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REVIEWED BLD - RESUB1 BLD2021-0417+Structural_Analysis_or_Calculations+4.29.2021_1.51.13_PM+2171349BLD2021-0417 CAITLIN ROSE ..REVIEWED ENGINEERING, LLC - BY CITY OF EDMONDS € Caitlin R. Wilhelm, PE BUILDING DEPARTMENT Table of Contents STRUCTURAL CALCULATIONS Cl - C6 RESUB Apr 29 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4/27/2021 STRUCTURAL CALCULATIONS TAFERRA GARAGE CONVERSION EDMONDS, WA APRIL 27, 2021 Project #: 21-16 Caitlin Rose Engineering, LLC :: Po Box 2381 :: Lynnwood, WA 98036 :: (425) 301— 6554 :: caitlinroseengineering.com 1:iRCAITLIN ROSE Project: Teferra Garage - Edmonds ENGINEERING, LLC Project #: 21-16 Caitlin R. Wilhelm, PE Site & Material Properties Soil Soil Bearing Pressure (minimum per IBC 1806.2) Frost Depth Concrete Compressive Strength Density - Normal Weight Reinforcing Steel, ASTM A615 Wood Solid Sawn Lumber, 4x & Smaller Solid Sawn Lumber, 6x & Larger GluLam Beams, Simple Span GluLam Beams, Cantilevered or Continuous Span I -Joists LVL LSL PSL Gravitv Loadin Roof Dead Load Roofing 1.5 psf Insulation 2.0 psf Ceiling 1.5 psf Sheathing 1.6 psf Structural Framing 2.8 psf Lights 1.0 psf Mechanical 1.5 psf Miscellaneous 3.1 psf TOTAL R.DL 15.0 psf Wall Dead Load Exterior Wall 10 psf Interior Wall 9 psf Live Loads 1500 psf 18 in 3000 psi 150 pcf 60 ksi HF #2 DF #1 24F-V4 24F-V8 Trusjoist by Weyerhaeuser Trusjoist Microllam, 2.0E Trusjoist Timberstrand, 1.55E Trusjoist Parallam, 2.2E Floor Dead Load Sheet #: C1 By: CRW Date: April 26, 2021 Flooring 1.5 psf Insulation 2.0 psf Ceiling 1.5 psf Sheathing 2.4 psf Framing 1.9 psf Lights 1.0 psf Mechanical 1.5 psf Miscellaneous 3.2 psf TOTAL F.DL 15 psf Deflection Criteria Roof Live Load 20 psf Roof Total Load L/240 Floor Live Load 40 psf Roof Live Load L/360 Deck Live Load 60 psf Floor Total Load L/360 Roof Snow Load 25 psf Floor Live Load L/480 CAITLIN ROSE Project: Teferra Garage - Edmonds ENGINEERING, LLC Project #: 21-16 Caitlin R. Wilhelm, PE Lateral Loading Wind Loading [ASCE 7-16 Ch. 28, Envelope Procedure] Risk Category Basic Wind Speed 110 mph Exposure Category B Topographic Factor 1.0 Kzt Exposure & Height Adjustment Factor 1.00 A Sheet #: C2 By: CRW Date: April 26, 2021 Ps3O Ps = /\*Kzt*Ps3O (LRFD) Ps = /\*Kzt*Ps3O (ASD) Zone A 26.6 psf Zone A 26.6 psf Zone A 16.0 psf Zone B -7.0 psf Zone B -7.0 psf Zone B -4.2 psf Zone C 17.7 psf Zone C 17.7 psf Zone C 10.6 psf Zone D -3.9 psf Zone D -3.9 psf Zone D -2.3 psf Wind Load Distribution, a Min of 10% Least Horiz Dimension and 40% Mean Roof Height, but not less than 3 ft 10% of Least Horiz Dimension 3 ft 40% of Mean Roof Height 6 ft a 3 ft Zone Areas & Total Wind Loads (sq ft & lb) North/South Direction House V.ps (ASD) Not Used Area Zone A 56 894 0 Area Zone B 44 -185 0 Area Zone C 600 6372 0 Area Zone D 406 -9501 0 V.ps (ASD)ITotal Area Total V.ps (ASD) 0 56 894 0 44 -185 0 600 6372 0 406 -950 6131 0 V= 6131 EastMest Direction House V.ps (ASD) Not Used V.ps (ASD) Total Area Total V.ps (ASD) Area Zone A 33 527 0 0 33 527 Area Zone B 0 0 0 0 0 0 Area Zone C 350 3717 0 0 350 3717 Area Zone D 0 01 0 01 0 0 4244 0 V= 4244 1:iRCAITLI N ROSE Project: Teferra Garage - Edmonds Sheet #: C3 ENGINEERING, LLC Project #: 21-16 By: CRW Caitlin R. Wilhelm, PE Date: April 26, 2021 Seismic Loading [ASCE 7-16 Ch 12, Equivalent Lateral Force ProcedurE SDS SD1 Response Modification Factor Importance Factor, Ie Seismic Response Coefficient, Cs Cs = SDS / (R / Le) Cs —max = SD1 / T * (R / le) T=Ct*hn"x TL Cs —min 0.044 * SDS * le Controlling Cs 0.159 Seismic Weight 1.032 0.5599333 6.5 Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance 1.0 0.159 0.565 0.152 6 0.045 Level Area Dead Load Weight V.level Roof Level 2492 Roof Dead Load 37380 5935 Not Used 0 0 0 0 Total Seismic Weight 37380 Seismic Base Shear V.seismic = Cs * Weight 5935 Ibs [LRFD] 4239lbs [ASD] 4/26/2021 U.S. Seismic Design Maps C4 Teferra Garage 627 Giltner Ln, Edmonds, WA 98020, USA Latitude, Longitude: 47.8171705,-122.3740238 a0 Q 5� J� a� Go.gle rye Date Design Code Reference Document Risk Category Site Class Type Value SS 1.29 SI 0.454 SMS 1.547 SMI null -See Section 11.4.8 SDs 1.032 SDI null -See Section 11.4.8 Type SDC Fa F, PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd CRS CL CL Caspers 5t Z n] Sater Ln Aloha Way OSHPD Caspers St Edmonds Food Bank n Vista PI C m Z Aloha 5t 4/26/2021, 3:04:59 PM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Holy ROsary Srhnnl • Map data ©2021 Value Description null -See Section 11.4.8 Seismic design category 1.2 Site amplification factor at 0.2 second null -See Section 11.4.8 Site amplification factor at 1.0 second 0.549 MCEG peak ground acceleration 1.2 Site amplification factor at PGA 0.659 Site modified peak ground acceleration 6 Long -period transition period in seconds 1.29 Probabilistic risk -targeted ground motion. (0.2 second) 1.418 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration 2.237 Factored deterministic acceleration value. (0.2 second) 0.454 Probabilistic risk -targeted ground motion. (1.0 second) 0.508 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. 0.915 Factored deterministic acceleration value. (1.0 second) 0.789 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.91 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1 /3 C5 9 CAITLIN ROSE ENGINEERING Caitlin R. Wilhelm, PE WOOD SHEAR WALL CALCULATIONS & SUMMARY UDDer Floor Shear Wall Calculations & Summary Project: Taferra Garage Conversion Project # 21-16 Subject: Shear Wall Calculations Summary CRW 2021 04 27 Wall Loading Wall Geometry I Shear Wall Design I OVERTURNING - Local Wall Only, Not Compounded WALL ID TYPE [FTAO/SEG] SHEAR FORCE (ASD) [0.6*W] LENGTH HEIGHT ASPECT RATIO A/R ADJ FACTOR UNIT SHEAR NAILING I STRAP FORCE (FTAO ONLY) I DEAD LOAD [PLF] COMPRESSION D+0.6W TENSION 0.6D+0.6W HOLDOWN HARDWARE [SIMPSON STRONG -TIE] COMPRESSION STUDS (E)EAST SEG 3067 16 8 0.50 1.00 192 SW-6 -- 1448 3684 -617 NO HD REQ'D (2)2X6 EAST FTAO 488 22 8 0.36 1.00 61 SW-6 177 1374 2646 -2291 NO HD REQ'D (2)2x6 C6 Project Information Code: 20181BC Date: 4/26/2021 Designer: CRW Client: Blake Fisher Architecture & Design Project: Teferra Garage Conversion Wall Line: East v (lb Irff� I �i ir.l .Wffl _,(r % Iafr. F L„aii(ft} Shear Wall Calculation Variables V 48816f L1 2.00 ft ha1 L2 4.00 ft ho1 L3 4.00 ft hb1 hwan 8.00 ft Lo1 Opening 1 1.75 ft Opening 2 ha2 1.75 ft ho2 4.00 ft hb2 2.25 ft Lo2 6.00 ft 4.00 ft 2.25 ft 6.00 ft Lwan 22.00 ft 1. Hold-down forces: H = Vh_,dLw,ii 177 lbf 2. Unit shear above + below opening First opening: vat = vb1 = H/(hal+hbl) = 44 plf Second opening: vat = vb2 = H/(ha2+hb2) = 44 plf 3. Total boundary force above + below openings First opening: 01 = vat x (Lo1) = 266 lbf Second opening: 02 = vat x (Lo2) = 266 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 89 lbf F2 = O1(L2)/(L1+L2) = 177 lbf F3 = O2(L2)/(L2+L3) = 133 lbf F4 = O2(L3)/(L2+L3) = 133 lbf 5. Tributary length of openings Tl = (Ll*Lo1)/(L1+L2) = 2.00 ft T2 = (L2*Lol)/(Ll+L2) = 4.00 ft T3 = (L2*Lo2)/(L2+L3) = 3.00 ft T4 = (L3*Lo2)/(L2+L3) = 3.00 ft v Ilhl Adj. Factor Method = 2bs/h Wall Pier Aspect Ratio Adj. Factor P1=ho1/L1= 2.00 N/A P2=ho2/L2= 1.00 N/A P3=ho3/L3= 1.00 N/A 6. Unit shear beside opening V1= (V/L)(Ll+T1)/L1 = 44 pIf V2 = (V/L)(T2+L2+T3)/L2 = 61 pIf V3 = (V/L)(T4+L3)/L3 = 39 pIf Check V1*L1+V2*L2+V3*L3=V? 4881bf OK 7. Resistance to corner forces R1=V1*L1= 89 lbf R2=V2*1_2= 2441bf R3=V3*L3= 1551bf 8. Difference corner force + resistance 11141= 0lbf R24243 = -67 Ibf 11344= 22 lbf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 0 pIf vc2 = (R2-F2-F3)/L2 = -17 pIf vc3 = (R3-F4)/L3 = 6 pIf b S Check Summary of Shear Values for Two Openings Line 1: vcl(hal+hbl)+Vl(hol)=H? 0 177 177 lbf Line 2: val(hal+hbl)-vcl(hal+hbl)-Vl(hol)=0? 177 0 177 0 Line 3:vc2(hal+hbl)+V2(hol)-val(hal+hbl)=0? -67 244 177 0 Line 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 177 244 -67 0 Line 5: va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 177 22 155 0 Line 6: vc3(ha2+hb2)+ V3(ho2)= H? 22 155 177 lbf Design Summary* Req. Strap Force Req. Sheathing CapacityM22pllf Req. HD Force Req. Shear Wall Anchorage Force plf 4-Term Deflection 3-Term Deflection 4-Term Story Drift % 3-Term Story Drift See Page 2 See Page 3