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APPROVED BLD-BLD2020-0840+Structural_Calculations+7.30.2020_12.23.59_PM
Client SSS # Project Identification SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 Dan & Alashia Wartelle 21423 95th PI W Edmonds, WA 98020 206-795-0965 phone fax s2005O23 21423 95th PI W 2 Story SFR Design Lines (425-353-0531) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Remodel Verification 5 Detail Calculations M WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 15 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 110 Surface Roughness B Wind Exposure Category B Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.268 1-Second Acceleration, S1 0.496 Seismic Desi n CategoryD Spectral Response Coefficient, Sps 0.845 Spectral Response Coefficient, SDI 0.497 Gravity Load Data Roofs: loads are psf Dead Live Snow Trusses (pitched) *Pitches <_ 8:12 Top Chord 10 0 20 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joists' 12 40 0 Notes apply as called out in table above. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearing 2000 sf Internal Pressure Coefficient +/- 0.18 Topographic Factor, KZt 1.00 Wind Importance Factor, I 1.00 Seismic Force Resisting System ITable 12.2-1: A-15 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.130 0.130 Transverse Longitudinal Seismic Base Shear, V 8194 Ibs SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: No Address at This Location Wind ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 339.28 ft (NAVD 88) Risk Category: II Latitude: 47.804549 Soil Class: D - Stiff Soil Longitude:-122.360489 Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Thu Jun 11 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.onIine/ Page 1 of 3 Thu Jun 11 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.268 Sos 0.845 S, 0.496 Soy 0.497 Fa 1 TL 6 Fv 1.504 PGA: 0.513 SMs 1.268 PGA M : 0.513 SM, 0.746 FPCA 1 le : 1 Seismic Design Category D 14 MCER Response Spectrum 09 Design Response Spectrum 1-2 } 0$ i + 07 + 1-0 a-s ($ 0.5 0-s 0-4 04 0.3 0.2 0-2 0.1 fl fl 0 2 3 - - 3 7 0 - - Sa (9) vs T(s) Sa (9) vs T(s) Data Accessed: Thu Jun 11 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Thu Jun 11 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, p9: 15 Ib/ft Elevation: 339.3 ft Data Source: ASCE/SEI 7-10, Fig. 7-1. Date Accessed: Thu Jun 11 2020 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site -specific case studies are required to establish ground snow loads at elevations not covered. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu Jun 11 2020 Topographic Effects Distances below are measured from the base. Crest elev: 425 dist: 10071 Site elev: 345 dist: 6372 H/2 elev: 216.5 dist: 4109 Base elev: 8 dist: 0 rtm&lirl!A�V_ Exposure Category B Height above local ground z= 20 ft Location Relative to Crest Downwd Hill Shape 2-D Rdg Height of Hill H= 417 ft H�2 ` s'C �2p RIOGE j.D ,9xr SYn1 Distance upwind of the crest to where the Lh= 5962 ft difference in ground elevation is half of the height of the hill. x= 3699 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then Kzt = 1.0. Otherwise: Kzt= 1.11 K1= 0.09 K2= 0.59 K3= 0.99 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.07 False H = 417 True Kzt= 1.00 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2005023 Number of Diaphragms Code General Design Criteria 2 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 20 15 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- I --- 1 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit HF OSB 16" oc II 2010 Envelope Procedure 110 mph B B Kzt: 1.00 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.268 Sl 0.496 TL 6 SDS 0.85 Spl 0.50 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.130 0.130 8194 8271 Q0 2.5 Cd 4 0.020 h sx sec. Ibs 200612_SSSlateral_s200610_Addition + Existing DC Design Loads Design Seismic Loads Dead Live Snow Assembly Reference Mass s Roof 1 15 --- 20 15 Floor 1 12 40 --- 12 2x12 @ 16"oc Wall 1 7 --- --- 7 Interior Wall Wall 2 10 --- --- 10 Exterior Wall Building Orientation and Height Wall Lines A B C D 1 2 3 4 Stories = T 01 Transverse 0 'cn Trans C J Number of Diaphragms 2 Building Height 18.83 Diaphragm 2 Framing ft 2.33 Story ft 7.83 Diaphragm 1 Framing ft 0.83 Story ft 7.83 Shrinkage 0.000 in 0.000 in u Distribution Diaphragm Wall VT,,,, VAX VT,, Wall Line Line Force from wall line above Trans 1 2 3 4 0 0 0 1 744 Wind 2 718 1642 3 667 Ibs 4 654 0 0 0 744 1 718 2 667 3 654 4 0 0 0 1 695 695 1 2 2027 2027 2 El 3 2194 2194 3 4 593 593 4 0 0 0 0 0 0 5511 1 5511 Longit Wall LineLine VT,,,, VD,, VT,, Wall A 300 300 A Wind B 926 926 B 3158 C 1280 1280 C Ibs D 0 0 0 653 653 D 0 0 0 A 686 686 A Seismic B 1580 1580 B 5562 C 2054 2054 C Ibs D 1242 1242 D 0 0 0 0 0 0 0©©0000 A I B I C I D 1 0 1 0 1 0 200612_SSSlateral_s200610_Addition + Existing DC I IJ Distribution Diaphragm Trans Wall Wall VT,,., VD,, VT,, Wall Line 1 214 214 1 Wind 2 863 1000 1862 2 2285 3 779 928 1708 3 Ibs 4 0 0 0 143 143 4 0 0 0 1 1 Seismic 2 1606 1036 2642 2 1946 3 1645 911 2555 3 Ibs 4 4 0 0 0 0 0 0 Force from wall line above 1 2 3 4 0 0 0 439 424 393 386 1 2 3 4 0 0 0 410 1196 1295 350 3251 1946 5197 Longit Wall VT,,,, VD,, VT, Wall A B C D 0 0 0 Line Line Wind 2717 Ibs A B C D 0 0 0 300 926 1280 653 21 C4 409 1265 1042 7717 709 2191 2322 653 C47C A B C D 0 0 0 300 926 1280 653 A 686 388 1074 A B 1580 868 2448 B In C 2054 708 2762 C D 1242 1242 D 0 0 0 0 0 0 A B C D 0 0 0 686 1580 2054 1242 200612_SSSlateral_s200610_Addition + Existing DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 18.83 ft Eave Height 16.75 ft Mean Roof Height, h 17.79 ft Least Horizontal Dimension, LHD 24.25 ft Transverse Direction B Dimension 32.25 ft L Dimension 58.33 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 2 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 140 sq ft 62 sq ft 1 238 sq ft Isq ft Transverse Direction (LW) Roof Pitch 2 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 144 sq ft 191 sq ft 1 37 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 58.33 ft L Dimension 32.25 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 329 sq ft sq ft 1 283 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 329 sq ft 0 sq ft 1 283 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.61 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 16.09 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelope Procedure Direction Transverse Longitudinal sum 6544 9792 Load Case T-16psf L-16psf 2 2736 5264 1 3808 4528 200612_SSSlateral_s200610_Addition + Existing WF(2) Seismic Loads Yes Effective seismic weiqht at Story W XPELSL XPEESW Diaphragm 2 area (ft) height (ft) 2.33 Roof 1 1790 (Ibs) Mass (Ibs) 26850 unit weight (psf) trans - w, long - wX 15 31405 33230 Walls height (ft) 7.83 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 74 10 Wall 64.5 Mass (Ibs) 9110 unit weight (psf) 7 10 Wall 1 67 Wall 116 Mass (Ibs) 12760 Diaphragm 1 area (ft) height (ft) 0.83 Floor 1 925 (Ibs) Mass (Ibs) 11100 unit weight (psf) trans - w, long - wX 12 31603 30367 Halls height (ft) 7.83 trans -wall (ft) H unit weight (psf) long -wall (ft) � 7 Wall 1 22 10 Wall 66 Mass (Ibs) 6376 unit weight (psf) 7 10 Wall 1 33.5 Wall 73 Mass (Ibs) 7555 trans - w, long - wX Sum of Effective Seismic Weights (Ibs) 73751 73751 200612_SSSlateral_s200610_Addition + Existing EF Mapped Spectral Accelerations XPEMSA Ss 1.268 Fa 1.000 Sos 0.85 S, 0.496 Fv 1.504 Soy 0.50 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.181 sec 0.181 sec hn= 18.8 ft TL = 6 sec Transverse Longitudinal CS = 0.130 0.130 Ibs EQ 12.8-2 (Maximum) CS = 0.423 0.423 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.037 0.037 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 2 6.5 0.130 31405 4084 6.5 0.130 33230 4322 1 6.5 0.130 31603 4110 6.5 0.130 30367 3949 Base Shear, In, Vertical Distributionof Seismic Forces Transverse V = 8194 Ibs k= 1.00 Longitudinal V = 8271 Ibs Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 2 18.832 37785 711564.6 0.739 37785 711564.6 0.739 1 8.666 29000 251317.1 0.261 29000 251317.1 0.261 962881.8 962881.8 Diaphragm Transverse 2 6056 Ibs 1 2139 Ibs sum 8194 Longitudinal 6112 Ibs 2159 Ibs sum 8271 XPEVDS 200612_SSSlateral_s200610_Addition + Existing EF Allowable Stress Design Loads 2010 Envelope Procedure Wind Load Combination 0.61D+0.6W+H % of DL used in OT 60% Wind Design Loads F,r Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 1642 3158 1 2285 2717 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, FX P = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 5511 5562 1 1946 1964 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, Vx Total force in the diaphragm above story (x), pounds (Ibs) % Percent of Vx tributary to the shearwalls (SW) in the wall line VDx Force from the diaphragm above that transfers to the SW's, Ibs VTx,l Force from the SW's above that transfers to the SW's, Ibs VTX Total force in the SW's (VD, + VT,,,), Ibs L Total length of SW's (7- w), feet (ft) V Linear force in the SW's (VTx/L), pounds per foot (plf) VF Max Tx VS w h dr d ra df dfa Twx,l Twx Tex,, Tex Greater of v induced by wind or earthquake, plf M 12.3.4.2 Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs 200612_SSSlateral_s200610_Addition + Existing DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND SEISMIC VTx 744 695 Wood Shrinkage v 117 109 v, amp'd 124 116 Cntrl'g 116 Max Tx 810 771 A (in) 0.182 0.113 0.94 50% 117 109 3.19 7.833 2 810 771 0.94 50% 117 109 3.19 7.833 2 810 771 L VF VS 6.38 117 116 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 718 2027 Wood Shrinkage v 43 123 v, amp'd 43 123 Cntrl'g 123 Max Tx 142 767 A (in) 0.040 0.087 1.00 45% 43 123 7.37 7.833 2 100 767 1.00 45% 1 28 79 11.46 12 2 -180 533 0.88 11% 29 83 2.67 1 7.833 2 1 142 1 577 L VF Vs 21.50 123 123 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 667 2194 Wood Shrinkage v 40 130 v, amp'd 40 130 Cntrl'g 130 Max Tx 135 851 A (in) 0.036 0.096 0.91 12% 28 91 2.88 7.833 1 135 645 1.00 44% 1 40 130 7.50 7.833 1 100 851 0.91 12% 28 91 2.88 1 7.833 1 1 135 1 645 1.00 32% 37 120 5.79 7.833 4 47 751 L VF Vs 19.04 130 130 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 2 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 654 593 Wood Shrinkage v 103 93 v, amp'd 109 99 Cntrl'g 99 Max Tx 700 646 A (in) 0.159 0.095 0.94 50% 103 93 3.19 7.833 2 700 646 0.94 50% 103 93 3.19 7.833 2 700 646 L VF vs 6.38 103 99 200612_SSSlateral_s200610_Addition + Existing FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1862 2642 Wood Shrinkage v 83 118 v, amp'd 83 118 Cntrl'g 118 Max Tx 540 1318 A (in) 0.096 0.094 1.00 36% 83 118 8.04 7.833 1 142 433 767 749 1.00 33% 82 116 7.59 7.833 1 142 540 767 1318 1.00 31% 1 80 114 1 7.17 7.833 1 142 1 433 767 1 734 L VF VS 22.80 118 118 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 1 1 Trans --- % vw V E w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1708 2555 Wood Shrinkage v 90 135 v, amp'd 90 135 Cntrl'g 135 Max Tx 466 1416 A (in) 0.088 0.099 0.99 12% 55 82 3.73 7.833 1 135 466 851 1416 1.00 88% 1 90 135 16.67 7.833 1 135 356 851 1332 L VF Vs 20.40 135 135 200612_SSSlateral_s200610_Addition + Existing FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 2 1 Long --- % vw V E w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 300 686 Wood Shrinkage v 15 34 v, amp'd 15 34 Cntrl'g 34 Max Tx 0 39 A (in) 0.009 0.016 1.00 19% 11 26 4.90 7.833 6.5 -169 -2 1.00 72% 15 34 14.31 7.833 6.5 -637 -336 0.93 10% 9 21 1 3.04 7.833 6.5 -87 39 L VF VS 22.25 34 34 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 926 1580 Wood Shrinkage v 33 56 v, amp'd 33 56 Cntrl'g 56 Max Tx 0 0 A (in) 0.029 0.033 1.00 51 % 33 56 14.33 7.833 17 -1176 -711 1.00 49% 1 33 56 1 13.92 7.833 17 -1136 -680 L VF Vs 28.25 56 56 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw V E w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 653 1242 Wood Shrinkage v 27 51 v, amp'd 27 51 Cntrl'g 51 Max Tx 0 0 A (in) 0.024 0.030 1.00 100% 27 51 24.25 7.833 18 -2323 -1633 L VF Vs 24.25 51 51 200612_SSSlateral_s200610_Addition + Existing FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 1 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 709 1074 Wood Shrinkage v 40 60 v, amp'd 40 60 Cntrl'g 60 Max Tx 23 213 A (in) 0.028 0.035 1.00 84% 40 60 15.00 7.833 7 -418 39 -74 1.00 16% 28 42 4.00 7.833 7 23 39 213 L VF VS 19.00 60 60 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 1 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2191 2448 Wood Shrinkage v 123 137 v, amp'd 123 137 Cntrl'g 137 Max Tx 481 602 A (in) 0.114 0.087 1.00 83% 123 137 14.88 7.833 7 238 494 1.00 17% 1 87 98 4.17 7.833 7 481 602 L VF Vs 19.04 137 137 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C► 1 1 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2322 2762 Wood Shrinkage v 104 124 v, amp'd 104 124 Cntrl'g 124 Max Tx 0 0 A (in) 0.092 0.072 1.00 100% 104 124 22.25 7.833 13 -747 -283 L VF Vs 22.25 124 124 200612_SSSlateral_s200610_Addition + Existing FIR Shear Transfer Connections XPSTC Fasteners and Spacing N V) V) V) V) V) V) V) V) V) V) V) V) V u R N 7 00 C. Co in in in o in v 7 O .--i O Nr r\ M .-i .--i M V ~ M 2x Plates 3x Plates u n Ln Q L U x x x x f0 '6 to Q M Q 2 J N .--i _ 0 L L ZC In C C CO 2 C CO C ^i Q `� Q `� Q Q .a O !O Ln Q C O O Q Ln O io N N N N tD 0. 7 c Q a a 0 o_ f fu 05 d d d d W (n (n V) V) in � � Ln 0 Ln A 150 11 24 9 48 67 46 10 33 16 101 75 110 B 207 8 17 34 48 33 7 24 12 59 54 79 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated m a MINIMUM NOMINAL Nail or Staple value Adjusted 3 d PANEL THICKNESS for HF @ Ga inch size based on 16" oc a OF 6 242 7/16" 8d @ 6"oc 260 242 15 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 greater. This office decreases the wind sheathing shear, v s, demand by this factor rather than using the increased capacity. That way, only one set of capacities is needed for simplicity. 2. Shears are permitted to be increased 3. G=0.43 [I- to values (0.5-0.43)] _ shown for 0.93 15/32-inch sheathing... 200612_SSSlate ral_s200610_Addition + Existing ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPSF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an F1 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] 200612_SSSlate ral_s200610_Addition + Existing ST Shear Wall Summary JU, ,.. Width SW VF Rio Stressed vs Rio Stressed Notes 1 2 6.38 A 6 117 78% 116 48% 2 2 21.50 A 6 123 82% 123 51% 3 2 19.04 A 6 130 87% 130 54% 4 2 6.38 A 6 103 68% 99 41 % A 2 22.25 A 6 34 23% 34 14% B 2 28.25 A 6 56 37% 56 23% D 2 24.25 A 6 51 34% 51 21 % 2 1 22.80 A 6 118 79% 118 49% 3 1 20.40 B 6 135 65% 135 56% A 1 19.00 A 6 60 40% 60 25% B 1 19.04 B 6 137 66% 137 57% C 1 22.25 A 6 124 83% 124 51 Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 200612_SSSlateral_s200610_Addition + Existing SW Holdown Summary J a (n Uplift W Uplift E Holdown 1 2 810 771 2 2 142 767 3 2 135 851 4 2 700 646 A 2 0 39 B 2 0 0 D 2 0 0 2 1 540 1318 HTT5 3 1 466 1416 HTT5 A 1 23 213 B 1 481 602 C 1 0 0 Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 4015 @ 33% 3610 @ 15% 3610 @ 15% 3610 @ 15% 2550 @ 52% 2550 @ 52% 2550 @ 52% 4015 @ 35% 3610 @ 13% 3610 @ 13% 3610 @ 13% 2550 @ 56% 2550 @ 56% 2550 @ 56% 200612_SSSlateral_s200610_Addition + Existing SW Horizontal Diaphragm Calculations XPHDC ANSI/AF&PA SDPWS-2008 Table 4.2C Unblocked DF Panel Thickness Nails Case 1 All other Roof Diaphragm 1 7/16" 8d 230 170 Floor Diaphragm 1 23/32" (19/32") 10d 285 215 The minimum depth of horizontal diaphragm required to provide shear capacity for SEISMIC forces The minimum depth of horizontal diaphragm required to provide shear capacity for WIND forces Unblocked HF Case 1 All other 213.9 158.1 265.05 199.95 Line Story Wind Seismic Middle or end Roof or Floor Case Shear Cap' Specify a Length Shear Stress wind Shear Stress Seis 1 2 744 695 E R All other 158.1 4.7 4.4 2.2 718 2,027 E R All other 158.1 4.5 12.8 3 2 667 2,194 E R All other 158.1 4.2 13.9 4 2 654 593 E R All other 158.1 4.1 3.8 A 2 300 686 E R All other 158.1 1.9 4.3 B 2 926 1 1,580 1 E R All other 1 158.1 5.9 10.0 C 2 1 1,280 1 2,054 1 E R All other 1 158.1 8.1 13.0 D 2 1 653 1 1,242 1 E I R I All other 1 158.1 1 4.1 7.9 WOMMMMI-1 ME Gray Scaled Areas draw attention to the fact that a calculation of shear XPIRR transfer through the horizontal diaphragm is being 200612_SSSlateral_s200610_Addition + Existing HD SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Wood Beam File =SAJoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, 3010.20.1.31 . DESCRIPTION: 1-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination 1BC 2015 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 008004) L 2-2x10 Span = 10.750 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR) Maximum Bending Stress Ratio = 0.598i 1 Maximum Shear Stress Ratio = 0.236 :1 Section used for this span 2-2x10 Section used for this span 2-2x10 = 680.75psi = 48.81 psi = 1,138.50 psi = 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 5.345ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 3367>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.161 in Ratio = 801 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.537 0.212 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.70 478.12 891.00 0.63 34.28 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.592 0.234 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.09 586.22 990.00 0.78 42.04 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.562 0.222 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.28 640.19 1138.50 0.85 45.91 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.598 0.236 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.43 680.75 1138.50 0.90 48.81 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.344 0.136 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.94 545.06 1584.00 0.72 39.08 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.461 0.182 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.61 730.95 1584.00 0.97 52.41 288.00 Wood Beam File =S:1JoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, 3010.20.1.31 . DESCRIPTION: 1-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Flo V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.181 0.071 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.02 286.87 1584.00 0.38 20.57 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.139 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.78 219.94 1584.00 0.29 15.77 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1609 5.405 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.903 0.903 Overall MINimum 0.215 0.215 D Only 0.634 0.634 +D+L 0.778 0.778 +D+S 0.849 0.849 +D+0.750L+0.750S 0.903 0.903 +0.60D 0.381 0.381 L Only 0.143 0.143 S Only 0.215 0.215 Wood Beam File =SAJoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, Builo.20.1.31 . DESCRIPTION: 1-2 (a) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : il-evel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.066) L(0.22) D(0.066) L(0.22) D(0.63) L(0 D 0.08 D o.08 D(0.10125) S(0.135) D(0.10125) S(0.135) 3.5x9.5 Span = 4.0 ft 3.5x9.5 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 6.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.630, L = 0.140, S = 0.220 k @ 0.0 ft, (RXN 1-1) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 6.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Maximum Bending Stress Ratio = 0.668: 1 Maximum Shear Stress Ratio = 0.439 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 = 1,554.08psi = 136.15 psi = 2,325.00psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 4.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 1696>=360 Max Upward Transient Deflection -0.002 in Ratio = 45254>=360 Max Downward Total Deflection 0.236 in Ratio = 406>=240 Max Upward Total Deflection -0.013 in Ratio = 8899>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V iv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.490 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.50 1,025.27 2092.50 1.69 76.06 279.00 Length =10.0 ft 2 0.490 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.50 1,025.27 2092.50 1.69 76.06 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.668 0.439 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.82 1,554.08 2325.00 3.02 136.15 310.00 Wood Beam File =SAJoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. III Software copyright ENERCALC, INC. 1983-2020, Builo.20.1.31 . DESCRIPTION: 1-2 (a) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Flo V fv F'v Length =10.0 ft 2 0.668 0.439 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.82 1,554.08 2325.00 3.02 136.15 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.551 0.324 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.46 1,472.03 2673.75 2.56 115.36 356.50 Length =10.0 ft 2 0.551 0.324 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.46 1,472.03 2673.75 2.56 115.36 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.657 0.422 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,756.95 2673.75 3.34 150.60 356.50 Length =10.0 ft 2 0.657 0.422 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,756.95 2673.75 3.34 150.60 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.314 0.175 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.13 1,168.80 3720.00 1.92 86.71 496.00 Length =10.0 ft 2 0.314 0.175 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.13 1,168.80 3720.00 1.92 86.71 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.501 0.320 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.18 1,864.60 3720.00 3.52 158.59 496.00 Length =10.0 ft 2 0.501 0.320 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.18 1,864.60 3720.00 3.52 158.59 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.165 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.70 615.16 3720.00 1.01 45.64 496.00 Length =10.0 ft 2 0.165 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.70 615.16 3720.00 1.01 45.64 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.127 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 471.62 3720.00 0.78 34.99 496.00 Length =10.0 ft 2 0.127 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 471.62 3720.00 0.78 34.99 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.2361 0.000 0.0000 0.000 +D+0.750L+0.750S 2 0.0910 6.145 D Only -0.0132 1.173 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.292 1.797 Overall MINimum 1.631 0.479 D Only 3.305 0.786 +D+L 5.657 1.654 +D+S 4.936 1.265 +D+0.750L+0.750S 6.292 1.797 +0.60D 1.983 0.472 L Only 2.352 0.868 S Only 1.631 0.479 Wood Beam File =SAJoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, Builo.20.1.31 . DESCRIPTION: 1-2 (c) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : il-evel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.066) L(022) D(0.066) D(0.63) L(0 14) S(02) D(0.08) D(0.08) D(0.10125) S(0.135) D(0.10125) S(0.135) 3.5x9.5 3.5x9.5 Span =4.0ft Span =8.0ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 6.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.630, L = 0.140, S = 0.220 k @ 0.0 ft, (RXN 1-1) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 6.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120 ksf, Tributary Width = 5.50 ft, (FLOOR) Maximum Bending Stress Ratio = Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.668: 1 Maximum Shear Stress Ratio 3.5x9.5 Section used for this span 1,554.08 psi 2,325.00 psi +D+L Load Combination 4.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.155 in Ratio = 618>=360 -0.043 in Ratio = 2228>=360 0.393 in Ratio = 242>=240 -0.070 in Ratio = 1362>=240 Maximum Forces & Stresses for Load Combinations ]Psinn C = 0.384 : 1 3.5x9.5 = 119.05 psi = 310.00 psi +D+L = 4.000 ft = Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.490 0.262 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.50 1,025.27 2092.50 1.62 73.04 279.00 Length = 8.0 ft 2 0.490 0.262 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.50 1,025.27 2092.50 1.55 73.04 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.668 0.384 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.82 1,554.08 2325.00 2.64 119.05 310.00 Wood Beam File =SAJoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. III Software copyright ENERCALC, INC. 1983-2020, Builo.20.1.31 . DESCRIPTION: 1-2 (c) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Flo V fv F'v Length = 8.0 ft 2 0.668 0.384 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.82 1,554.08 2325.00 1.84 119.05 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.551 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.46 1,472.03 2673.75 2.38 107.32 356.50 Length = 8.0 ft 2 0.551 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.46 1,472.03 2673.75 2.34 107.32 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.657 0.374 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,756.95 2673.75 2.95 133.26 356.50 Length = 8.0 ft 2 0.657 0.374 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.71 1,756.95 2673.75 2.36 133.26 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.314 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.13 1,168.80 3720.00 1.85 83.26 496.00 Length = 8.0 ft 2 0.314 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.13 1,168.80 3720.00 1.77 83.26 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.501 0.284 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.18 1,864.60 3720.00 3.12 140.93 496.00 Length = 8.0 ft 2 0.501 0.284 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.18 1,864.60 3720.00 2.52 140.93 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.165 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.70 615.16 3720.00 0.97 43.82 496.00 Length = 8.0 ft 2 0.165 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.70 615.16 3720.00 0.93 43.82 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.127 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 471.62 3720.00 0.74 33.60 496.00 Length = 8.0 ft 2 0.127 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.07 471.62 3720.00 0.71 33.60 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.3934 0.000 0.0000 0.000 2 0.0000 0.000 +D+L -0.0705 2.860 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.312 0.722 Overall MINimum 1.545 0.295 D Only 3.170 0.427 +D+L 4.480 0.137 +D+S 4.715 0.722 +D+0.750L+0.750S 5.312 0.431 +0.60D 1.902 0.256 L Only 1.310 -0.290 S Only 1.545 0.295 Wood Beam File = S:1JoWs201s200%2005023 - 21423 95th Place Wlwo 2006111200612_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . -1c. #: KW-06006655 SOUND STRUCTURAL SOLUTION' DESCRIPTION: 1-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination 1BC 2015 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.04 Span = 11.50 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load : D = 0.0430, L = 0.0590, S = 0.2950 k @ 0.50 ft, (RXN 1-2R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.260 1 Maximum Shear Stress Ratio = 0.138 : 1 Section used for this span 4x10 Section used for this span 4x10 = 281.04psi = 28.55 psi = 1,080.00psi = 207.00 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span = 5.718ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio = 2365>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.076 in Ratio = 1807>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.068 0.038 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.27 66.04 972.00 0.13 6.16 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.260 0.127 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.17 281.04 1080.00 0.50 22.95 180.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.069 0.093 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.36 85.38 1242.00 0.42 19.23 207.00 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.194 0.138 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.00 240.95 1242.00 0.62 28.55 207.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.044 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.31 75.29 1728.00 0.15 7.02 288.00 +1.105D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.143 0.101 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.03 247.88 1728.00 0.63 29.20 288.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File =S:1JoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, 3010.20.1.31 . DESCRIPTION: 1-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Flo V fv F'v Length = 11.50 ft 1 0.023 0.013 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.16 39.63 1728.00 0.08 3.69 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.018 0.010 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.38 1728.00 0.06 2.83 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0763 5.782 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.616 0.402 Overall MINimum 0.282 0.013 D Only 0.133 0.094 +D+L 0.495 0.402 +D+S 0.415 0.106 +D+0.750L+0.750S 0.616 0.335 +0.60D 0.080 0.056 L Only 0.362 0.308 S Only 0.282 0.013 Wood Beam File = S:1JoWs201s200%2005023 - 21423 95th Place Wlwo 2006111200612_enercalc trib_190129.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . -1c. #: KW-06006655 SOUND STRUCTURAL SOLUTION' DESCRIPTION: 1-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.066) L(0.22) D(0.08) D(0.10125) S(0.135) 4x10 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 6.750 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.407.1 Maximum Shear Stress Ratio = 0.361 : 1 Section used for this span 4x10 Section used for this span 4x10 = 505.51 psi = 64.95 psi = 1,242.00psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.983ft Location of maximum on span = 6.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 4108>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.041 in Ratio = 1760>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.239 0.212 0.90 1.200 1.00 1.15 1.00 1.00 1.00 1.11 267.50 1117.80 0.74 34.37 162.00 +D+L 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.407 0.361 1.00 1.200 1.00 1.15 1.00 1.00 1.00 2.10 505.51 1242.00 1.40 64.95 180.00 +D+S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.290 0.257 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.72 413.55 1428.30 1.15 53.13 207.00 +D+0.750L+0.750S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.389 0.345 1.15 1.200 1.00 1.15 1.00 1.00 1.00 2.31 555.55 1428.30 1.54 71.37 207.00 +1.140D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.153 0.136 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.27 304.94 1987.20 0.85 39.18 288.00 +1.105D+0.750L+0.750S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.294 0.260 1.60 1.200 1.00 1.15 1.00 1.00 1.00 2.43 583.63 1987.20 1.62 74.98 288.00 Wood Beam File =S:1JoWs201s200%2005023-2142395th Place Wlwo200611\200612_enercalctrib_190129.ec6. Software copyright ENERCALC, INC. 1983-2020, 3010.20.1.31 . DESCRIPTION: 1-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Flo V fv F'v +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.081 0.072 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.67 160.50 1987.20 0.45 20.62 288.00 +0.460D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.062 0.055 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.51 123.05 1987.20 0.34 15.81 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0409 3.017 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.541 1.541 Overall MINimum 0.405 0.405 D Only 0.742 0.742 +D+L 1.402 1.402 +D+S 1.147 1.147 +D+0.750L+0.750S 1.541 1.541 +0.60D 0.445 0.445 L Only 0.660 0.660 S Only 0.405 0.405 Floor Performance Geometry: Date: 6/25/2020 Floor Depth 10 Nominal Job # S2005023 Sheathing: Load: Display: Clear Span 1 11.25 ft Spacingl 16 in Typel Ply Thickness 23/32 in Dead Load 1 4.55 1 psf *floor weight neglecting joists and sheathing Live Load 1 40 psf Joistl Sawn Performance I D- and better (i) - Floor performance A+ - D- are passing grades (ii) - Limiting unity of strength and joist delfection (L/480) (iii) - Economic efficiency based on the cheapest option (iv) - Price per square foot or joists and plywood (v) - Precise weight of floor (i) (i i) (iii) (iv) (v) Joist Performance Unity % Economy $ / sqft Floor Weight 2x10 @ 16 A+++ 82% 1.00 1.08 9.3 (2) 2x10 @ 16 A+++ 66% 2.00 2.16 11.6 *add 2 psf for design purposes SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S REMODEL VERIFICATION 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 REM - FOUNDATION VERIFICATION Dead Live Snow Floor 12 40 Fnd 100 Roof 15 25 Wall 10 Bearing Capacity 2000 (0-A) R� Ri YLLZi R�7' SRX Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 6.75 Roof 101.25 0 168.75 270 5.75 Floor 69 230 0 299 16.5 Wall 165 0 0 165 5 Fnd 500 0 0 500 Total 835.25 230 168.75 1234 Minimum Ft Width USE (In) Stress 0.617 14 53% SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DETAIL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 7 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) 1 G.T. 3 - 2x4 3 - 2x6 3 - 2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MANF 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H = 7 ft HF BEAM 2x4 2x6 2x8 727 (SAWN) 4x (SAWN) 3-1/2 (MANF) 4252# 6682# 8808# 4252# PC 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 6378# 10023# 132137 6378# PC 10023# PC 13213# PC 6-3/4 (GLB) 7 (MANF) 8505# PC 13365# PC 17617# PC G.T. 4252# 6682# 8808# CAPACITY: H = 7 ft HF BEAM 2x4 2x6 2x8 72x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3645# 3645# 3645# 4252# PC 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201# 8201# _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ I 16402# I PC G.T. 5467# 1 5467# 5467# CAPACITY: H = 7 ft HF HEADER 2x4 2x6 2x8 727 (SAWN) 4x (SAWN) 3-1/2 MANF 1822# 1822# 1822# 2126# PC 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC FTO - FORCE TRANSFER AROUND OPENING Location Wall Line: 1 & 4 Story: 2 Shear Wall Allowable # plf SW 6 242 Framing HF Sheathing 7/16 in Edge Nails 8d Edge Nailing 6 in Length (ft) W1 Wo W2 3.188 5 3.188 (0.6W) Shear (plf) 117 --- 117 (0.7E) Shear (plf) 109 --- 109 Opening Straps TOP Yes BTM Yes SDS I1.0 V 4 i✓ Number of Holdowns 02 Diekmann Technique Results Segment Shear Top Panel VvW 0 VvE 0 BTM Panel VvW VvE 174 163 Side Panels VhW 117 VhE 109 Strap # 10d used Allowable CS16 11 1705 Strap Forces Wind F1W 436 F2W 436 Seismic FiE 407 F2E 407 eaaosnur� RILL MOTH OF ADM= ��Uw _ s ..........MINI fNWI� ]P MIM °o� pnesvom�rt� 3MT?LkG BM'451i1C$ a"° ryP EL EVAT ON VIEW FTO FORCE TRANSFER AROUND OPENINGS UN,Ts, FTOA W 11.376 ft VW 744 lb VE 695 lb Ht 1 ft F1 rx h, Ho 4 ft pPF,vl k4 hp H b 3 ft F2. �x h H 8 ft One at each end of the panel group plf plf plf plf plf plf CD: 160 lb lb lb lb lb Additional Dead Load I0 lb Additional Uplift ABV TWx+1 0 TEx+1 0 Uplift TWx 523 TEx 489 lb lb Shear Wall Sheathing Aspect Ratio 2bs/h Allowable Stressed Check 5.0 0.0 0 NA NA 5.0 0.0 0 NA NA 1.7 1.0 339 51.5% OK 1.7 1.0 242 67.4% OK 1.3 1.0 339 34.5% OK 1.3 1.0 242 45.1% OK Max nails per member: 11 Stressed Check 25.6% OK Straps 25.6% OK 23.9% OK Straps 23.9% OK