.00 l cant/294 B - HDR HF (2) 2x 6 w= 370 plf R= 894 lbs L=4.833 ft M=1,080 ft-lbs ` b= 3.00 in Fb= 857 psi d= 5.50 in Fv= 66 psi E= 1300 ksi D=0.08 in Cv=1.00 ≤1.0 l /690 C - RIM GL 3 1/2 x 12 w= 160 plf R= 773 lbs L= 9.6667 ft M= 1,869 ft-lbs b= 3.50 in Fb= 267 psi d= 12.00 in Fv= 22 psi E= 1800 ksi D=0.03 in Cv=1.00 ≤1.0 l /3348 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 Design:MBJ Project: Beam Sheet: 09/21/20 Roof Level Project #:11282-2020-01 Beam Beam Beam Beam Uhlir Smith Residence Date: w R w R w R w R w R w1 w2 P R1 L1 L2R2 BEAM E DF-L 4x12 W = 433 PLF V = 3002 # Fv = 99 psi Mpos = 4865 #-ft Fb = 900 psi Mneg = 5536 #-ft 5.5'11.67' W D 69# S 116# D 1950# S 3250# D 770# S 1283# 4 4 Joist3 Joist 1 DF-L 2 x 10 Beam Joist 4 DF-L 2 x 10 w= 69 plf R= 503 lbs w1= 69 plf R1= 301 lbs L= 14.5 ft M= 1,822 ft-lbs w2= 69 plf R2= 1,263 lbs b= 1.50 in Fb= 1,022 psi L1= 12.50 ft M+= 653 lb-ft d= 9.25 in Fv= 49 psi L2= 2.75 ft M-= 1,656 lb-ft E= 1600 ksi D=0.44 in X= 6.25 ft Fb= 929 psi Cv=1.00 ≤1.0 l /399 P=507 lbs Fv=70 psi b= 1.50 in Dspan=0.064 in d= 9.25 in l span/ 2,339 E= 1,600 ksi Dcant=0.08 in Cv=1.00 l cant/810 Joist 2 P.T. HF 1 1/2 x 11 1/4 w= 68 plf R= 493 lbs L=14.5 ft M=1,787 ft-lbs ` b= 1.50 in Fb= 678 psi d= 11.25 in Fv= 38 psi E= 1235 ksi D=0.31 in Cv=1.00 ≤1.0 l /565 Joist 2A P.T. HF 3 1/2 x 11 1/4 w= 164 plf R= 1,191 lbs L= 14.5 ft M= 4,319 ft-lbs b= 3.50 in Fb= 702 psi d= 11.25 in Fv= 40 psi E= 1235 ksi D=0.32 in Cv=1.00 ≤1.0 l /546 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 Beam Beam Design:MBJ Project: Uhlir Smith Residence Date: Beam Sheet: 08/23/20 Floor Level Project #:11282-2020-01 w R w R w R w1 w2 P R1 L1 L2R2