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REVIEWED BLD BLD2021-0109+Structural_Calculations+1.27.2021_11.24.28_AM+2013204
Client SSS # Project Identification W74 :S:S] SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Kisan Enterprise, LLC Naeem Igbal 425-776-2211 phone fax s2005013 22808 Edmonds Way Michel Design (206-930-2445) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations WAC 196-23-070 RECEIVED Feb 01 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT limb N0114r111[1b7 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 1.263 1-Second Acceleration, S1 0.494 Seismic Design CategoryD Spectral Response Coefficient, Sps 0.842 Spectral Response Coefficient, SDI 0.496 Gravity Load Data Internal Pressure Coefficient +/- 0.18 Topographic Factor, KZt 1.00 Wind Importance Factor, I 1.00 Seismic Force ResistingS stem 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 37255 Ibs Roofs: loads are psf Dead Live Snow Rafters' •Pitches <_ 8:12 15 0 25 Trusses (pitched) *Pitches <_ 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joists' 12 40 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearing 12000 sf - k. 1 'r Lu 1. �f .•'/ AEI �� b.•v/F } nQ 5/19/2020 U.S. Seismic Design Maps ��UINpEgs 22808 Edmonds Way Bid D 22808 Edmonds Way, Edmonds, WA 98020, USA Latitude, Longitude: 47.7916657,-122.3591213 10 co Zr 7_ 228th PI SW Wells Fargo Bank 19 G©��gji a oo'd Bar Date Design Code Reference Document Risk Category Site Class CD 228th St SW West to Chapel Q OSH PD 228th St SW 228th St SW Sequoyah Condominiums 4 Woodway Estates 9 5/19/2020, 9:34:04 AM IBC-2015 11 D - Stiff Soil Type Value Description Ss 1.263 MCER ground motion. (for 0.2 second period) St 0.494 MCER ground motion. (for 1.0s period) SMs 1.263 Site -modified spectral acceleration value SM1 0.744 Site -modified spectral acceleration value SDs 0.842 Numeric seismic design value at 0.2 second SA SD1 0.496 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.506 Site amplification factor at 1.0 second PGA 0.51 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.51 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.263 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.278 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1 RT 0.494 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.519 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.6 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.988 Mapped value of the risk coefficient at short periods Map data 02020 https://seismicmaps.org 1 /3 5/19/2020 U.S. Seismic Design Maps Type Value Description CRt 0.953 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 2/3 5/19/2020 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https:Hseismiemaps.org 3/3 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 s2005013 Number of Diaphragms Code General Design Criteria 3 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Rf Deck 1 20 60 25 20 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- --- 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 1.263 Sl 0.494 TL 6 SDS 0.84 Spl 0.50 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.130 0.130 37255 36747 00 2.5 Cd 4 0.020 hsx sec. Ibs 200519_SSSlateral_191230 DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 31 ft Eave Height 26 ft Mean Roof Height, h 28.5 ft Least Horizontal Dimension, LHD 38.5 ft Transverse Direction B Dimension 38.5 ft L Dimension 126 ft End Zone, 2a 7.7 ft Transverse Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 172 sq ft 100 sq ft 2 360 sq ft sq ft 1 367 sq ft sq ft Transverse Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 172 sq ft 100 sq ft 2 360 sq ft 0 sq ft 1 367 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 126 ft L Dimension 38.5 ft End Zone, 2a 7.7 ft Longitudinal Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 694 sq ft 115 sq ft 2 1176 sq ft sq ft 1 1218 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 552 sq ft 282 sq ft 2 1176 sq ft 0 sq ft 1 1218 s"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 0.69 Gust Effect Factor, Gf 0.85 Velocity Pressure, g,, 18.18 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelone Procedure Direction Transverse Longitudinal SUM 16752 53402 Load Case 1 1 3 3205 11611 2 1 6708 1 20529 1 1 6839 1 21262 200519_SSSlateral_191230 WF(2) Seismic Loads Yes Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm 3 area (ft) height (ft) 1 Roof 1 3807 (Ibs) Mass (Ibs) 57105 unit weight (psf) trans - w, long - wX 15 74539 74003 Walls height (ft) 8.5 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 226 10 Wall 84 15 Wall 3 112 Mass (Ibs) 34867 unit weight (psf) 7 10 15 Wall 1 208 Wall 252 Wall 3 Mass (Ibs) 33796 Diaphragm 2 area (ft) height (ft) 1 Floor 1 3807 (Ibs) Mass (Ibs) 45684 unit weight (psf) trans - w, long - wx 12 112154 110219 Walls height (ft) 9.17 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 115 10 Wall 84 15 Wall 3 112 Mass (Ibs) 30480 unit weight (psf) 7 10 15 Wall 1 38 Wall 252 Wall 3 Mass (Ibs) 25539 Diaphragm 1 area (ft) height (ft) 1 Floor 1 3807 (Ibs) Mass (Ibs) 45684 unit weight (psf) trans - w, long - wx 12 100903 99453 Walls height (ft) 8.17 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 8 10 Wall 180 15 Wall 3 112 Mass (Ibs) 28879 unit weight (psf) 7 10 15 Wall 1 8 Wall 252 Wall 3 Mass (Ibs) 21038 trans - w, long - wx Sum of Effective Seismic Weights (Ibs) 323072 323072 200519_SSSlateral_191230 EF Mapped Spectral Accelerations XPEMSA SS 1.263 Fa 1.000 SpS 0.84 S, 0.494 Fv 1.506 Sol 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= 0.249 sec 0.249 sec hn= 28.8 ft TL = 6 sec Transverse Longitudinal CS = 0.130 0.130 Ibs EQ 12.8-2 (Maximum) CS = 0.307 0.307 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 3 6.5 0.130 74539 9656 6.5 0.130 74003 9586 2 6.5 0.130 112154 14528 6.5 0.130 110219 14278 1 6.5 0.130 100903 13071 6.5 0.130 99453 12883 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 37255 Ibs k= 1.00 Longitudinal V = 36747 Ibs Transverse Longitudinal Diaph. hx wX wXhXk CVX wX wXhXk CVX 3 28.834 91437 2636480 0.468 91437 2636480 0.468 2 19.334 108025 2088561 0.371 108025 2088561 0.371 1 9.167 98652 904344 0.161 98652 904344 0.161 5629385 5629385 Diaphragm 3 2 1 Transverse 17448 Ibs 13822 Ibs 5985 Ibs sum 37255 Longitudinal 17210 Ibs 13633 Ibs 5903 Ibs sum 36747 XPEVDS 200519_SSSlateral_191230 EF Allowable Stress Desian Loads 2010 Envelope Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 1923 6967 2 4025 12317 1 4103 12757 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) 3 15878 15661 2 12578 12406 1 5446 5372 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 VD), VTx+1 VTx L V VF Max Tx VS w h dr d ra df dfa Twx+1 Twx Tex+1 Tex Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SW's above that transfers to the SW's, Ibs Total force in the SW's (VDx + VTx+1), Ibs Total length of SW's (7- w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) Greater of v induced by wind or earthquake, plf 12.3.4.2 (Vxh 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 200519_SSSlateral_191230 DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 3 Trans --- % vw V E W h dr dra df dfa TwX+1 TwX Tex+1 Tex WIND SEISMIC VTx 962 8345 Wood Shrinkage v 15 133 v, amp'd 15 133 Cntrl'g 133 Max Tx -43 811 A (in) 0.011 0.104 1.00 6% 12 106 4.54 8.5 2 -53 775 1.00 6% 1 13 109 1 4.92 8.5 4 -107 758 0.98 5% 12 100 4.00 8.5 4 -75 714 0.98 5% 12 101 4.01 8.5 4 -76 715 1.00 15% 15 133 9.22 8.5 4 -271 810 0.99 5% 12 101 4.09 8.5 4 -78 719 1.00 5% 1 12 104 4.38 8.5 4 -88 734 1.00 15% 15 133 9.21 8.5 4 -270 810 L v F vs 73.10 133 133 0.89 3% 10 87 2.96 8.5 4 -43 638 1.00 12% 15 128 7.92 8.5 4 -219 811 0.94 4% 11 93 3.38 8.5 4 -56 673 0.96 4% 11 97 3.70 8.5 4 -66 696 1.00 12% 15 127 7.67 8.5 4 -209 810 0.91 3% 10 1 90 3.13 8.5 4 -48 653 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 3 Trans --- % vw V E W h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 962 7532 Wood Shrinkage v 69 537 v, amp'd 69 537 Cntrl'g 537 Max Tx 329 4363 A (in) 0.044 0.283 0.85 11 % 39 304 2.68 8.5 3.5 220 2499 0.92 15% 45 352 3.25 8.5 3.5 248 2885 0.92 15% 45 352 3.25 8.5 3.5 248 2885 0.92 15% 1 45 349 3.21 1 8.5 3.5 246 2858 L VF Vs 18.55 537 537 1.00 44% 69 537 6.16 8.5 3.5 329 4363 200519_SSSlateral_191230 FIR 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+j TwX Tex+1 Tex WIND E-QUAKE VTx 2974 15003 Wood Shrinkage v 57 286 v, amp'd 57 286 Cntrl'g 286 Max Tx 187 3113 A (in) 0.046 0.192 1.00 5% 34 171 4.54 9.167 0.7 177 811 2272 0.96 4% 1 31 158 1 4.00 9.167 0.7 169 811 2165 0.96 4% 31 158 4.00 9.167 0.7 169 811 2165 1.00 15% 49 247 9.21 9.167 0.7 178 811 2859 0.97 4% 32 160 4.09 9.167 1 10.7 171 811 1 2183 0.99 5% 33 168 4.39 9.167 0.7 175 811 2243 1.00 15% 1 49 247 9.20 1 9.167 0.71 1 178 811 2858 1.00 25% 57 286 13.37 9.167 0.7 125 811 3113 L VF Vs 70.67 286 286 0.91 3% 28 142 3.38 9.167 0.7 158 811 1219 0.94 4% 30 150 3.71 9.167 0.7 164 811 1 1292 1.00 12% 45 228 7.67 9.167 0.7 187 811 1904 0.88 3% 27 134 3.12 9.167 0.7 220 152 2499 1156 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % vw V E w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2974 13453 Wood Shrinkage v 85 387 v, amp'd 85 387 Cntrl'g 387 Max Tx 930 7760 A (in) 0.068 0.216 0.83 5% 59 266 2.75 9.167 0.7 329 787 4363 6736 1 1 0.7 1.00 13% 79 357 5.04 9.167 0.7 329 576 4363 3157 0.90 7% 64 291 3.25 9.167 1 10.7 329 823 4363 6956 0.7 1.00 15% 81 367 5.39 9.167 0.7 329 585 4363 3239 1.00 13% 1 79 357 5.04 1 9.167 0.7 329 576 4363 3157 0.7 L V F V S 39.40 387 387 0.90 7% 64 291 3.25 9.167 0.7 329 494 4363 2593 0.89 7% 64 289 3.21 9.167 0.7 329 1 492 4363 1 2576 0.7 1.00 14 o 81 365 5.29 9.167 0.7 329 583 4363 3216 0.7 1.00 18% 85 387 6.17 9.167 0.7 329 930 4363 7 660 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 11 Trans --- % vw VE W h dr dra df dfa Twx+j TwX Tex+1 Tex WIND E-QUAKE VTx 5026 17885 Wood Shrinkage v 60 215 v, amp'd 60 215 Cntrl'g 215 Max Tx 419 4482 A (in) 0.055 0.141 1.00 12% 54 193 11.00 8.167 187 360 3113 4471 1.00 9% 1 52 185 9.00 8.167 187 203 3113 1331 1.00 16% 57 201 14.00 8.167 187 306 3113 4482 1.00 28% 60 215 23.00 8.167 187 117 3113 4417 1.00 6% 47 168 6.34 8.167 187 418 3113 4362 1.00 6% 47 168 6.37 8.167 187 324 3113 2807 1.00 6% 47 167 6.13 8.167 187 419 3113 4353 1.00 6% 47 166 6.12 8.167 187 419 3113 4352 L VF vs 94.46 215 215 0.89 2% 34 123 2.84 8.167 187 399 3113 4059 1.00 10% 53 188 9.66 8.167 187 381 1 3113 4455 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 5026 16016 Wood Shrinkage v 293 935 v, amp'd 293 935 Cntrl'g 935 Max Tx 3287 15365 A (in) 0.091 0.195 0.98 17% 228 727 3.83 8.167 930 2699 7760 13622 0.94 14% 1 208 661 3.29 8.167 0.7 930 1607 7760 5331 0.94 14% 208 661 3.29 1 8.167 0.7 930 1 2491 7760 1 12703 1.00 9% 293 935 1.50 8.167 1 10.7 930 3240 7760 14977 1.00 9% 293 935 1.50 8.167 0.7 930 3287 7760 15365 1.00 9% 293 935 1.50 8.167 0.7 930 3240 7760 14977 1.00 29% 1 275 876 5.33 8.167 0.7 930 2475 7760 10142 L VF VS 20.25 935 935 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 318 478 Wood Shrinkage v 33 50 v, amp'd 33 50 Cntrl'g 50 Max Tx 0 162 A (in) 0.033 0.036 1.00 100% 33 50 9.54 8.5 2 -46 162 L VF vs 9.54 50 50 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 940 1586 Wood Shrinkage v 72 122 v, amp'd 72 122 Cntrl'g 122 Max Tx 340 791 A (in) 0.082 0.097 1.00 32% 60 102 5.00 8.5 2 340 727 1.00 68% 1 72 122 8.83 8.5 2 1 309 1 791 L VF VS 13.83 122 122 Ll I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 3 Long --- % vW VE w h dr dra df dfa Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 1260 2908 Wood Shrinkage v 50 116 v, amp'd 50 116 Cntrl'g 116 Max Tx 0 290 A (in) 0.048 0.076 1.00 100% 50 116 25.08 8.5 2 -438 290 L VF vs 25.08 116 116 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1271 3304 Wood Shrinkage v 40 103 v, amp'd 40 103 Cntrl'g 103 Max Tx 0 0 A (in) 0.038 0.065 1.00 100% 40 103 32.08 8.5 2 -770 -14 L VF VS 32.08 103 103 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 3 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1271 3112 Wood Shrinkage v 42 103 v, amp'd 42 103 Cntrl'g 103 Max Tx 0 45 A (in) 0.040 0.066 1.00 100% 42 103 30.08 8.5 2 -679 45 L VF Vs 30.08 103 103 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 3 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 1271 2852 Wood Shrinkage v 51 114 v, amp'd 51 114 Cntrl'g 114 Max Tx 0 271 A (in) 0.049 0.074 1.00 100% 51 114 25.08 8.5 2 -435 271 L VF Vs 25.08 114 114 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 3 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 636 1420 Wood Shrinkage v 37 82 v, amp'd 37 82 Cntrl'g 82 Max Tx 22 440 A (in) 0.035 0.062 1.00 57% 37 82 9.83 8.5 2 -27 424 1.00 43% 1 35 78 7.92 1 8.5 2 22 440 L VF VS 17.75 82 82 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 2 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 880 791 Wood Shrinkage v 49 44 v, amp'd 49 44 Cntrl'g 44 Max Tx 204 368 A (in) 0.059 0.039 1.00 54% 49 44 9.54 9.167 190 162 358 1.00 46% 48 43 8.54 9.167 204 162 368 L VF vs 18.08 49 44 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+j Twx Tex+, Tex WIND E-QUAKE VTx 2601 2805 Wood Shrinkage v 104 112 v, amp'd 104 112 Cntrl'g 112 Max Tx 262 990 A (in) 0.111 0.085 1.00 100% 104 112 25.08 9.167 4.5 340 262 791 990 L VF VS 25.08 112 112 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3488 5239 Wood Shrinkage v 109 163 v, amp'd 109 163 Cntrl'g 163 Max Tx 0 885 A (in) 0.112 0.117 1.00 100% 109 163 32.08 9.167 2.5 -126 290 885 L VF vs 32.08 163 163 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw vE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3519 5990 Wood Shrinkage v 117 199 v, amp'd 117 199 Cntrl'g 199 Max Tx 0 508 A (in) 0.121 0.139 1.00 100% 117 199 30.08 9.167 9 -567 508 L VF vs 30.08 199 199 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 2 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3519 5632 Wood Shrinkage v 140 225 v, amp'd 140 225 Cntrl'g 225 Max Tx 333 1338 A (in) 0.155 0.179 1.00 100% 140 225 1 25.08 9.167 3.5 333 45 1338 L VF Vs 25.08 225 225 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 2 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 3519 5137 Wood Shrinkage v 140 205 v, amp'd 140 205 Cntrl'g 205 Max Tx 0 1080 A (in) 0.146 0.161 1.00 100% 140 205 25.08 9.167 8.5 -43 271 1080 L VF Vs 25.08 205 205 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 2 Long --- % Vw VE w h dr dra df dfa Twx+f Twx Tex+1 Tex WIND E-QUAKE VTx 1759 2473 Wood Shrinkage v 86 121 v, amp'd 86 121 Cntrl'g 121 Max Tx 245 1093 A (in) 0.098 0.108 1.00 100% 86 121 20.50 9.167 22 245 440 1093 L VF VS 20.50 121 121 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1462 927 Wood Shrinkage v 118 75 v, amp'd 118 75 Cntrl'g 84 Max Tx 865 736 A (in) 0.130 0.057 1.00 100% 118 75 1 12.38 8.167 204 865 368 736 L VF Vs 12.38 118 84 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4321 3333 Wood Shrinkage v 255 197 v, amp'd 255 197 Cntrl'g 197 Max Tx 2127 2422 A (in) 0.341 0.198 1.00 52% 1 255 197 8.88 8.167 262 2127 990 2422 1.00 24% 205 158 5.04 1 8.167 262 1 1816 990 1 2185 1.00 24% 205 158 5.00 8.167 262 1811 990 2181 L VF VS 18.92 255 197 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Ci 1 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 5796 6248 Wood Shrinkage v 231 249 v, amp'd 231 249 Cntrl'g 249 Max Tx 1272 2426 A (in) 0.167 0.130 1.00 100% 231 249 25.08 8.167 1272 885 2426 L VF Vs 25.08 249 249 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 5846 7153 Wood Shrinkage v 182 223 v, amp'd 182 223 Cntrl'g 223 Max Tx 702 1697 A (in) 0.176 0.150 1.00 100% 182 223 32.08 8.167 702 508 1697 L VF Vs 32.08 223 223 200519_SSSlateral_191230 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx TeX+, TeX WIND E-QUAKE VTx 5846 6723 Wood Shrinkage v 196 225 v, amp'd 196 225 Cntrl'g 225 Max Tx 1199 2587 A (in) 0.140 0.117 1.00 100% 196 225 29.88 8.167 333 1199 1338 2587 L VF vs 29.88 225 225 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 5846 6126 Wood Shrinkage v 233 244 v, amp'd 233 244 Cntrl'g 244 Max Tx 1289 2581 A (in) 0.169 0.130 1.00 100% 233 244 25.08 8.167 1289 1080 2581 L VF VS 25.08 244 244 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 1 1 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 2923 2929 Wood Shrinkage v 215 215 v, amp'd 215 215 Cntrl'g 215 Max Tx 1663 2580 A (in) 0.251 0.184 1.00 100% 215 215 13.63 8.167 245 1663 1093 2580 L VF vs 13.63 215 215 200519_SSSlateral_191230 FIR Shear Transfer Connections XPSTC Fasteners and Spacing 4-1 v M N O ^� W o O o M n Ln M Ln .--i o .--i Ln 01� v to ♦' a 11, M to W Ln .--i N to a) .M-i ~ M .�-i 3 U, u CD u u C N 2x Plates 3x Plates f0 'O u 'fo M^. Ln M Q (D a- LO N ti U 3 x x x x t t — (n O Q = J 2 CO u v�i v m W `� m 3 u m Coti {/i T Z C C C On CO C C C J N Q Q Q u Q M O d fo VI d fn a O Q O Q Ln d 0 Q ro R tp fy f6 tp f0 +�+ fu y'� -0 E � E Ln E co n d d 00 _ O d W fl W (E .0 v7 (n in .ti LO .ti U) A 150 11 24 9 48 67 46 10 33 16 101 75 110 B 265 6 13 27 38 26 6 18 9 42 42 62 C 350 4 10 20 28 19 4 14 7 29 32 47 D 450 3 8 16 22 15 3 11 5 21 25 36 E 600 2 6 12 16 11 2 8 4 15 18 27 F 1190 1.0 300 6 8 5.5 1 4 2 7 9 13 11 17 Shearwall Capacities from SDPWS-2015 Table 4.3A L MINIMUM NOMINAL Tabulated Adjusted 3 t PANEL THICKNESS Nail or Staple size value for HF @ Ga oo (inch) ba on 16" oc a DF 6 242 7/16" 8d @ 6"oc 260 242 15 4 353 7/16" 8d @ 4"oc 380 353 22 3 456 7/16" 8d @ 3"oc 490 456 28 2 595 7/16" 8d @ 2"oc 640 595 42 22 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 84 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 2. Shears are permitted to greater. This office decreases the wind sheathing shear, v s, be increased 3. G=0.43 [1- demand by this factor rather than using the increased capacity. to values (0.5-0.43)] _ That way, only one set of capacities is needed for simplicity. shown for 0.93 15/32-inch sheathing... 200519_SSSlateral_191230 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 [pgll 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 Fl 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 Fl 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 [pgll 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 [pgll 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 [pgll NDS] 200519_SSSlateral_191230 ST Shear Wall Summary A Width SW vF Stressed vs Stressed Notes 1 3 73.10 A 6 133 89% 133 55% 2 3 18.55 E 2 537 90% 537 90% A 3 9.54 A 6 50 33% 50 21 % B 3 13.83 A 6 122 81 % 122 50% C 3 25.08 A 6 116 77% 116 48% D 3 32.08 A 6 103 69% 103 43% E 3 30.08 A 6 103 69% 103 43% F 3 25.08 A 6 114 76% 114 47% G 3 17.75 A 6 82 55% 82 34% 1 2 70.67 C 4 286 82% 286 81 % 2 2 39.40 D 3 387 86% 387 85% A 2 18.08 A 6 49 33% 44 18% B 2 25.08 A 6 112 75% 112 46% C 2 32.08 C 6 163 47% 163 68% D 2 30.08 B 6 199 75% 199 82% E 2 25.08 C 6 225 64% 225 93% F 2 25.08 B 6 205 77% 205 85% G 2 20.50 B 6 121 46% 121 50% 1 1 94.46 B 6 215 81% 215 89% 2 1 20.25 F 22 935 79% 935 79% A 1 12.38 A 6 118 79% 84 35% B 1 18.92 B 6 255 96% 197 81 % C 1 25.08 B 4 249 94% 249 70% D 1 32.08 B 6 223 84% 223 92% E 1 29.88 E 4 225 38% 225 64% F 1 25.08 B 4 244 92% 244 69% G 1 13.63 B 6 215 81 % 215 89% 200519_SSSlateral_191230 SW Holdown Summary J T (n Uplift W Uplift E Holdown 1 3 811 2 3 329 4363 MSTC66 (b) A 3 0 162 B 3 340 791 C 3 0 290 D 3 0 0 E 3 0 45 F 3 0 271 G 3 22 440 1 2 187 3113 MSTC52 (b) 2 2 930 7760 HDU11 (b) A 2 204 368 B 2 262 990 C 2 0 885 D 2 0 508 E 2 333 1338 MSTC40 (b) F 2 0 1080 MSTC40 (b) G 2 245 1093 MSTC40 (b) 1 1 419 4482 HTT5KT 2 1 3287 15365 #H D19 A 1 865 736 B 1 2127 2422 STHD14 (b) C 1 1272 2426 STHD14 (b) D 1 702 1697 STHD14 (b) E 1 1199 2587 STHD14 (b) F 1 1289 2581 STHD14 (b) G 1 1663 2580 STHD14 (b) Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 5840@ 75% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 3975@ 78% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 11175 @ 69% 11175 @ 8% 11175 @ 8% 11175 @ 8% 11175 @ 69% 11175 @ 69% 11175 @ 69% 2650@ 50% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 41% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 41% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 5360 @ 84% 6675 @ 6% 6675 @ 6% 6675 @ 6% 6675 @ 67% 5730 @ 78% 5730 @ 78% 19070 @ 81% 19070 @ 17% 19070 @ 17% 19070 @ 17% 19070 @ 81% 19070 @ 81% 19070 @ 81% 5345 @ 45% 5345 @ 40% 5345 @ 40% 4210 @ 51% 3815 @ 63% 3815 @ 63% 3500 @ 69% 5345 @ 45% 5345 @ 24% 5345 @ 24% 4210 @ 30% 3815 @ 64% 3815 @ 64% 3500 @ 69% 5345 @ 32% 5345 @ 13% 5345 @ 13% 4210 @ 17% 3815 @ 44% 3815 @ 44% 3500 @ 48% 5345 @ 48% 5345 @ 22% 5345 @ 22% 4210 @ 28% 3815 @ 68% 3815 @ 68% 3500 @ 74% 5345 @ 48% 5345 @ 24% 5345 @ 24% 4210 @ 31% 3815 @ 68% 3815 @ 68% 3500 @ 74% 5345 @ 48% 5345 @ 1 31% 5345 @ 31% 4210 @ 1 40% 3815 @ 1 68% 3815 @ 1 68% 3500 @ 1 74% 200519_SSSlateral_191230 SW 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 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-1 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 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 125 2-2x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.531: 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 = 714.03psi = 54.55 psi = 1,345.50 psi = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.983ft 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 0.055 in Ratio = 1302>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.088 in Ratio = 814 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0884 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 0.600 0.600 Overall MINimum 0.375 0.375 D Only 0.225 0.225 +D+S 0.600 0.600 +D+0.750S 0.506 0.506 +0.60D 0.135 0.135 S Only 0.375 0.375 Wood Beam 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-2 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 + 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0751 S(0.125) 2-2x6 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.09a 1 Maximum Shear Stress Ratio = 0.132 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 = 123.96psi = 22.73 psi = 1,270.75psi = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.257ft Location of maximum on span = 2.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 14633>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 9146>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0033 1.257 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.250 0.250 Overall MINimum 0.156 0.156 D Only 0.094 0.094 +D+S 0.250 0.250 +D+0.750S 0.211 0.211 +0.60D 0.056 0.056 S Only 0.156 0.156 Wood Beam 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-4 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 + 2400 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.834) S(1.391) D(0.18) S(0.3) 5.5x7.5 Span = 10.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =12.0 ft, (ROOF) Point Load : D = 0.8340, S =1.391 k @ 10.0 ft, (XR 3-3) 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 Overall Maximum Deflections 0.5551 1 Maximum Shear Stress Ratio 5.5x7.5 Section used for this span 1,532.45 psi 2,760.00 psi +D+S 5.211 ft Span # 1 0.227 in Ratio = 0.000 in Ratio = 0.364 in Ratio = 0.000 in Ratio = = 0.553 : 1 5.5x7.5 = 168.39 psi 304.75 psi Load Combination +D+S Location of maximum on span = 10.250 ft Span # where maximum occurs = Span # 1 540 >=360 0 <360 338 >=240 0 <240 Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.3639 5.211 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.514 4.631 Overall MINimum 1.571 2.895 D Only 0.943 1.736 +D+S 2.514 4.631 +D+0.750S 2.121 3.907 +0.60D 0.566 1.042 S Only 1.571 2.895 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-6 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 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling S(0.125 4x8 X Span =9.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5891 Maximum Shear Stress Ratio = 0.257 : 1 Section used for this span 4x8 Section used for this span 4x8 = 792.50 psi = 53.20 psi = 1,345.50 psi = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.475ft 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 0.105 in Ratio = 1031 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.168 in Ratio = 644 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1675 4.525 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.900 0.900 Overall MINimum 0.563 0.563 D Only 0.338 0.338 +D+S 0.900 0.900 +D+0.750S 0.759 0.759 +0.60D 0.203 0.203 S Only 0.563 0.563 Wood Column 1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-6 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.167 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 16.50 in12 Cf or Cv for Compression 1.10 Fb + 850.0 psi Fv 150.0 psi Ix 41.594 in14 Cf or Cv for Tension 1.30 Fb - 850.0 psi Ft 525.0 psi ly 12.n^4 Cm : Wet Use Factor 375 i 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Ct :Temperature Factor 1.0 Fc - Perp 405.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr : Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis=10.167 ft, K = Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis=10.167 ft, K = Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 31.268 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.750 ft, D = 0.3380, S = 0.5630 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.1150 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4360 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-Y 0.5846 k Bottom along Y-Y 0.5846 k Governing NDS Forumld 1 Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.049 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 1.034 in at 5.118 ft above base Applied Axial 0.3693 k for load combination : W Only Applied Mx 0.8915 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 228.524 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.1329 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 10.167 ft Applied Design Shear 31.887 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.174 0.09985 PASS 0.0 ft 0.0 PASS 10.167 ft +D+S 1.150 0.138 0.2496 PASS 0.0 ft 0.0 PASS 10.167 ft +D+0.750S 1.150 0.138 0.2119 PASS 0.0 ft 0.0 PASS 10.167 ft +D+0.60W 1.600 0.100 0.4360 PASS 5.049 ft 0.1329 PASS 10.167 ft +D-0.60W 1.600 0.100 0.4360 PASS 5.049 ft 0.1329 PASS 10.167 ft +1.140D 1.600 0.100 0.1116 PASS 0.0 ft 0.0 PASS 10.167 ft +D+0.750S+0.450W 1.600 0.100 0.3750 PASS 5.049 ft 0.09965 PASS 0.0 ft +D+0.750S-0.45OW 1.600 0.100 0.3750 PASS 5.049 ft 0.09965 PASS 0.0 ft +1.105D+0.750S 1.600 0.100 0.2202 PASS 0.0 ft 0.0 PASS 10.167 ft Wood Column 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8'.31 . DESCRIPTION: 3-6 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W 1.600 0.100 0.4249 PASS 5.049 ft 0.1329 PASS 10.167 ft +0.60D-0.60W 1.600 0.100 0.4249 PASS 5.049 ft 0.1329 PASS 10.167 ft +0.460D 1.600 0.100 0.04505 PASS 0.0 ft 0.0 PASS 10.167 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.369 +D+S 0.932 +D+0.750S 0.792 +D+0.60W 0.351 0.351 0.369 +D-0.60W -0.351 -0.351 0.369 +D+0.750S+0.450W 0.263 0.263 0.792 +D+0.750S-0.45OW -0.263 -0.263 0.792 +0.60D+0.60W 0.351 0.351 0.222 +0.60D-0.60W -0.351 -0.351 0.222 +0.60D 0.222 S Only 0.563 W Only 0.585 0.585 -W -0.585 -0.585 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.620 in 5.118 ft +D-0.60W 0.0000 in 0.000 ft -0.620 in 5.118 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.465 in 5.118 ft +D+0.750S-0.45OW 0.0000 in 0.000 ft -0.465 in 5.118 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.620 in 5.118 ft +0.60D-0.60W 0.0000 in 0.000 ft -0.620 in 5.118 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.034 in 5.118 ft -W 0.0000 in 0.000 ft -1.034 in 5.118 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.310 in 5.118 ft +D-0.60W 0.0000 in 0.000 ft -0.310 in 5.118 ft +D+0.750S+0.450W 0.0000 in 0.000 ft 0.233 in 5.118 ft +D+0.750S-0.45OW 0.0000 in 0.000 ft -0.233 in 5.118 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.310 in 5.118 ft +0.60D-0.60W 0.0000 in 0.000 ft -0.310 in 5.118 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.517 in 5.118 ft -W 0.0000 in 0.000 ft -0.517 in 5.118 ft Wood Column 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-6 Sketches 0 LO 10 1 3.0 in 0,2wf P.90� O.00k - I J j� i I i i Wood Beam 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-11 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 + 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem Fir Wood Grade : No.2 Fc - Perp 405.0 psi Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Density 26.830 pcf D(0.075) S(0.125) 2-2x6 Span = 5.0 ft Applied Loads I Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3901 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 = 495.85psi = 45.45 psi = 1,270.75psi = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.514ft Location of maximum on span = 5.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio = 1829>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.052 in Ratio = 1143 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0525 2.514 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.500 0.500 Overall MINimum 0.313 0.313 D Only 0.188 0.188 +D+S 0.500 0.500 +D+0.750S 0.422 0.422 +0.60D 0.113 0.113 S Only 0.313 0.313 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-1 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 + 900 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x6 Span = 3.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.50 ft, (FLOOR) Maximum Bending Stress Ratio = 0.398 1 Maximum Shear Stress Ratio = 0.317 :1 Section used for this span 4x6 Section used for this span 4x6 = 466.19psi = 56.98 psi = 1,170.00 psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.885ft 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 0.017 in Ratio = 2594>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 1995>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0226 1.885 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.731 0.731 Overall MINimum 0.563 0.563 D Only 0.169 0.169 +D+L 0.731 0.731 +D+0.750L 0.591 0.591 +0.60D 0.101 0.101 L Only 0.563 0.563 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-1 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 + 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(0.169) L(0.563) D(0.108) L{0.361 3.5x14 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load : D = 0.1690, L = 0.5630 k @ 0.0 ft, (XL 2-1 a) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.379 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 869.90 psi 92.27 psi = 2,292.26psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.469ft 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 0.096 in Ratio = 1368>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.147 in Ratio = 899 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1468 5.531 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.746 3.014 Overall MINimum 2.543 1.980 D Only 1.203 1.034 +D+L 3.746 3.014 +D+0.750L 3.110 2.519 +0.60D 0.722 0.620 L Only 2.543 1.980 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-2 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 + 2900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 2900 psi Ebend- xx 2200 ksi Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling XG 5.25x14.0 Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 18.0 ft, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =18.0 -->> 22.0 ft, Tributary Width = 6.0 ft, (FLOOR) Point Load : D=1.203, L = 2.543 k @ 18.0 ft, (XR 2-1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 1,142.45 psi = 96.12 psi = 2,850.80psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 17.944ft Location of maximum on span = 22.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.333 in Ratio = 791 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.468 in Ratio = 564 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4677 12.045 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.532 4.710 Overall MINimum 1.117 3.346 D Only 0.415 1.364 +D+L 1.532 4.710 +D+0.750L 1.253 3.873 +0.60D 0.249 0.818 L Only 1.117 3.346 Wood Column =ile = S:\Jobs\s20\s20051s2005013 - 22808 Edmonds Way D\wo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-3 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 5.25x14.0 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Trus Joist Overall Column Height 15 ft Wood Member Type Parallam PSL ( Used for non -slender calculations) Exact Width 5.250 in Allow Stress Modification Factors Wood Species Trus Joist Exact Depth p 14.0 in Cf or Cv for Bending 0.9830 Wood Grade Parallam PSL 2.2E Area 73.50 in12 Cf or Cv for Compression 1.0 Fb + 2900 psi Fv 290 psi Ix 1,200.50 in14 Cf or Cv for Tension 0.9830 Fb - 2900 psi Ft 2025 psi ly 168.820 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 2900 psi Density 45.07 pcf Ct :Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 2200 2200 2200 ksi Use Cr : Repetitive ? No Minimum 1118.19 1118.19 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 15 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 15 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 345.067 Ibs * Dead Load Factor BENDING LOADS ... Lat. Uniform Load creating My-y, W = 0.1860 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1292 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.60W Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 1.395 k Bottom along X-X 1.395 k Location of max.above base 7.450 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.3451 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 3.139 k-ft Along X-X 0.5766 in at 7.550 ft above base Fc: Allowable 766.44 psi for load combination : W Only y Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.03681 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 17.082 psi Allowable Shear 464.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.293 D.006253 PASS 0.0 ft 0.0 PASS 15.0 ft +D+0.60W 1.600 0.168 0.1292 PASS 7.450 ft 0.03681 PASS 0.0 ft +D-0.60W 1.600 0.168 0.1292 PASS 7.450 ft 0.03681 PASS 0.0 ft +1.140D 1.600 0.168 D.006983 PASS 0.0 ft 0.0 PASS 15.0 ft +D+0.450W 1.600 0.168 0.09691 PASS 7.450 ft 0.02761 PASS 0.0 ft +D-0.450W 1.600 0.168 0.09691 PASS 7.450 ft 0.02761 PASS 0.0 ft +1.105D 1.600 0.168 D.006769 PASS 0.0 ft 0.0 PASS 15.0 ft +0.60D+0.60W 1.600 0.168 0.1289 PASS 7.450 ft 0.03681 PASS 0.0 ft +0.60D-0.60W 1.600 0.168 0.1289 PASS 7.450 ft 0.03681 PASS 0.0 ft +0.460D 1.600 0.168 D.002818 PASS 0.0 ft 0.0 PASS 15.0 ft Wood Column File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-3 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.60W 0.837 0.837 0.345 +D-0.60W -0.837 -0.837 0.345 +D+0.450W 0.628 0.628 0.345 +D-0.450W -0.628 -0.628 0.345 +0.60D+0.60W 0.837 0.837 0.207 +0.60D-0.60W -0.837 -0.837 0.207 +0.60D 0.207 W Only 1.395 1.395 -W -1.395 -1.395 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.3460 in 7.550 ft 0.000 in 0.000 ft +D-0.60W -0.3460 in 7.550 ft 0.000 in 0.000 ft +D+0.450W 0.2595 in 7.550 ft 0.000 in 0.000 ft +D-0.450W -0.2595 in 7.550 ft 0.000 in 0.000 ft +0.60D+0.60W 0.3460 in 7.550 ft 0.000 in 0.000 ft +0.60D-0.60W -0.3460 in 7.550 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.5766 in 7.550 ft 0.000 in 0.000 ft -W -0.5766 in 7.550 ft 0.000 in 0.000 ft Sketches c 0 v 5.25x14.0 5.250 in +X Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-4 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.132) L(0.44) 3.5x14 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0521 Maximum Shear Stress Ratio = 0.113 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 120.07psi = 35.02 psi = 2,292.26psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.989ft 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 0.002 in Ratio = 23285>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 17911 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0027 2.011 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.144 1.144 Overall MINimum 0.880 0.880 D Only 0.264 0.264 +D+L 1.144 1.144 +D+0.750L 0.924 0.924 +0.60D 0.158 0.158 L Only 0.880 0.880 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-5 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.264� QIO.�i3) L(2.543) D(0.015996) L(0.05332) 3.5x14.0 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D=1.203, L = 2.543 k @ 18.0 ft, (XL 2-1) Point Load : D = 0.2640, L = 0.880 k @ 16.50 ft, (XR 2-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.171: 1 Maximum Shear Stress Ratio = 0.165 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 = 391.58psi = 51.20 psi = 2,285.56psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.358ft Location of maximum on span = 18.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 1544>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.182 in Ratio = 1188 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1818 9.352 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.719 5.419 Overall MINimum 0.553 3.830 D Only 0.166 1.589 +D+L 0.719 5.419 +D+0.750L 0.581 4.461 +0.60D 0.100 0.953 L Only 0.553 3.830 Wood Column =ile = S:\Jobs\s20\s20051s2005013 - 22808 Edmonds Way D\wo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-5 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.167 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in12 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi Ix 48.526 in14 Cf or Cv for Tension 1.30 Fb - 900.0 psi Ft 575.0 psi ly 19.n^4 651 i Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 9.167 ft, K = Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 9.167 ft, K = Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 38.234 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.167 ft, D = 1.589, L = 3.830 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6376 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.457 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 444.630 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.460D Location of max.above base 9.167 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.329 0.1923 PASS 0.0 ft 0.0 PASS 9.167 ft +D+L 1.000 0.299 0.6376 PASS 0.0 ft 0.0 PASS 9.167 ft +D+0.750L 1.150 0.264 0.5190 PASS 0.0 ft 0.0 PASS 9.167 ft +1.140D 1.600 0.194 0.2093 PASS 0.0 ft 0.0 PASS 9.167 ft +1.105D+0.750L 1.600 0.194 0.5269 PASS 0.0 ft 0.0 PASS 9.167 ft +0.60D 1.600 0.194 0.1101 PASS 0.0 ft 0.0 PASS 9.167 ft +0.460D 1.600 0.194 0.08444 PASS 0.0 ft 0.0 PASS 9.167 ft Wood Column File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-5 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 5.457 +D+0.750L 4.500 +0.60D 0.976 L Only 3.830 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches c 0 LO 3.50 in DN Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-6 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.866) L(0.133) S(0.626) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1330, S = 0.6260 k @ 0.0 ft, (XR 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) DESIGN SUMMARY 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 Overall Maximum Deflections 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi 3.5x14 Span = 7.50 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Service loads entered. Load Factors will be applied for calculations. 0.119t 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 273.65 psi 2,292.26 psi +D+L Load Combination 4.316ft Location of maximum on span Span # 2 Span # where maximum occurs 0.020 in Ratio = 4512 >=360 -0.011 in Ratio = 3352 >=360 0.012 in Ratio = 3104 >=240 -0.005 in Ratio = 7150 >=240 ]Pcinn C = 0.223 : 1 3.5x14 = 68.98 psi = 310.00 psi +D+L = 1.500 ft = Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.0116 0.000 L Only-0.0064 0.620 L Only 2 0.0199 3.855 0.0000 0.620 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.751 -0.125 D Only 1.968 0.233 +D+L 4.287 1.647 +D+S 2.719 0.108 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-6 A Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 4.271 1.199 +0.60D 1.181 0.140 L Only 2.320 1.413 S Only 0.751 -0.125 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-6 B 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(O.P66) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL) Uniform Load : D = 0.0120 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660 k @ 0.0 ft, (XR 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1321 Section used for this span 3.5x14 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 Overall Maximum Deflections 303.19 psi 2,292.26 psi +D+L 4.148ft Span # 2 3.5x14 Span =7.50ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs 0.023 in Ratio = 3885 >=360 -0.015 in Ratio = 2450 >=360 0.022 in Ratio = 4073 >=240 -0.009 in Ratio = 4004 >=240 0.214 : 1 3.5x14 = 66.33 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0.000 L Only-0.0147 0.000 L Only 2 0.0232 3.771 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 1.500 1.500 D Only 1.968 0.233 +D+L 3.468 1.733 +D+0.750L 3.093 1.358 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-6 B Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +0.60D 1.181 0.140 L Only 1.500 1.500 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-6 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.866) L(0.133) S(0.626) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1330, S = 0.6260 k @ 0.0 ft, (XR 2-9) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width =10.0 ft, (FLOOR) DESIGN SUMMARY 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi 3.5x14 Span = 7.50 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.112 1 Maximum Shear Stress Ratio Section used for this span 3.5x14 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 Overall Maximum Deflections 295.62 psi 2,636.10 psi +D+0.750L+0.750S 1.500 ft Span # 1 0.006 in Ratio = -0.005 in Ratio = 0.013 in Ratio = -0.008 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 6110 >=360 18794 >=360 2750 >=240 11541 >=240 0.201 : 1 3.5x14 = 62.27 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.0131 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0078 2.682 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.751 -0.087 D Only 1.968 0.233 +D+L 2.787 0.147 +D+S 2.719 0.108 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-6 C Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 3.146 0.074 +0.60D 1.181 0.140 L Only 0.820 -0.087 S Only 0.751 -0.125 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-7 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.866) L(0.133) S(0.626) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1330, S = 0.6260 k @ 0.0 ft, (XL 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.50 ft, (FLOOR) DESIGN SUMMARY 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 Overall Maximum Deflections 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi 3.5x14 Span = 7.50 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Service loads entered. Load Factors will be applied for calculations. 0.112 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 295.62 psi 2,636.10 psi +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.006 in Ratio = 6110>=360 -0.006 in Ratio = 6436>=360 0.013 in Ratio = 2740 >=240 -0.009 in Ratio = 10275 >=240 0.201 : 1 3.5x14 = 62.27 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.0131 0.000 0.0000 0.000 L Only 2 0.0118 3.897 +D+S-0.0079 1.885 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.751 -0.125 D Only 1.810 0.076 +D+L 3.605 0.964 +D+S 2.561 -0.049 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . It 0 DESCRIPTION: 2-7 A Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 3.720 0.648 +0.60D 1.086 0.045 L Only 1.795 0.888 S Only 0.751 -0.125 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-7 B 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(O.P66) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL) Uniform Load : D = 0.0120 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660 k @ 0.0 ft, (XL 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.50 ft, (FLOOR) DESIGN SUMMARY 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 Overall Maximum Deflections 3.5x14 Span =7.50ft Service loads entered. Load Factors will be applied for calculations. 0.083 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 170.58 psi 2,063.03psi D Only Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.015 in Ratio = 5978 >=360 -0.010 in Ratio = 3768 >=360 0.007 in Ratio = 4968 >=240 -0.002 in Ratio = 15616 >=240 0.147 : 1 3.5x14 = 45.43 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0.000 L Only-0.0095 0.000 L Only 2 0.0151 3.771 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.975 0.975 D Only 1.810 0.076 +D+L 2.785 1.051 +D+0.750L 2.541 0.807 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-7 B Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +0.60D 1.086 0.045 L Only 0.975 0.975 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-7 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.866) L(0.133) S(0.626) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1330, S = 0.6260 k @ 0.0 ft, (XL 2-9) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 6.50 ft, (FLOOR) DESIGN SUMMARY 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 Overall Maximum Deflections 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi 3.5x14 Span = 7.50 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Service loads entered. Load Factors will be applied for calculations. 0.112 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 295.62 psi 2,636.10 psi +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.006 in Ratio = 6110>=360 -0.005 in Ratio = 18794>=360 0.015 in Ratio = 2460 >=240 -0.010 in Ratio = 8967 >=240 0.201 : 1 3.5x14 = 62.27 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.0146 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0100 2.933 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.751 0.045 D Only 1.810 0.076 +D+L 2.630 -0.011 +D+S 2.561 -0.049 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . It 0 DESCRIPTION: 2-7 C Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 2.988 -0.083 +0.60D 1.086 0.045 L Only 0.820 -0.087 S Only 0.751 -0.125 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-8 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 + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend-xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.076), L(0.975) 5.25x14.0 Span = 22.0 ft L(1.5) D(0264) L(0.88) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D = 0.0760, L = 0.9750 k @ 2.250 ft, (XR 2-7) Point Load : D = 0.2330, L =1.50 k @ 12.750 ft, (XR 2-6) Point Load : D = 0.2640, L = 0.880 k @ 16.50 ft, (XL 24) DESIGN SUMMARY • 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 Overall Maximum Deflections 0.4421 Maximum Shear Stress Ratio 5.25x14.0 Section used for this span 1,258.64 psi 2,850.80 psi +D+L 12.782ft Span # 1 0.451 in Ratio = 0.000 in Ratio = 0.547 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 584 >=360 0 <360 482 >=240 0 <240 Load Combination Span Max. "-" Defl Location in Span Load Combination 0.192 : 1 5.25x14.0 55.76 psi 290.00 psi +D+L 22.000 ft Span # 1 Max. "+" Defl Location in Span +D+L Vertical Reactions 1 0.5466 11.430 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.721 2.732 Overall MINimum 2.312 2.216 D Only 0.408 0.517 +D+L 2.721 2.732 +D+0.750L 2.143 2.178 +0.60D 0.245 0.310 L Only 2.312 2.216 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-8 Uplift 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 + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend-xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.076) L(-0.087) S(-0.125) D(0233) L(-0.086) S(-0.125) D(0264) L(0.88) 5.25x14.0 Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D = 0.0760, L =-0.0870, S = -0.1250 k @ 2.250 ft, (XR 2-7) Point Load : D = 0.2330, L =-0.0860, S = -0.1250 k @ 12.750 ft, (XR 2-6) Point Load : D = 0.2640, L = 0.880 k @ 16.50 ft, (XL 24) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2101 Maximum Shear Stress Ratio = 0.120 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 598.84 psi = 34.79 psi = 2,850.80psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 13.888ft Location of maximum on span = 22.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.181 in Ratio = 1462>=360 Max Upward Transient Deflection -0.023 in Ratio = 11382>=360 Max Downward Total Deflection 0.276 in Ratio = 957 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2757 11.676 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.100 1.705 Overall MINimum -0.165 -0.085 D Only 0.408 0.517 +D+L 1.100 1.705 +D+S 0.243 0.432 +D+0.750L+0.750S 0.804 1.344 +0.60D 0.245 0.310 L Only 0.692 1.188 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-8 Uplift Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only -0.165 -0.085 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-9 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 + 2325 psi Load Combination IBC 2015 Fb - 2325 psi Fc - Prll 2170 psi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0751 S(0. 125) 3.5x14 Span = 10.0 ft E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf D(0.0751 S(0. 125) Applied Loads Service loads entered. Load Factors will be applied for calculations. 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) Point Load : D = 0.3380, S = 0.5630 k @ 0.50 ft, (XL 3-6) Point Load : D = 0.3380, S = 0.5630 k @ 9.50 ft, (XL 3-6) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 9.50 -->> 10.0 ft, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 9.50 -->> 10.0 ft, Tributary Width = 5.0 ft, (ROOF) 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 Overall Maximum Deflections Load Combination Span 0.074: 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 170.49 psi 2,292.26 psi +D+L Load Combination 4.972ft Location of maximum on span Span # 1 Span # where maximum occurs 0.005 in Ratio = 23022 >=360 0.000 in Ratio = 0 <360 0.027 in Ratio = 4440 >=240 0.000 in Ratio = 0 <240 Max. "-" Defl Location in Span Load Combination 0.128 : 1 3.5x14 = 45.64 psi 356.50 psi +D+S = 0.000 ft = Span # 1 Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0270 5.028 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum D Only +D+L Support Support 0.626 0.626 0.866 0.866 0.999 0.999 Wood Beam MMZE�.i�..� DESCRIPTION: 2-9 Vertical Reactions Load Combination +D+S +D+0.750L+0.750S +0.60D L Only S Only File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . Support notation : Far left is #1 Support Support 1.435 1.435 0.519 0.519 0.133 0.133 0.626 0.626 Values in KIPS Wood Beam obs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-10 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 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 46 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4841 Maximum Shear Stress Ratio = 0.360 : 1 Section used for this span 4x6 Section used for this span 4x6 = 565.78psi = 64.83 psi = 1,170.00 psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.989ft 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 0.024 in Ratio = 2003>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 1541 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0311 2.011 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.832 0.832 Overall MINimum 0.640 0.640 D Only 0.192 0.192 +D+L 0.832 0.832 +D+0.750L 0.672 0.672 +0.60D 0.115 0.115 L Only 0.640 0.640 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-11 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 + 2900 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2200 ksi Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.192 L(0.64) D(0.108) L(0.36) D(0.08) 525x14.0 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load : D = 0.1920, L = 0.640 k @ 13.0 ft, (XR 2-10) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.52a 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 1,504.04 psi = 108.05 psi = 2,850.80psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.832ft Location of maximum on span = 17.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.287 in Ratio = 711 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.430 in Ratio = 474 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4302 8.642 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.854 5.294 Overall MINimum 3.211 3.549 D Only 1.643 1.745 +D+L 4.854 5.294 +D+0.750L 4.051 4.407 +0.60D 0.986 1.047 L Only 3.211 3.549 Wood Beam obs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-12 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 + 2900 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2200 ksi Fc - Prll 2900 psi Eminbend - xx 1118.19 ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.745) L(3.459) D(0.015996) L(0.05332) 5.25x14.0 Span = 22.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D=1.745, L = 3.459 k @ 4.0 ft, (XR 2-11) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.481: 1 Maximum Shear Stress Ratio = 0.355 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 1,370.97psi = 102.98 psi = 2,850.80psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.992ft 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 0.391 in Ratio = 685>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.566 in Ratio = 473>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.5655 10.106 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 5.046 1.706 Overall MINimum 3.435 1.215 D Only 1.611 0.491 +D+L 5.046 1.706 +D+0.750L 4.187 1.402 +0.60D 0.967 0.295 L Only 3.435 1.215 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-13 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(0.866) L(0.134) S(0.626) 1 3.5x14 Span = 1.50 ft 3.5x14 Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1340, S = 0.6260 k @ 0.0 ft, (XL 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.145 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 332.54 psi = 67.16 psi = 2,292.26psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.986ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio = 3272>=360 Max Upward Transient Deflection -0.015 in Ratio = 2352>=360 Max Downward Total Deflection 0.012 in Ratio = 2930 >=240 Max Upward Total Deflection -0.010 in Ratio = 3702 >=240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0.000 L Only-0.0153 0.000 +D+L 2 0.0322 4.644 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.733 -0.107 D Only 1.933 0.261 +D+L 4.229 1.674 +D+S 2.666 0.153 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-13 A Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 4.205 1.240 +0.60D 1.160 0.156 L Only 2.296 1.413 S Only 0.733 -0.107 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-13 B 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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 0.12 DO.17 D0.102 L0.34 3.5x14 3.5x14 Span = 1.50 ft Span = 8.750 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL) Uniform Load : D = 0.0120 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660 k @ 0.0 ft, (XL 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY 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 Overall Maximum Deflections Service loads entered. Load Factors will be applied for calculations. 0.15a 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 362.78 psi 2,292.26 psi +D+L Load Combination 4.791 ft Location of maximum on span Span # 2 Span # where maximum occurs 0.036 in Ratio = 2878>=360 -0.020 in Ratio = 1814>=360 0.036 in Ratio = 2877 >=240 -0.014 in Ratio= 2524>=240 0.209 : 1 3.5x14 = 64.88 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0.000 L Only-0.0198 0.000 +D+L 2 0.0365 4.595 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 1.488 1.488 D Only 1.933 0.261 +D+L 3.420 1.748 +D+0.750L 3.049 1.376 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-13 B Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +0.60D 1.160 0.156 L Only 1.488 1.488 Wood Beam 'AJobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-13 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(0.866) L(0.134) S(0.626) D 0.12 L 0.4 D(0.17) D(0.102) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0,0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1340, S = 0.6260 k @ 0.0 ft, (XL 2-9) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY 3.5x14 Span = 8.750 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.112 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 295.74psi = 62.30 psi = 2,636.10psi = 310.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 1.500ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 5366>=360 Max Upward Transient Deflection -0.007 in Ratio = 16109>=360 Max Downward Total Deflection 0.014 in Ratio = 2570 >=240 Max Upward Total Deflection -0.009 in Ratio = 11280 >=240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.0140 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0093 2.933 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.733 -0.074 D Only 1.933 0.261 +D+L 2.741 0.186 +D+S 2.666 0.153 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-13 C Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 3.089 0.124 +0.60D 1.160 0.156 L Only 0.808 -0.074 S Only 0.733 -0.107 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-14 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(0.866) L(0.134) S(0.626) D 0.12 L 0.4 D(0.17) D(0.09) L(0.31 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1340, S = 0.6260 k @ 0.0 ft, (XR 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.50 ft, (FLOOR) DESIGN SUMMARY 3.5x14 Span = 8.750 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.123 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 281.39psi = 62.30 psi = 2,292.26psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.035ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio = 3777>=360 Max Upward Transient Deflection -0.013 in Ratio = 2776>=360 Max Downward Total Deflection 0.013 in Ratio = 2772 >=240 Max Upward Total Deflection -0.007 in Ratio = 5380 >=240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0130 0.000 L Only -0.0128 0.025 L Only 2 0.0278 4.497 0.0000 0.025 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.733 -0.107 D Only 1.880 0.208 +D+L 4.001 1.446 +D+S 2.614 0.101 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-14 A Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 4.021 1.056 +0.60D 1.128 0.125 L Only 2.121 1.238 S Only 0.733 -0.107 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-14 B 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL) Uniform Load : D = 0.0120 ksf, Tributary Width =10.0 ft, (FLOOR) Point Load : D = 0.8660 k @ 0.0 ft, (XR 2-9) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.50 ft, (FLOOR) DESIGN SUMMARY 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 Overall Maximum Deflections 3.5x14 Span = 8.750 ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Service loads entered. Load Factors will be applied for calculations. 0.136 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 311.09 psi 2,292.26 psi +D+L Load Combination 4.839ft Location of maximum on span Span # 2 Span # where maximum occurs 0.032 in Ratio = 3262 >=360 -0.017 in Ratio = 2056 >=360 0.031 in Ratio = 3395 >=240 -0.011 in Ratio = 3206 >=240 0.187 : 1 3.5x14 = 57.92 psi = 310.00 psi +D+L 1.500 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0.000 L Only-0.0175 0.000 L Only 2 0.0322 4.399 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 1.313 1.313 D Only 1.880 0.208 +D+L 3.193 1.521 +D+0.750L 2.865 1.192 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-14 B Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +0.60D 1.128 0.125 L Only 1.313 1.313 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-14 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(0.866) L(0.134) S(0.626) D 0.12 L 0.4 D(Q17) D(0.09) 3.5x14 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) Point Load : D = 0.8660, L = 0.1340, S = 0.6260 k @ 0.0 ft, (XR 2-9) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 7.50 ft, (FLOOR) DESIGN SUMMARY 3.5x14 Span = 8.750 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.112 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 295.74psi = 62.30 psi = 2,636.10psi = 310.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 1.500ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 5366>=360 Max Upward Transient Deflection -0.007 in Ratio = 16109>=360 Max Downward Total Deflection 0.015 in Ratio = 2448 >=240 Max Upward Total Deflection -0.010 in Ratio = 10052 >=240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.0147 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0104 3.080 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.733 -0.074 D Only 1.880 0.208 +D+L 2.689 0.134 +D+S 2.614 0.101 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-14 C Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S 3.037 0.072 +0.60D 1.128 0.125 L Only 0.808 -0.074 S Only 0.733 -0.107 Wood Beam obs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-15 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.643), L(3.211P(0.261), L(1.488) 7x14 Span = 22.333 ft 2,900.0 psi E : Modulus of Elasticity 2,900.0psi Ebend-xx 2,200.Oksi 2,900.0psi Eminbend -xx 1,118.19ksi 625.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf D(0.208), L(1.313) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D=1.643, L = 3.211 k @ 4.0 ft, (XL 2-11) Point Load : D = 0.2610, L =1.488 k @ 6.750 ft, (XR 2-13) Point Load : D = 0.2080, L =1.313 k @ 17.250 ft, (XR 2-14) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.511: 1 Maximum Shear Stress Ratio = 0.334 :1 Section used for this span 7x14 Section used for this span 7x14 = 1,456.51 psi = 96.81 psi = 2,850.80psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.737ft 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 0.510 in Ratio = 525>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.673 in Ratio = 398 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.6728 10.480 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.325 3.347 Overall MINimum 4.568 2.634 D Only 1.757 0.712 +D+L 6.325 3.347 +D+0.750L 5.183 2.688 +0.60D 1.054 0.427 L Only 4.568 2.634 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-15 Uplift 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 + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend-xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.643) L(MP2P1) L(-O.Q74) S(-0.107) D(0.208) L(-O. 74) S(-0.107) D(0.015996) L(0.05332) 7x14 Span = 22.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D=1.643, L = 3.211 k @ 4.0 ft, (XL 2-11) Point Load : D = 0.2610, L =-0.0740, S = -0.1070 k @ 6.750 ft, (XR 2-13) Point Load : D = 0.2080, L =-0.0740, S = -0.1070 k @ 17.250 ft, (XR 2-14) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3521 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 7x14 Section used for this span 7x14 = 1,002.26psi = 75.30 psi = 2,850.80psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.117ft 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 0.266 in Ratio = 1006>=360 Max Upward Transient Deflection -0.018 in Ratio = 15223>=360 Max Downward Total Deflection 0.430 in Ratio = 623 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4298 10.231 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.920 1.803 Overall MINimum -0.099 -0.115 D Only 1.757 0.712 +D+L 4.920 1.803 +D+S 1.658 0.597 +D+0.750L+0.750S 4.055 1.444 +0.60D 1.054 0.427 L Only 3.163 1.091 Wood Beam 'AJobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-15 Uplift Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only -0.099 -0.115 Wood Beam obs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-16 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling = 6.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D = 0.0840, L = 0.280 k @ 1.50 ft, (X) 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 Overall Maximum Deflections 0.033 1 Maximum Shear Stress Ratio 3.5x14 Section used for this spar 75.04 psi 2,292.26 psi +D+L Load Combination 2.225ft Location of maximum on span Span # 1 Span # where maximum occurs 0.004 in Ratio = 22429>=360 0.000 in Ratio = 0 <360 0.005 in Ratio = 17253 >=240 0.000 in Ratio = 0 <240 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.0047 3.205 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.517 0.315 Overall MINimum 0.398 0.242 D Only 0.119 0.073 +D+L 0.517 0.315 +D+0.750L 0.418 0.254 +0.60D 0.072 0.044 L Only 0.398 0.242 = 0.051 : 1 3.5x14 = 15.83 psi 310.00 psi +D+L = 0.000 ft = Span # 1 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-17 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.022),S(1.702) L(0.242) 3.5x14 Span = 8.250 ft 2325 psi 2325 psi 2170 psi 900 psi 310 psi 1070 psi E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf D(1.147),S(1.912) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.333 ft, Tributary Width = 15.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 4.333 -->> 8.250 ft, Tributary Width = 14.0 ft, (FLOOR) Point Load : D=1.022, S =1.702 k @ 0.0 ft, (XL 3-15) Point Load : D=1.147, S =1.912 k @ 8.250 ft, (XR 3-15) Point Load : D = 0.0730, L = 0.2420 k @ 4.333 ft, (XR 2-16) DESIGN SUMMARY • 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 Overall Maximum Deflections 0.323 1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 741.00 psi 2,292.26 psi +D+L Load Combination 4.240ft Location of maximum on span Span # 1 Span # where maximum occurs 0.053 in Ratio = 1858 >=360 0.000 in Ratio = 0 <360 0.069 in Ratio = 1429 >=240 0.000 in Ratio = 0 <240 = 0.328 : 1 3.5x14 = 101.59 psi = 310.00 psi +D+L 0.000 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0693 4.148 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.979 5.188 Overall MINimum 1.702 1.912 D Only 1.788 1.892 +D+L 4.341 4.375 +D+S 3.490 3.804 +D+0.750L+0.750S 4.979 5.188 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-17 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 1.073 1.135 L Only 2.553 2.483 S Only 1.702 1.912 Wood Beam obs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-20 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 + 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225),S(0.375) _._ ._ D(0.225),S(0.375) 2-2x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.50 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR) Point Load : D = 0.2250, S = 0.3750 k @ 0.0 ft, (XL 3-1) Point Load : D = 0.2250, S = 0.3750 k @ 6.0 ft, (XR 3-1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3871 Maximum Shear Stress Ratio = 0.463 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 = 427.29psi = 79.91 psi = 1,105.00 psi = 172.50 psi Load Combination +D+L Load Combination +D+S Location of maximum on span = 3.017ft 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 0.015 in Ratio = 4959>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.065 in Ratio = 1105 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0651 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 0.879 0.879 Overall MINimum 0.375 0.375 D Only 0.504 0.504 +D+L 0.584 0.584 +D+S 0.879 0.879 +D+0.750L+0.750S 0.845 0.845 +0.60D 0.302 0.302 L Only 0.080 0.080 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-20 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 0.375 0.375 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-21 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 + 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2x6 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 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=11.250 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.39a 1 Maximum Shear Stress Ratio = 0.538 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 = 440.07psi = 80.68 psi = 1,105.00 psi = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.257ft 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 0.007 in Ratio = 4064>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.012 in Ratio = 2576 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0116 1.257 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.888 0.888 Overall MINimum 0.094 0.094 D Only 0.325 0.325 +D+L 0.888 0.888 +D+S 0.419 0.419 +D+0.750L+0.750S 0.817 0.817 +0.60D 0.195 0.195 L Only 0.563 0.563 S Only 0.094 0.094 Wood Beam obs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-22 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09) S(0.15) D(0.012) L(0.04) Y ram, 3.5x14 Y �T Span = 6.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.075 1 Maximum Shear Stress Ratio = 0.096 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 198.45psi = 34.30 psi = 2,636.10psi = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.394ft 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 0.006 in Ratio = 14213>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.013 in Ratio = 6421 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0126 3.394 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.121 1.121 Overall MINimum 0.506 0.506 D Only 0.614 0.614 +D+L 0.749 0.749 +D+S 1.121 1.121 +D+0.750L+0.750S 1.095 1.095 +0.60D 0.369 0.369 L Only 0.135 0.135 S Only 0.506 0.506 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-23 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.614) Li Rpan = 1.0 Span = 4.0 ft , Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 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 = 3.50 ft, (FLOOR) Point Load : D = 0.6140, L = 0.1350, S = 0.5060 k @ 0.0 ft, (XR 2-22) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) DESIGN SUMMARY ■ • 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 Overall Maximum Deflections 0.0491 Maximum Shear Stress Ratio 3.5x14 Section used for this span 130.36 psi 2,636.10 psi +D+0.750L+0.750S Load Combination 1.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.001 in Ratio = 19498 >=360 0.000 in Ratio = 0 <360 0.003 in Ratio = 8770 >=240 -0.002 in Ratio = 28878 >=240 = 0.119 : 1 3.5x14 42.53 psi = 356.50 psi +D+0.750L+0.750S 1.000 ft = Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0027 0.000 0.0000 0.000 2 0.0000 0.000 +D+S-0.0017 1.676 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.689 -0.125 D Only 0.986 -0.125 +D+L 1.473 -0.016 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-23 A Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S 1.675 -0.257 +D+0.750L+0.750S 1.868 -0.142 +0.60D 0.592 -0.075 L Only 0.486 0.109 S Only 0.689 -0.133 Wood Beam 'AJobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-23 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 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 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(0.614) Li Rpan = 1.0 Span = 4.0 ft , Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 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 = 3.50 ft, (FLOOR) Point Load : D = 0.6140, L = 0.1350, S = 0.5060 k @ 0.0 ft, (XR 2-22) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 2.0 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 Overall Maximum Deflections 0.0491 Maximum Shear Stress Ratio 3.5x14 Section used for this span 130.36 psi 2,636.10 psi +D+0.750L+0.750S Load Combination 1.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.001 in Ratio = 19498 >=360 0.000 in Ratio = 0 <360 0.003 in Ratio = 8634 >=240 -0.002 in Ratio = 28359 >=240 = 0.119 : 1 3.5x14 42.53 psi = 356.50 psi +D+0.750L+0.750S 1.000 ft = Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0028 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0017 1.676 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.689 -0.125 D Only 0.986 -0.125 +D+L 1.313 -0.176 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-23 C Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+S 1.675 -0.257 +D+0.750L+0.750S 1.748 -0.262 +0.60D 0.592 -0.075 L Only 0.326 -0.051 S Only 0.689 -0.133 Wood Beam '.1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-24 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 + 2325 psi Load Combination IBC 2015 Fb - 2325 psi Fc - Prll 2170 psi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 008004 D(0.048) L(0.1E1)(-0.125) L(-0.,109) S(-0.133) 01 3.5x14 q = 6.750 ft E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 2.250 ft, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 2.250 -->> 6.750 ft, Tributary Width =1.333 ft, (FLOOR) Point Load : D =-0.1250, L =-0.1090, S =-0.1330 k @ 4.250 ft, (XR 2-23) Point Load : D = 0.0480, L = 0.160 k @ 2.250 ft, (X) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.010 1 Maximum Shear Stress Ratio = 0.022 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 = 42.89psi = 6.77 psi = 2,292.26psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.263ft 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 0.002 in Ratio = 38101 >=360 Max Upward Transient Deflection -0.001 in Ratio = 74078>=360 Max Downward Total Deflection 0.002 in Ratio = 39895>=240 Max Upward Total Deflection -0.001 in Ratio = 65517>=240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span L Only 1 0.0021 3.168 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum -0.049 -0.084 D Only 0.025 -0.012 +D+L 0.221 0.143 +D+S -0.025 -0.095 +D+0.750L+0.750S 0.135 0.041 +0.60D 0.015 -0.007 Wood Beam i:\Jobs1s201s20051s2005013 - 22808 Edmonds Way D1wo 200518\200602_enercalc trib_190129_2ND Part 2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 2-24 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only -0.049 -0.084 Wood Beam File = S:1Jobs)s201s2005)s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.364) L(3.346) = 5.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 » 2.0 ft, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 2.0 » 5.750 ft, Tributary Width = 6.50 ft, (FLOOR) Point Load : D=1.364, L = 3.346 k @ 5.750 ft, (XR 2-2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0721 Maximum Shear Stress Ratio = 0.102 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 = 166.47psi = 31.70 psi = 2,325.00psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.148ft Location of maximum on span = 5.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 10271 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.009 in Ratio = 7900 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0087 2.987 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.528 5.588 Overall MINimum 0.406 4.022 D Only 0.122 1.567 +D+L 0.528 5.588 +D+0.750L 0.426 4.583 +0.60D 0.073 0.940 L Only 0.406 4.022 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-2 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 + 2325 psi Load Combination IBC 2015 Fb - 2325 psi Fc - Prll 2170 psi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling a 3.5x11.875 Span = 4.0 ft E : Modulus of Elasticity Ebend- xx 1550 ksi Eminbend - xx 787.815 ksi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 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 e• • 0.0591 Maximum Shear Stress Ratio = 0.109 : 1 3.5x11.875 Section used for this span 3.5x11.875 136.54 psi = 33.78 psi 2,325.00psi = 310.00 psi +D+L Load Combination +D+L 2.011 ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.003 in Ratio = 17368>=360 0.000 in Ratio = 0 <360 0.004 in Ratio = 13360 >=240 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0036 2.011 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.936 0.936 Overall MINimum 0.720 0.720 D Only 0.216 0.216 +D+L 0.936 0.936 +D+0.750L 0.756 0.756 +0.60D 0.130 0.130 L Only 0.720 0.720 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . 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 + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2170 psi Eminbend - xx 787.815 ksi Wood Species : Trus Joist Fc - Perp 900 psi Wood Grade : TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0216J L(0.72) D(0.015996) L(0.05332) 3.5x11.875 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) Point Load : D = 0.2160, L = 0.720 k @ 16.50 ft, (XR 1-2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.223 1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 = 518.34 psi = 53.48 psi = 2,325.00psi = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.156ft Location of maximum on span = 18.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.218 in Ratio = 991 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.283 in Ratio = 762>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2833 9.352 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.702 1.482 Overall MINimum 0.540 1.140 D Only 0.162 0.342 +D+L 0.702 1.482 +D+0.750L 0.567 1.197 +0.60D 0.097 0.205 L Only 0.540 1.140 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . 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 + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 751) 2900 psi 2900 psi 2900 psi 625 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend- xx 2200 ksi Eminbend - xx 1118.19 ksi Density 45.07 pcf D(0 1e) D(0.015996) L(0.05332) D(0.0%S(0.1) 05332) D(1.966) L(z 32) S(0.751) AL 5.25x14.0 Span = 16250 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 1.250 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.250 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 1.250 ft, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent =1.250 -->> 11.750 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.250 - > 11.750 ft, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent=11.750 » 16,250 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent=11.750 » 16.250 ft, Tributary Width =1.333 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent=11.750 -->> 16.250 ft, Tributary Width =18.0 ft, (WALL) Point Load : D=1.810, L=1.795, S = 0.7510 k @ 1.250 ft, (XL 2-7) Point Load : D=1.968, L = 2.320, S = 0.7510 k @ 11.750 ft, (XL 2-6) DESIGN SUMMARY • 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 Overall Maximum Deflections 0.50:' 1 Maximum Shear Stress Ratio = 0.431 : 1 5.25x14.0 Section used for this span 5.25x14.0 1,446.77psi = 124.89 psi 2,850.80psi = 290.00 psi +D+L Load Combination +D+L 11.711 ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.159 in Ratio = 1228>=360 0.000 in Ratio = 0 <360 0.354 in Ratio = 550>=240 0.000 in Ratio = 0 <240 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S Vertical Reactions Max. "+" Defl Location in Span 0.3544 8.534 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.249 5.522 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.084 0.993 D Only 3.387 3.091 +D+L 6.120 5.340 +D+S 4.471 4.084 +D+0.750L+0.750S 6.249 5.522 +0.60D 2.032 1.854 L Only 2.733 2.249 S Only 1.084 0.993 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-5 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling = 5.0 ft 2325 psi E : Modulus of Elasticity 2325 psi Ebend- xx 1550 ksi 2170 psi Eminbend - xx 787.815 ksi 900 psi 310 psi 1070 psi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 8.50 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 0.6670 ft, (FLOOR) Point Load : D = 0.5040, L = 0.080, S = 0.3750 k @ 1.333 ft, (XL 2-20) DESIGN SUMMARY 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 Overall Maximum Deflections = 0.098 1 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span = 260.96psi = 2,673.75psi +D+0.750L+0.750S Load Combination = 2.095ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.004 in Ratio = 16677>=360 0.000 in Ratio = 0 <360 0.011 in Ratio = 5602 >=240 0.000 in Ratio = 0 <240 = 0.134 : 1 3.5x11.875 = 47.91 psi = 356.50 psi +D+0.750L+0.750S 0.000 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0107 2.458 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.327 1.233 Overall MINimum 0.443 0.390 D Only 0.874 0.828 +D+L 1.035 0.978 +D+S 1.317 1.218 +D+0.750L+0.750S 1.327 1.233 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.525 0.497 L Only 0.161 0.150 S Only 0.443 0.390 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-5 Overturning 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling = 5.0 ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 8.50 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 0.6670 ft, (FLOOR) Point Load : D = 0.5040, L = 0.080, S = 0.3750 k @ 1.333 ft, (XL 2-20) Point Load : W = 0.8650, E = 3.742 k @ 1.333 ft, (Uplift) DESIGN SUMMARY ■ • 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 Overall Maximum Deflections 0.14a 1 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 548.86 psi 3,720.00 psi +1.118D+0.70E Load Combination 1.341 ft Location of maximum on span Span # 1 Span # where maximum occurs 0.017 in Ratio = 3632>=360 -0.017 in Ratio = 3632>=360 0.019 in Ratio = 3102 >=240 -0.007 in Ratio = 8122 >=240 = 0.211 : 1 3.5x11.875 = 104.59 psi = 496.00 psi +1.118D+0.70E = 0.000 ft = Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.0193 2.346 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum -2.744 -0.998 D Only 0.874 0.828 +D+L 1.035 0.978 +D+S 1.317 1.218 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-5 Overturning Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S 1.327 1.233 +D+0.60W 1.255 0.966 +D-0.60W 0.494 0.689 +D+0.70E 2.795 1.526 +D-0.70E -1.047 0.129 +D+0.750L+0.750S+0.450W 1.613 1.337 +D+0.750L+0.750S-0.450W 1.042 1.129 +D+0.750L+0.750S+0.5250E 2.768 1.757 +D+0.750L+0.750S-0.5250E -0.113 0.709 +0.60D+0.60W 0.905 0.635 +0.60D-0.60W 0.144 0.358 +0.60D+0.70E 2.446 1.195 +0.60D-0.70E -1.397 -0.202 L Only 0.161 0.150 S Only 0.443 0.390 W Only 0.634 0.231 -W -0.634 -0.231 E Only 2.744 0.998 E Only * -1.0 -2.744 -0.998 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-6 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 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 8.50 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 0.6670 ft, (FLOOR) Point Load : D = 0.5040, L = 0.080, S = 0.3750 k @ 1.333 ft, (XL 2-20) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.520 1 Maximum Shear Stress Ratio Section used for this span 4x8 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 Overall Maximum Deflections 700.11 psi 1,345.50 psi +D+0.750L+0.750S 2.095ft Span # 1 0.015 in Ratio = 0.000 in Ratio = 0.046 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 3917 >=360 0 <360 1316 >=240 0 <240 0.379 : 1 4x8 = 78.47 psi 207.00 psi +D+0.750L+0.750S = 0.000 ft = Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0456 2.458 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.327 1.233 Overall MINimum 0.443 0.390 D Only 0.874 0.828 +D+L 1.035 0.978 +D+S 1.317 1.218 +D+0.750L+0.750S 1.327 1.233 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.525 0.497 L Only 0.161 0.150 S Only 0.443 0.390 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Overstrength Calculations 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-5 Overstrength 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 + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling = 5.0 ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 8.50 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.333 -->> 5.0 ft, Tributary Width = 0.6670 ft, (FLOOR) Point Load : D = 0.5040, L = 0.080, S = 0.3750 k @ 1.333 ft, (XL 2-20) Point Load : W = 0.8650, E = 7.197 k @ 1.333 ft, (Uplift) DESIGN SUMMARY 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 Overall Maximum Deflections 0.2401 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 893.05 psi 3,720.00 psi +1.118D+0.70E Load Combination 1.341 ft Location of maximum on span Span # 1 Span # where maximum occurs 0.032 in Ratio = 1888 >=360 -0.032 in Ratio = 1888>=360 0.029 in Ratio = 2051 >=240 -0.018 in Ratio = 3324 >=240 = 0.340 : 1 3.5x11.875 = 168.61 psi = 496.00 psi +1.118D+0.70E = 0.000 ft = Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 E Only * -1.0-0.0318 2.235 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum -5.278 -1.919 D Only 0.874 0.828 +D+L 1.035 0.978 +D+S 1.317 1.218 Wood Beam File = S:1Jobs1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200629_enercalc trib_190129_1ST.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 1-5 Overstrength Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S 1.327 1.233 +D+0.60W 1.255 0.966 +D-0.60W 0.494 0.689 +D+0.70E 4.569 2.171 +D-0.70E -2.821 -0.516 +D+0.750L+0.750S+0.450W 1.613 1.337 +D+0.750L+0.750S-0.450W 1.042 1.129 +D+0.750L+0.750S+0.5250E 4.099 2.240 +D+0.750L+0.750S-0.5250E -1.444 0.225 +0.60D+0.60W 0.905 0.635 +0.60D-0.60W 0.144 0.358 +0.60D+0.70E 4.219 1.840 +0.60D-0.70E -3.170 -0.847 L Only 0.161 0.150 S Only 0.443 0.390 W Only 0.634 0.231 -W -0.634 -0.231 E Only 5.278 1.919 E Only * -1.0 -5.278 -1.919 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Truss Layout 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Beam Analysis 1s201s200%2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remo te.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19. e31 . DESCRIPTION: 3-3 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.250 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 Span = 22.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 12.377 k-ft Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.125 ft Maximum Deflection Max Downward Transient Deflection 0.240 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.383 in Max Upward Total Deflection 0.001 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # Dsgn. L = 22.25 ft 1 +D+H Dsgn. L = 22.25 ft 1 +D+L+H Dsgn. L = 22.25 ft 1 +D+Lr+H Dsgn. L = 22.25 ft 1 +D+S+H Dsgn. L = 22.25 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 22.25 ft 1 +D+0.750L+0.750S+H Dsgn. L = 22.25 ft 1 +D+0.60W+H Dsgn. L = 22.25 ft 1 +D+0.70E+H Dsgn. L = 22.25 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.25 ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.25 ft 1 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 22.25 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 22.25 ft 1 +0.60D+0.70E+0.60H Dsgn. L = 22.25 ft 1 Overall Maximum Deflections Maximum Shear = 2.225 k Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 1114 70206 696 195017 Summary of Moment Values (k-ft) Shear Values (k) M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 12.38 12.38 2.23 4.64 4.64 0.83 4.64 4.64 0.83 4.64 4.64 0.83 12.38 12.38 2.23 4.64 4.64 0.83 10.44 10.44 1.88 4.64 4.64 0.83 4.64 4.64 0.83 4.64 4.64 0.83 10.44 10.44 1.88 10.44 10.44 1.88 2.78 2.78 0.50 2.78 2.78 0.50 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S+H 1 0.3833 11.236 Max. "+" Defl Location in Span 0.0000 0.000 Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . y Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.225 2.225 Overall MINimum +D+H 0.834 0.834 +D+L+H 0.834 0.834 +D+Lr+H 0.834 0.834 +D+S+H 2.225 2.225 +D+0.750Lr+0.750L+H 0.834 0.834 +D+0.750L+0.750S+H 1.877 1.877 +D+0.60W+H 0.834 0.834 +D+0.70E+H 0.834 0.834 +D+0.750Lr+0.750L+0.450W+H 0.834 0.834 +D+0.750L+0.750S+0.450W+H 1.877 1.877 +D+0.750L+0.750S+0.5250E+H 1.877 1.877 +0.60D+0.60W+0.60H 0.501 0.501 +0.60D+0.70E+0.60H 0.501 0.501 D Only 0.834 0.834 Lr Only L Only S Only 1.391 1.391 W Only E Only H Only Beam Analysis 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-5 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.250 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.06) S(0.1) Span = 22.250 ft X CX- Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 --» 2.250 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 2.250 --» 12.750 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=12.750 -->> 22.250 ft, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 11.438 k-ft Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 10.791 ft Maximum Deflection Max Downward Transient Deflection 0.220 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.352 in Max Upward Total Deflection 0.001 in Imum 5near = 1.U5tt K Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 1213 76258 758 211829 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 22.25 ft 1 11.44 11.44 2.06 +D+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+L+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+Lr+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+S+H Dsgn. L = 22.25 ft 1 11.44 11.44 2.06 +D+0.750Lr+0.750L+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+0.750L+0.750S+H Dsgn. L = 22.25 ft 1 9.65 9.65 1.74 +D+0.60W+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+0.70E+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.25 ft 1 4.29 4.29 0.77 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.25 ft 1 9.65 9.65 1.74 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 22.25 ft 1 9.65 9.65 1.74 +0.60D+0.60W+0.60H Dsgn. L = 22.25 ft 1 2.57 2.57 0.46 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-5 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 22.25 ft 1 2.57 2.57 0.46 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.3521 11.125 0.0000 0.000 Vertical Reactions � Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.058 1.922 Overall MINimum +D+H 0.772 0.721 +D+L+H 0.772 0.721 +D+Lr+H 0.772 0.721 +D+S+H 2.058 1.922 +D+0.750Lr+0.750L+H 0.772 0.721 +D+0.750L+0.750S+H 1.737 1.621 +D+0.60W+H 0.772 0.721 +D+0.70E+H 0.772 0.721 +D+0.750Lr+0.750L+0.450W+H 0.772 0.721 +D+0.750L+0.750S+0.450W+H 1.737 1.621 +D+0.750L+0.750S+0.5250E+H 1.737 1.621 +0.60D+0.60W+0.60H 0.463 0.432 +0.60D+0.70E+0.60H 0.463 0.432 D Only 0.772 0.721 Lr Only L Only S Only 1.287 1.201 W Only E Only H Only Beam Analysis 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-7 General Beam Properties _ Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.333 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 D(0.06) S(0.1) D(0.075) S(0.125) X Span = 23.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 6.750 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 6.750 -->> 17.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent=17.250 -->> 23.333 ft, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 12.785 k-ft Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.667 ft Maximum Deflection Max Downward Transient Deflection 0.270 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.432 in Max Upward Total Deflection 0.002 in Imum 5near = 1.Ut53 K Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 23.333 ft 1038 65830 648 182863 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 23.33 ft 1 12.79 12.79 2,08 +D+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+L+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+Lr+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+S+H Dsgn. L = 23.33 ft 1 12.79 12.79 2.08 +D+0.750Lr+0.750L+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+0.750L+0.750S+H Dsgn. L = 23.33 ft 1 10.79 10.79 1.76 +D+0.60W+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+0.70E+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.78 +D+0.750L+0.750S+0.450W+H Dsgn. L = 23.33 ft 1 10.79 10.79 1.76 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 23.33 ft 1 10.79 10.79 1.76 +0.60D+0.60W+0.60H Dsgn. L = 23.33 ft 1 2.88 2.88 0.47 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-7 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 23.33 ft 1 2.88 2.88 0.47 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.4316 11.783 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.071 2.083 Overall MINimum +D+H 0.776 0.781 +D+L+H 0.776 0.781 +D+Lr+H 0.776 0.781 +D+S+H 2.071 2.083 +D+0.750Lr+0.750L+H 0.776 0.781 +D+0.750L+0.750S+H 1.747 1.757 +D+0.60W+H 0.776 0.781 +D+0.70E+H 0.776 0.781 +D+0.750Lr+0.750L+0.450W+H 0.776 0.781 +D+0.750L+0.750S+0.450W+H 1.747 1.757 +D+0.750L+0.750S+0.5250E+H 1.747 1.757 +0.60D+0.60W+0.60H 0.466 0.469 +0.60D+0.70E+0.60H 0.466 0.469 D Only 0.776 0.781 Lr Only L Only S Only 1.294 1.302 W Only E Only H Only Beam Analysis 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-8 General Beam Properties _ Elastic Modulus 29,000.0 ksi Span #1 Span Length = 23.333 ft Area = 10.0 in12 Moment of Inertia = 100.0 in14 D(O.06) S(0.1) D(O.075) S(0.125) D(0.06) S(0.1) X Span = 23.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 5.0 ft, Tributary Width = 4.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 5.0 --» 15.60 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent =15.60 -->> 23.333 ft, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 12.765 k-ft Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.550 ft Maximum Deflection Max Downward Transient Deflection 0.269 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.431 in Max Upward Total Deflection 0.002 in Imumbrear= 2.1U3 K Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 1039 65516 649 181989 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 23.33 ft 1 12.76 12.76 2.10 +D+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+L+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+Lr+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+S+H Dsgn. L = 23.33 ft 1 12.76 12.76 2.10 +D+0.750Lr+0.750L+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+0.750L+0.750S+H Dsgn. L = 23.33 ft 1 10.77 10.77 1.77 +D+0.60W+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+0.70E+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 23.33 ft 1 4.79 4.79 0.79 +D+0.750L+0.750S+0.450W+H Dsgn. L = 23.33 ft 1 10.77 10.77 1.77 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 23.33 ft 1 10.77 10.77 1.77 +0.60D+0.60W+0.60H Dsgn. L = 23.33 ft 1 2.87 2.87 0.47 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-8 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 23.33 ft 1 2.87 2.87 0.47 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.4311 11.667 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.103 2.054 Overall MINimum +D+H 0.789 0.770 +D+L+H 0.789 0.770 +D+Lr+H 0.789 0.770 +D+S+H 2.103 2.054 +D+0.750Lr+0.750L+H 0.789 0.770 +D+0.750L+0.750S+H 1.775 1.733 +D+0.60W+H 0.789 0.770 +D+0.70E+H 0.789 0.770 +D+0.750Lr+0.750L+0.450W+H 0.789 0.770 +D+0.750L+0.750S+0.450W+H 1.775 1.733 +D+0.750L+0.750S+0.5250E+H 1.775 1.733 +0.60D+0.60W+0.60H 0.473 0.462 +0.60D+0.70E+0.60H 0.473 0.462 D Only 0.789 0.770 Lr Only L Only S Only 1.315 1.284 W Only E Only H Only Beam Analysis 1s201s200%2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remo te.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19. e31 . DESCRIPTION: 3-9 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 11.250 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 Span = 11.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 3.164 k-ft Maximum Shear = 1.125 k Load Combination +D+S+H Load Combination +D+S+H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.625 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.016 in 8621 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.025 in 5388 Max Upward Total Deflection 0.000 in 1508713 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Minx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 11.25 ft 1 3.16 3.16 1.13 +D+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+L+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+Lr+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+S+H Dsgn. L = 11.25 ft 1 3.16 3.16 1.13 +D+0.750Lr+0.750L+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+0.750L+0.750S+H Dsgn. L = 11.25 ft 1 2.67 2.67 0.95 +D+0.60W+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+0.70E+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 11.25 ft 1 1.19 1.19 0.42 +D+0.750L+0.750S+0.450W+H Dsgn. L = 11.25 ft 1 2.67 2.67 0.95 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 11.25 ft 1 2.67 2.67 0.95 +0.60D+0.60W+0.60H Dsgn. L = 11.25 ft 1 0.71 0.71 0.25 +0.60D+0.70E+0.60H Dsgn. L = 11.25 ft 1 0.71 0.71 0.25 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0251 5.681 0.0000 0.000 Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . y Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-9 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.125 1.125 Overall MINimum +D+H 0.422 0.422 +D+L+H 0.422 0.422 +D+Lr+H 0.422 0.422 +D+S+H 1.125 1.125 +D+0.750Lr+0.750L+H 0.422 0.422 +D+0.750L+0.750S+H 0.949 0.949 +D+0.60W+H 0.422 0.422 +D+0.70E+H 0.422 0.422 +D+0.750Lr+0.750L+0.450W+H 0.422 0.422 +D+0.750L+0.750S+0.450W+H 0.949 0.949 +D+0.750L+0.750S+0.5250E+H 0.949 0.949 +0.60D+0.60W+0.60H 0.253 0.253 +0.60D+0.70E+0.60H 0.253 0.253 D Only 0.422 0.422 Lr Only L Only S Only 0.703 0.703 W Only E Only H Only Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . y Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-10 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 10.750 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(O.422)1S(0703) D(0.12) S(0.2) D(0.0525) S(0.0875) Span = 10750 R Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 7.50 ft, Tributary Width = 3.50 ft, (ROOF) Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 7.50 -->> 10.750 ft, Tributary Width = 8.0 ft, (ROOF) Point Load : D = 0.4220, S = 0.7030 k @ 7.50 ft, (XL 3-9) DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 4.917 k-ft Maximum Shear = +D+S+H Load Combination Span # 1 Span # where maximum occurs 7.471 ft Location of maximum on span 0.020 in 6344 0.000 in 0 0.033 in 3965 0.000 in 1207430 +D+S+H Span # 1 10.750 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 10.75 ft 1 4.92 4.92 2.03 +D+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+L+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+Lr+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+S+H Dsgn. L = 10.75 ft 1 4.92 4.92 2.03 +D+0.750Lr+0.750L+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+0.750L+0.750S+H Dsgn. L = 10.75 ft 1 4.15 4.15 1.72 +D+0.60W+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+0.70E+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 10.75 ft 1 1.84 1.84 0.76 +D+0.750L+0.750S+0.450W+H Dsgn. L = 10.75 ft 1 4.15 4.15 1.72 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 10.75 ft 1 4.15 4.15 1.72 +0.60D+0.60W+0.60H Dsgn. L = 10.75 ft 1 1.11 1.11 0.46 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-10 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.75 ft 1 1.11 1.11 0.46 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0325 5.698 0.0000 0.000 Vertical Reactions ' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.181 2.034 Overall MINimum +D+H 0.443 0.763 +D+L+H 0.443 0.763 +D+Lr+H 0.443 0.763 +D+S+H 1.181 2.034 +D+0.750Lr+0.750L+H 0.443 0.763 +D+0.750L+0.750S+H 0.997 1.716 +D+0.60W+H 0.443 0.763 +D+0.70E+H 0.443 0.763 +D+0.750Lr+0.750L+0.450W+H 0.443 0.763 +D+0.750L+0.750S+0.450W+H 0.997 1.716 +D+0.750L+0.750S+0.5250E+H 0.997 1.716 +0.60D+0.60W+0.60H 0.266 0.458 +0.60D+0.70E+0.60H 0.266 0.458 D Only 0.443 0.763 Lr Only L Only S Only 0.738 1.271 W Only E Only H Only Beam Analysis 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remo te.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-12 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 13.50 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 4.101 k-ft Maximum Shear = 1.215 k Load Combination +D+S+H Load Combination +D+S+H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 6.750 ft Location of maximum on span 13.500 ft Maximum Deflection Max Downward Transient Deflection 0.029 in 5543 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.047 in 3464 Max Upward Total Deflection 0.000 in 970108 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # Summary of Moment Values (k-ft) Shear Values (k) M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 13.50 ft 1 4.10 4.10 1.22 +D+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+L+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+Lr+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+S+H Dsgn. L = 13.50 ft 1 4.10 4.10 1.22 +D+0.750Lr+0.750L+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+0.750L+0.750S+H Dsgn. L = 13.50 ft 1 3.46 3.46 1.03 +D+0.60W+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+0.70E+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 13.50 ft 1 1.54 1.54 0.46 +D+0.750L+0.750S+0.450W+H Dsgn. L = 13.50 ft 1 3.46 3.46 1.03 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 13.50 ft 1 3.46 3.46 1.03 +0.60D+0.60W+0.60H Dsgn. L = 13.50 ft 1 0.92 0.92 0.27 +0.60D+0.70E+0.60H Dsgn. L = 13.50 ft 1 0.92 0.92 0.27 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S+H 1 0.0468 6.818 Max. "+" Defl Location in Span 0.0000 0.000 Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . y Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-12 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.215 1.215 Overall MINimum +D+H 0.456 0.456 +D+L+H 0.456 0.456 +D+Lr+H 0.456 0.456 +D+S+H 1.215 1.215 +D+0.750Lr+0.750L+H 0.456 0.456 +D+0.750L+0.750S+H 1.025 1.025 +D+0.60W+H 0.456 0.456 +D+0.70E+H 0.456 0.456 +D+0.750Lr+0.750L+0.450W+H 0.456 0.456 +D+0.750L+0.750S+0.450W+H 1.025 1.025 +D+0.750L+0.750S+0.5250E+H 1.025 1.025 +0.60D+0.60W+0.60H 0.273 0.273 +0.60D+0.70E+0.60H 0.273 0.273 D Only 0.456 0.456 Lr Only L Only S Only 0.759 0.759 W Only E Only H Only Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . y Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-13 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 7.50 ft Area = 10.0 in12 Moment of Inertia = 100.0 inA4 D(0.457 S(0.76) D(0_03) S(0_05) D(0.12) S(0_2) Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 8.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 4.0 -->> 7.50 ft, Tributary Width = 2.0 ft, (ROOF) Point Load : D = 0.4570, S = 0.760 k @ 4.0 ft, (XL 3-12) DESIGN SUMMARY Maximum Bending = 3.720 k-ft M Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 3.975 ft Maximum Deflection Max Downward Transient Deflection 0.007 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.012 in Max Upward Total Deflection 0.000 in almum snear = l.b/Z K Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 12369 0 7727 2228537 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 7.50 ft 1 3.72 3.72 1.57 +D+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+L+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+Lr+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+S+H Dsgn. L = 7.50 ft 1 3.72 3.72 1.57 +D+0.750Lr+0.750L+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+0.750L+0.750S+H Dsgn. L = 7.50 ft 1 3.14 3.14 1.33 +D+0.60W+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+0.70E+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 7.50 ft 1 1.40 1.40 0.59 +D+0.750L+0.750S+0.450W+H Dsgn. L = 7.50 ft 1 3.14 3.14 1.33 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 7.50 ft 1 3.14 3.14 1.33 +0.60D+0.60W+0.60H Dsgn. L = 7.50 ft 1 0.84 0.84 0.35 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-13 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.50 ft 1 0.84 0.84 0.35 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0116 3.750 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.572 1.205 Overall MINimum +D+H 0.590 0.452 +D+L+H 0.590 0.452 +D+Lr+H 0.590 0.452 +D+S+H 1.572 1.205 +D+0.750Lr+0.750L+H 0.590 0.452 +D+0.750L+0.750S+H 1.326 1.017 +D+0.60W+H 0.590 0.452 +D+0.70E+H 0.590 0.452 +D+0.750Lr+0.750L+0.450W+H 0.590 0.452 +D+0.750L+0.750S+0.450W+H 1.326 1.017 +D+0.750L+0.750S+0.5250E+H 1.326 1.017 +0.60D+0.60W+0.60H 0.354 0.271 +0.60D+0.70E+0.60H 0.354 0.271 D Only 0.590 0.452 Lr Only L Only S Only 0.982 0.753 W Only E Only H Only Beam Analysis 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-31RD from Remote.eo6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-14 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.50 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(O.59) 4 (O.982) Span = 22.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 9.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 9.0 --» 22.50 ft, Tributary Width = 2.0 ft, (ROOF) Point Load : D = 0.590, S = 0.9820 k @ 9.0 ft, (XL 3-13) DESIGN SUMMARY Maximum Bending = 16.265 k- Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 9.000 ft Maximum Deflection Max Downward Transient Deflection 0.285 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.456 in Max Upward Total Deflection 0.002 in Imum snear = 2. /Ut K Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 948 60732 592 168598 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 22.50 ft 1 16.26 16.26 2.71 +D+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+L+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+Lr+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+S+H Dsgn. L = 22.50 ft 1 16.26 16.26 2.71 +D+0.750Lr+0.750L+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+0.750L+0.750S+H Dsgn. L = 22.50 ft 1 13.72 13.72 2.28 +D+0.60W+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+0.70E+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.50 ft 1 6.10 6.10 1.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.50 ft 1 13.72 13.72 2.28 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 22.50 ft 1 13.72 13.72 2.28 +0.60D+0.60W+0.60H Dsgn. L = 22.50 ft 1 3.66 3.66 0.61 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-14 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 22.50 ft 1 3.66 3.66 0.61 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.4558 10.800 0.0000 0.000 Vertical Reactions ' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.707 1.745 Overall MINimum +D+H 1.016 0.655 +D+L+H 1.016 0.655 +D+Lr+H 1.016 0.655 +D+S+H 2.707 1.745 +D+0.750Lr+0.750L+H 1.016 0.655 +D+0.750L+0.750S+H 2.284 1.472 +D+0.60W+H 1.016 0.655 +D+0.70E+H 1.016 0.655 +D+0.750Lr+0.750L+0.450W+H 1.016 0.655 +D+0.750L+0.750S+0.450W+H 2.284 1.472 +D+0.750L+0.750S+0.5250E+H 2.284 1.472 +0.60D+0.60W+0.60H 0.609 0.393 +0.60D+0.70E+0.60H 0.609 0.393 D Only 1.016 0.655 Lr Only L Only S Only 1.692 1.090 W Only E Only H Only Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Mwo 2005181200522_enercalc trib_190129-3RD from Remote.eo6 . y Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . DESCRIPTION: 3-15 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 8.250 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(1.016) 3(1.692) D(0.03) S(0.05) D(0.1875) S(0.3125) Span = 8250 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 --» 5.750 ft, Tributary Width =12.50 ft, (ROOF) Uniform Load: D = 0.0150, S = 0.0250 ksf, Extent = 5.750 --» 8.250 ft, Tributary Width = 2.0 ft, (ROOF) Point Load : D=1.016, S = 1.692 k @ 5.750 ft, (XL 3-14) DESIGN SUMMARY Maximum Bending = 7.420 k-ft Maximum Shear = 3.059 k Load Combination +D+S+H Load Combination +D+S+H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.445 ft Location of maximum on span 8.250 ft Maximum Deflection Max Downward Transient Deflection 0.019 in 5248 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.030 in 3279 Max Upward Total Deflection 0.000 in 971070 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 8.25 ft 1 7.42 7.42 3.06 +D+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+L+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+Lr+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+S+H Dsgn. L = 8.25 ft 1 7.42 7.42 3.06 +D+0.750Lr+0.750L+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+0.750L+0.750S+H Dsgn. L = 8.25 ft 1 6.26 6.26 2.58 +D+0.60W+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+0.70E+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 8.25 ft 1 2.78 2.78 1.15 +D+0.750L+0.750S+0.450W+H Dsgn. L = 8.25 ft 1 6.26 6.26 2.58 +D+0.750 L+0.750 S+0.52 50 E+H Dsgn. L = 8.25 ft 1 6.26 6.26 2.58 +0.60D+0.60W+0.60H Dsgn. L = 8.25 ft 1 1.67 1.67 0.69 +0.60D+0.70E+0.60H Beam Anal S IS 1s201s20051s2005013 - 22808 Edmonds Way Dlwo 2005181200522_enercalc trib_190129-3RD from Remote.ec6 . e31 y Software copyright ENERCALC, INC. 1983-2019, Build:12.19. . DESCRIPTION: 3-15 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.25 ft 1 1.67 1.67 0.69 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0302 4.290 0.0000 0.000 Vertical Reactions ' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.724 3.059 Overall MINimum +D+H 1.022 1.147 +D+L+H 1.022 1.147 +D+Lr+H 1.022 1.147 +D+S+H 2.724 3.059 +D+0.750Lr+0.750L+H 1.022 1.147 +D+0.750L+0.750S+H 2.298 2.581 +D+0.60W+H 1.022 1.147 +D+0.70E+H 1.022 1.147 +D+0.750Lr+0.750L+0.450W+H 1.022 1.147 +D+0.750L+0.750S+0.450W+H 2.298 2.581 +D+0.750L+0.750S+0.5250E+H 2.298 2.581 +0.60D+0.60W+0.60H 0.613 0.688 +0.60D+0.70E+0.60H 0.613 0.688 D Only 1.022 1.147 Lr Only L Only S Only 1.702 1.912 W Only E Only H Only SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 FWS - FOUNDATION WALL STEM Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 100 Roof 20 25 Wa112 15 Wall 10 Bearing Capacity 2000 WALL LINE C Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 22.5 Roof 450 0 562.5 1012.5 7.75 Wa112 116.25 0 0 116.25 22.5 Floor 270 900 0 1170 9.25 Wa112 138.8 0 0 138.75 14 Floor 168 560 0 728 8.25 Wa112 123.75 0 0 123.75 5 Fnd 500 0 0 500 Total 1766.75 1460 562.5 3789.25 Minimum Ft Width USE (in) Stress 1.894625 26 87% WALL LINE D WALL LINE B Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 23 Roof 460 0 575 1035 7.75 Wa112 116.25 0 0 116.25 23 Floor 276 920 0 1196 9.25 Wall 92.5 0 0 92.5 18 Floor 216 720 0 936 8.25 Wall 82.5 0 0 82.5 5 Fnd 500 0 0 500 Total 1743.25 1640 575 3958.25 Minimum Ftg Width USE (in) Stress 1.979125 26 91% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 12 Roof 240 0 300 540 7.75 Wall 77.5 0 0 77.5 15 Floor 180 600 0 780 9.25 Wall 92.5 0 0 92.5 15 Floor 180 600 0 780 8.25 Wall 82.5 0 0 82.5 5 Fnd 500 0 0 500 Total 1352.5 1 1200 1 300 2852.5 Minimum Ft Width USE (in) Stress 1.42625 20 86% FWS - FOUNDATION WALL STEM (Continued) WALL LINE G WALL LINE 1 Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 11.5 Roof 230 0 287.5 517.5 7.75 Wall 77.5 0 0 77.5 11.5 Floor 138 460 0 598 9.25 Wall 92.5 0 0 92.5 3 Floor 36 120 0 156 8.25 Wall 82.5 0 0 82.5 5 Fnd 500 0 0 500=] Total 1156.5 580 287.5 2024 Minimum Ft Width USE (In) Stress 1.012 16 76% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 5 Roof 100 0 125 225 7.75 Wall 77.5 0 0 77.5 0.667 Floor 8.004 26.68 0 34.684 9.25 Wall 92.5 0 0 92.5 0.667 Floor 8.004 26.68 0 34.684 8.25 Wall 82.5 0 0 82.5 5 Fnd 500 0 0 500 Total 868.508 L53.36 1 125 11046,8678 Minimum Ft Width USE (In) Stress 0.523434 16 39% FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf -F COWW FTG FOXING, TYPICAL N T,S FrGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH LENGTH THICKNESS LONGITUDE TRANSVERSE (Transverse) (Longitude) F2 2'-0" 2'-0" toll (3) #4's (3) #4's Total Load 8,000 A - B ---a- C FRMG HORIZ VERT 2" COVER @ VERT & DOWEL CONCRETE WALL DOWEL W/ 900 HOOK EXTENDED TO TOE CONCRETE SLAB H CONCRETE FOOTING D 3" COVERCONT �\ -III= I I -I BRG SOIL DRAINAGE PER CODE FWC I FOUNDATION WALL - CANTILEVER SCHEDULE ACI 318-14 FWCB ( 45 2000 0) ( S ) DIMENSIONS ID H A B C D (FT -IN) (IN) (IN) (IN) (IN) 4 4-0 12 8 8 10 5 5-0 20 8 8 10 6 6-0 28 8 8 10 7 7-0 24 8 16 10 8 8-0 34 8 16 10 9 9-0 44 8 16 12 10 10-0 44 10 16 12 11 11-0 56 10 18 12 12 12-0 62 10 22 14 REINFORCEMENT *1 ID DOWEL *2 LAP (IN) VERT *2 HORIZ CONT 4 #4 @ 10 32 #4 @ 10 #4 @ 12 #4 @ 10 5 #4 @ 10 32 #4 @ 10 #4 @ 12 #4 @ 10 6 #4 @ 6 32 #4 @ 12 #4 @ 12 #4 @ 10 7 #5@8 40 #5@16 #4@12 #4@10 8 #5@6 40 #5@12 #4@12 #4@10 9 #5@5 40 #5@10 #4@12 #4@9 10 #5@5 40 #5@10 #4@10 #4@9 11 #5@4 40 #5@8 #4@10 #4@9 12 #5@4 40 #5@4 #4@10 #4@6 *NOTES: 1 Clear cover requirements (3" to soil, 2" to forms in all other locations) 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used N.T.S. FWCB 4' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = Wall height above soil = Slope Behind Wall = 4.00 ft 0.00 ft 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.72 OK Slab Resists All Sliding ! Total Bearing Load = 985 Ibs ...resultant ecc. = 6.53 in Soil Pressure @ Toe = 1,055 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,477 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.8 psi OK Footing Shear @ Heel = 5.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 525.6 Ibs Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi = 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 1.67 1.67 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 10.00 10.00 10.00 5.75 i 5.75 i Edge 0.026 0.026 0.130 195.4 195.4 576.0 151.8 151.8 768.0 5,904.1 5,904.1 5,904.1 psi = 2.8 2.8 8.3 psi = 75.0 75.0 75.0 in2 = in = 5.75 5.75 5.75 psi = psi = psf = 100.0 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 4' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.0062 in2/ft (4/3) * As : 0.0083 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0062 in2/ft (4/3) * As : 0.0083 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.447 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0314 in2/ft (4/3) * As : 0.0419 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,477 0 psf Total Footing Width = 2.33 Mu': Upward = 607 1 ft-# Footing Thickness = 10.00 in Mu': Downward = 75 151 ft-# Mu: Design = 532 149 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.84 5.59 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.50 in Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 4' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 525.6 1.61 846.8 Soil Over Heel = 293.2 2.00 586.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 525.6 O.T.M. 846.8 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions = _ = Footing Weighi = 291.6 1.17 340.2 Resisting/Overturning Ratio = 1.72 Key Weight = Vertical Loads used for Soil Pressure = 984.8 Ibs Vert. Component = 2.33 Total = 984.8 Ibs R.M.= 1,459.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 4' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = Wall height above soil = Slope Behind Wall = 4.00 ft 0.00 ft 0.00 Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.30 Ratio Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 33.833 Total Seismic Force = 163.528 Stem Construction Design Height Above Ftg ft = < 1.5! Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 985 Ibs ...resultant ecc. = 9.90 in Soil Pressure @ Toe = 1,922 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,691 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.1 psi OK Footing Shear @ Heel = 5.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 640.1 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi = 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 1.67 1.67 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 10.00 10.00 10.00 5.75 i 5.75 i Edge 0.041 0.041 0.176 274.3 274.3 711.3 243.6 243.6 1,038.7 5,904.1 5,904.1 5,904.1 psi= 4.0 4.0 10.3 psi = 75.0 75.0 75.0 in2 = in = 5.75 5.75 5.75 psi = psi = psf = 100.0 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 4' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.01 in2/ft (4/3) * As : 0.0133 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.01 in2/ft (4/3) * As : 0.0133 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.447 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0425 in2/ft (4/3) * As : 0.0567 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,691 0 psf Total Footing Width = 2.33 Mu': Upward = 908 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 75 151 ft-# Mu: Design = 833 151 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.09 5.79 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.50 in Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 4' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 525.6 1.61 846.8 Soil Over Heel = 293.2 2.00 586.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 114.5 2.42 276.6 Soil Over Toe = = Surcharge Over Toe = Total 640.1 O.T.M. 1,123.5 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions = _ = Footing Weighi = 291.6 1.17 340.2 Resisting/Overturning Ratio = 1.30 Key Weight = Vertical Loads used for Soil Pressure = 984.8 Ibs Vert. Component = 2.33 Total = 984.8 Ibs R.M.= 1,459.8 If seismic is included, the OTM and sliding ratios ' Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.092 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 5' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = Wall height above soil = Slope Behind Wall = 5.00 ft 0.00 ft 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.71 OK Slab Resists All Sliding ! Total Bearing Load = 1,241 Ibs ...resultant ecc. = 7.84 in Soil Pressure @ Toe = 977 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,368 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 14.7 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 765.6 Ibs Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi = 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 1.67 1.67 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 10.00 10.00 10.00 5.75 i 5.75 i Edge 0.111 0.111 0.375 399.2 399.2 900.0 443.1 443.1 1,500.0 4,004.1 4,004.1 4,004.1 psi= 5.8 5.8 13.0 psi = 75.0 75.0 75.0 in2 = in = 5.75 5.75 5.75 psi = psi = psf = 100.0 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 40,000.0 40,000.0 40,000.0 5' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.0272 in2/ft (4/3) * As : 0.0363 in2/ft 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 1.1684 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0272 in2/ft (4/3) * As : 0.0363 in2/ft 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 1.1684 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0921 in2/ft (4/3) * As : 0.1227 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,368 0 psf Total Footing Width = 3.00 Mu': Upward = 1,485 1 ft-# Footing Thickness = 10.00 in Mu': Downward = 208 180 ft-# Mu: Design = 1,277 179 ft-# Key Width = 0.00 in Actual 1-Way Shear = 14.65 6.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 8.00 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.50 in Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 5' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 765.6 1.94 1,488.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 765.6 O.T.M. 1,488.7 Resisting/Overturning Ratio = 1.71 Vertical Loads used for Soil Pressure = 1,241.5 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 366.5 2.67 977.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 500.0 2.00 1,000.2 Earth @ Stem Transitions = Footing Weighi = 375.0 1.50 562.5 Key Weight = Vert. Component = 3.00 Total = 1,241.5 Ibs R.M.= 2,540.0 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 5' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = Wall height above soil = Slope Behind Wall = 5.00 ft 0.00 ft 0.00 Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.29 Ratio Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 40.833 Total Seismic Force = 238.194 Stem Construction Design Height Above Ftg ft = < 1.5! Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 1,241 Ibs ...resultant ecc. = 12.54 in Soil Pressure @ Toe = 1,819 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,546 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 21.2 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 932.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data f'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi = 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 1.67 1.67 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 10.00 10.00 10.00 5.75 i 5.75 i Edge 0.113 0.113 0.341 535.2 535.2 1,104.2 669.5 669.5 2,010.4 5,904.1 5,904.1 5,904.1 psi= 7.8 7.8 16.0 psi = 75.0 75.0 75.0 in2 = in = 5.75 5.75 5.75 psi = psi = psf = 100.0 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 5' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.0274 in2/ft (4/3) * As : 0.0365 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0274 in2/ft (4/3) * As : 0.0365 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.639 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0823 in2/ft (4/3) * As : 0.1097 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,546 0 psf Total Footing Width = 3.00 Mu': Upward = 2,106 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 208 180 ft-# Mu: Design = 1,898 180 ft-# Key Width = 0.00 in Actual 1-Way Shear = 21.20 6.92 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.50 in Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 5' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 765.6 1.94 1,488.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 166.7 2.92 486.3 Total 932.4 O.T.M. 1,975.0 Resisting/Overturning Ratio = 1.29 Vertical Loads used for Soil Pressure = 1,241.5 Ibs Soil Over Heel = 366.5 2.67 977.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 500.0 2.00 1,000.2 Earth @ Stem Transitions = Footing Weighi = 375.0 1.50 562.5 Key Weight = Vert. Component = 3.00 Total = 1,241.5 Ibs R.M.= 2,540.0 If seismic is included, the OTM and sliding ratios ' Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt 11 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.084 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 6' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.63 OK Slab Resists All Sliding ! Total Bearing Load = 1,498 Ibs ...resultant ecc. = 9.88 in Soil Pressure @ Toe = 989 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,385 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.1 psi OK Footing Shear @ Heel = 7.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,050.6 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf= Short Term Factor = 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 1.67 1.67 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 12.00 6.00 6.00 5.75 i 5.75 i Edge 0.209 0.109 0.422 717.1 717.1 1,377.0 1,035.1 1,035.1 2,754.0 4,962.6 9,500.4 6,522.4 10.4 10.4 20.0 75.0 75.0 75.0 5.75 5.75 5.75 100.0 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 40,000.0 6' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.0424 in2/ft (4/3) * As : 0.0565 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0424 in2/ft (4/3) * As : 0.0565 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.4 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.831 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.169 in (4/3) * As : 0.2254 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.2254 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.33 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,385 0 psf Total Footing Width = 3.67 Mu': Upward = 2,801 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 476 244 ft-# Mu: Design = 2,325 244 ft-# Key Width = 0.00 in Actual 1-Way Shear = 20.13 7.63 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.50 in Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 6' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,050.6 2.28 2,393.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,050.6 O.T.M. 2,393.1 Resisting/Overturning Ratio = 1.63 Vertical Loads used for Soil Pressure = 1,498.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 439.8 3.33 1,465.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 2.67 1,599.8 Earth @ Stem Transitions = Footing Weighi = 458.3 1.83 840.0 Key Weight = Vert. Component = 3.67 Total = 1,498.0 Ibs R.M.= 3,905.5 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 6' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.23 Ratio Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 47.833 Total Seismic Force = 326.861 Stem Construction Design Height Above Ftg ft = < 1.5! Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 1,498 Ibs ...resultant ecc. = 16.14 in Soil Pressure @ Toe = 2,048 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,867 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 24.7 psi OK Footing Shear @ Heel = 7.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,279.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf= Short Term Factor = 3rd Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 1.67 1.67 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 12.00 6.00 6.00 5.75 i 5.75 i Edge 0.299 0.156 0.381 924.3 924.3 1,664.0 1,483.5 1,483.5 3,615.0 4,962.6 9,500.4 9,500.4 13.4 13.4 24.1 75.0 75.0 75.0 5.75 5.75 5.75 100.0 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 6' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.0607 in2/ft (4/3) * As : 0.0809 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.0607 in2/ft (4/3) * As : 0.0809 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.4 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.831 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1479 in2/ft (4/3) * As : 0.1972 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1972 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.33 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,867 0 psf Total Footing Width = 3.67 Mu': Upward = 3,870 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 476 244 ft-# Mu: Design = 3,394 244 ft-# Key Width = 0.00 in Actual 1-Way Shear = 24.67 7.63 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm: 3.50 in Toe: #4@ 13.56 in, #5@ 21.02 in, #6@ 29.83 in, #7@ 40.68 in, #8@ 53.56 in, #9@ 6 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 6' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,050.6 2.28 2,393.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 228.8 3.42 781.7 Total 1,279.4 O.T.M. 3,174.8 Resisting/Overturning Ratio = 1.23 Vertical Loads used for Soil Pressure = 1,498.0 Ibs Soil Over Heel = 439.8 3.33 1,465.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 2.67 1,599.8 Earth @ Stem Transitions = Footing Weighi = 458.3 1.83 840.0 Key Weight = Vert. Component = 3.67 Total = 1,498.0 Ibs R.M.= 3,905.5 If seismic is included, the OTM and sliding ratios ' Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt 11 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.093 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 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 Stud Wall Loads Dead, D 646 Live, L 820 Snow, S 288 Of Of Of Wall Stud Calculation Location Wall Line: D 1 Story: 1 • Gravity Loading: Controling Combo: D + 0.75L + 0.75(0.6W) + 0.75S Job#I S20xxxxx Date: 7/1/2020 Load: Load Duration: 1477 plf CD = 1.60 1969 /b per stud Wind Loading? Yes Exposure Category B GCP; 0.18 Topographic Factor Kt - 1.00 Kz 0.70 Height Above Ground h = 10 ft Kd 0.85 ASCE7 C&C Case 4 V 110 mph C&C Wind Pressure W = 23.4 psf IBC min 5 psf *Design Values Studs 2x4 Fc„ Fb E Species HF#2 1300 850 1300000 psi Stud Spacing 16 in oc Plies 2 Fc*=(CF)(C;)Fcii= 1495 psi Stud Height 8.167 ft ->CP= 0.30 Pressure Treated? No Fc=(CP)(Fc*)= 453 psi Weak Yes Bracing: Strong No Fb*=(CF)(C,)(Ci)Fb= 1466 psi -Slenderness: b = 1.5 in l = 28.0 < 50 OK d = 3.5 in Ratio: 56% 4 SW1 -Deflection: p —_ = 0.094 in L / 1041 L / 240 OK 384EI Ratio: 23% •Plate Crushing: Fc_ = 405 psi fc = 186 psi OK ->Cb= 1.13 Fc'_ = 456 psi 41% -Axial Fc = 453 psi fc = 186 psi OK ->CD= 1.00 Fc' = 453 psi 41% *Bending Fb = 1466 psi fb = 510 psi OK ->CD= 1.60 Fb' = 2346 psi 22% -Combined Axial & Bending: fc = 167 psi Unity Equation: f z fb OK Fc' = 725 psi IN (3.9-3) + Ratio: 38% fb = 510 psi F ` F�b(1 FfE1) Fb' = 2346 psi ->CD= 1.60 • Connection R = 98 lb OK ->CD= 1.00 2-16d Ra = 163 lb 60% Use HF#2 2 - 2x4 @ 16 in oc HTB - HOLDOWN TO BEAM Location Wall Line: 2 Story: 1 Wind Uplift (0.6W) 930 Seismic Uplift (0.7E) 7760 Service Load 0 Beam Species PSL Beam Width 5.25 Beam Depth 14 Ibs Ibs Ibs in in Beam Bearing Capacity 625 psi Required Bearing Area 12.42 in` Holdown IHDU11 Bearing Plate ICustom Custom Bearing Plate Bearing Capacity: Plate Thickness: Shear Reduction Due to Drilled Hole: WALL PER PLAN DRILL THROUGH FRAMING A5 REQ'D HOLDOWN PER PLAN BEAM PER BEARING PLATE PLAN PER PLAN nBHOLDOWN ANCHOR TO BEAM N.T.S. 0 in A.B. Width Length Area Ca acit Stress N/A I N/A I N/A I N/A I N/A I N/A A.B. Width Length Area Capacity Stress 1 1 4.0 1 4.0 1 15.0 1 9379 1 83% t Fy Fb Fy/Q Stress 0.375 1 36000 1 10347 1 22500 1 46% Width Hole 5.25 1.125 in Stress limited to: 79% shear capacity at location of holdown OK OK