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REVIEWED BLD2020-1343+Structural_Calculations+12.8.2020_4.02.29_PMBLD2020-1343 RECEIVED Dec 14 2020 CITY OFEDMONDS SOUND STRUCTURAL SOLUTIONS DEVELOPMENT SERVICES DEPARTMENT 5001 E N G I N E E R 5 Client Michel Design Rob Michel PO Box 1215 Lynnwood, WA 98046 2069302445 phone rwmichel@nwlink.c email SSS # 1 s2009O29 Project 7824175th St SW Identification Michel Design (2069302445) WAC 196-23-070 Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations 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 SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 7824 175th St SW Edmonds, Washington 98026 U Wind ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 169.85 ft (NAVD 88) Risk Category: II Latitude: 47.840793 Soil Class: D - Stiff Soil Longitude:-122.341118 1. �..' -1 ! : I'LL �" b : I--, I m,s Mukiltee � — L Vr''x ootl Ed I 7 I• . E oll;ell . �r. cli i. �, lili.. ken �rc nnAin•�iM L,. Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Thu Sep 24 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.online/ Page 1 of 3 Thu Sep 24 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.299 SIDS 0.866 S, 0.51 So, 0.51 Fa 1 TL 6 Fv 1.5 PGA: 0.533 SMs 1.299 PGA M : 0.533 SM, 0.765 FPGA 1 le : 1 Seismic Design Category D 1.4 MCER Response Spectrum 1.2 1.0 • • 0.8 0.6 0-4 0.2 0 - Sal(g) vs T(s) 0-9 0-8i 07 i 0-6 0-5 0.4 0.3 0.2 0.1 us - 0 7 0 Design Response Spectrum a = Sa(g) vs T(s) Data Accessed: Thu Sep 24 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Thu Sep 24 2020 -ASCE® ZERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -parry content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu Sep 24 2020 00 ROUGHNESSSURFACE b n 50" 21'6 330y <- �•� _ Rojo 7824 nsth St 5W ElereLon O, 131. 276It 162%-1 YT Gooqle Earth A N Topographic Effects Distances below are measured from the base. Crest elev: 276 dist: 2173 Site elev: 187 dist: 1344 H/2 elev: 138 dist: 822 Base elev: 0 dist: 0 UPwieVo I I -\ DOWNw«O L� Exposure Category D Height above local ground z= 25 ft Location Relative to Crest Downwd Hill Shape 2-D Esc Height of Hill H= 276 ft -2p910CE �D AK 1 5Vn1 Distance upwind of the crest to where the Lh= 1351 ft difference in ground elevation is half of the height of the hill. x= 829 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Kzt= 1.34 K1= 0.19 K2= 0.85 K3= 0.95 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.20 True H = 276 True Kzt= 1.34 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS ORIGINAL STRUCTURE 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2009029 Number of Diaphragms Code General Design Criteria 2 15 SBC 2015 Seattle Building code & 2010 ASCE7 Design Loads s 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 Period Parameters HF OSB 16" oc II 2010 Envelope Procedure 110 mph D D Kzt: 1.34 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.299 Sl .51 TL 6 SDS 0.87 SDI 0.51 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.133 0.133 17248 17633 �0 2.5 Cd 4 0.020 h sx 0.02 Ct sec. tan 0.75 x _SSSlateral(Original Building)_200721_APl.xlsm DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 27.5 ft Eave Height 20 ft Mean Roof Height, h 23.75 ft Least Horizontal Dimension, LHD 48.75 ft Transverse Direction B Dimension 48.75 ft L Dimension 73.25 ft End Zone, 2a 9.75 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 675 sq ft Iscl ft 1 457 sq ft Isq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 675 sq ft 0 sq ft 1 457 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 73.25 ft L Dimension 48.75 ft End Zone, 2a 9.75 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 879 sq ft sq ft 1 586 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 879 sq ft 0 sq ft 1 586 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.34 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 1.14 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 40.05 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelope Procedure Direction Transverse Longitudinal SUM 34455 43217 Load Case 1 1 2 20545 25930 1 13910 17287 _SSSlateral(Original Building)_200721_APl.xlsm WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 7.5 (Ibs) 2 Roof 1 Mass (Ibs) area (ft) 3198 47970 unit weight (psf) 15 trans - w, 53924 long - wX 56808 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 10 7 long -wall (ft) Wall 2 Wall Mass (Ibs) 98 49 11907 unit weight (psf) 10 7 Wall 2 146 Wall 72 Mass (Ibs) 17676 Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Rf Deck 1 Mass (Ibs) area (ft) 3198 379 45956 unit weight (psf) 12 20 trans - w, 75539 long - w,( 75539 Walls height (ft) 9 trans -wall (ft) <—> unit weight (psf) 10 7 long -wall (ft) Wall 2 Wall Mass (Ibs) 98 49 11907 unit weight (psf) 10 7 Wall 2 146 Wall 72 Mass (Ibs) 17676 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 153092 153092 _SSSlateral(Original Building)_200721_APl.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.299 Fa 1.000 Sps 0.87 S, .51 Fv 1.500 Spy 0.51 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= 0.234 sec 0.234 sec hn= 26.5 ft TL = 6 sec Transverse Longitudinal CS = 0.133 0.133 Ibs EQ 12.8-2 (Maximum) CS = 0.336 0.336 Ibs EQ 12.8-3 / 8.4 (Minimum) CS = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) CS = 0.039 0.039 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 2 6.5 0.133 53924 7184 6.5 0.133 56808 7569 1 6.5 0.133 75539 10064 6.5 0.133 75539 10064 Base Shear, ht Vertical Distributionof Seismic Forces Transverse V = 17248 Ibs k= 1.00 Longitudinal V = 17633 Ibs Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 2 26.5 62762 1663180 0.688 62762 1663180 0.688 1 10 75539 755390 0.312 75539 755390 0.312 2418570 2418570 Diaphragm Transverse 2 11861 Ibs 1 5387 Ibs sum 17248 Longitudinal 12125 Ibs 5507 Ibs sum 17633 XPEVDS _SSSlateral(Original Building)_200721_APl.xlsm EF Allowable Stress Design Loads 2010 Envelope Procedure Wind Load Combination 0.61D+0.6W+H % of DL used in OT 60% Wind Design Loads FX Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 12327 15558 1 8346 10372 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, FX P = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 10794 11034 1 4902 5012 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, VX Total force in the diaphragm above story (x), pounds (Ibs) % Percent of Vx tributary to the shearwalls (SW) in the wall line VDx Force from the diaphragm above that transfers to the SW's, Ibs VTx+l Force from the SW's above that transfers to the SW's, Ibs VTX Total force in the SW's (VDx + VTx,1), Ibs L Total length of SW's (7- w), feet (ft) V Linear force in the SW's (VTx/L), pounds per foot (plf) VF Max Tx VS w h dr d r, df dfa Twx+1 Twx Tex,, Tex Greater of v induced by wind or earthquake, plf M 12.3.4.2 Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs _SSSlateral(Original Building)_200721_APl.xlsm DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND SEISMIC VTx 5253 3079 Wood Shrinkage v 216 126 v, amp'd 216 126 Cntrl'g 154 Max Tx 1479 769 A (in) 0.248 0.095 0.95 10% 137 80 3.71 9 1129 640 1.00 20% 169 99 6.29 9 1352 756 1.00 70% 1 216 126 17.08 9 1 1479 1 769 L VF VS 27.08 216 154 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4947 5851 Wood Shrinkage v 164 194 v, amp'd 164 194 Cntrl'g 194 Max Tx 866 1167 A (in) 0.175 0.139 1.00 89% 164 194 26.79 9 752 1167 1.00 11 % 1 111 132 5.00 9 866 1076 L VF VS 31.79 194 194 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 2 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2127 1864 Wood Shrinkage v 103 90 v, amp'd 103 90 Cntrl'g 90 Max Tx 706 635 A (in) 0.136 0.079 1.00 27% 94 82 6.08 9 680 609 1.00 34% 1 100 87 1 7.33 9 700 629 1.00 39% 103 90 8.04 9 706 635 L VF VS 21.46 103 90 _SSSlateral(Original Building)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 1 Trans --- % vw VE W h dr dre df dfa Twx+j Twx Tex+1 Tex WIND E-QUAKE VTx 8929 4611 Wood Shrinkage v 932 481 v, amp'd 932 481 Cntrl'g 666 Max Tx 9609 4895 A (in) 1.290 0.438 1.00 100% 932 481 9.58 9 1479 9609 769 4895 L VF VS 9.58 932 666 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 8221 8575 Wood Shrinkage v 256 267 v, amp'd 256 267 Cntrl'g 267 Max Tx 2302 2878 A (in) 0.282 0.197 1.00 100% 256 267 32.13 9 866 2302 1167 2878 L VF VS 32.13 267 267 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 1 1 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3522 2510 Wood Shrinkage v 118 84 v, amp'd 118 84 Cntrl'g 85 Max Tx 1414 1111 A (in) 0.154 0.074 1.00 41 % 116 83 12.46 9 706 1414 635 1111 1.00 46% 1 118 84 13.79 9 706 1399 635 1098 1.00 13% 89 63 5.00 1 9 706 1 1368 635 1 1096 L VF Vs 31.25 118 85 _SSSlateral(Original Building)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 2 1 Long --- % V W V E w h dr dra df dfa Twx+j Twx Tex+1 Tex WIND E-QUAKE VTx 2513 992 Wood Shrinkage v 72 29 v, amp'd 72 29 Cntrl'g 52 Max Tx 319 71 A (in) 0.075 0.017 1.00 10% 50 20 5.00 9 319 71 1.00 28% 64 25 11.07 9 280 -10 1.00 62% 72 29 21.42 9 1 1 72 1 -204 L VF v5 37.49 72 52 Tributary Dead Loads WIND • VTx I 1878Wood Shrinkage I • • 218 150Cntrl'g 155 Max Tx 1621 1083 A 0.266 0.120 11 11', �� MM MM-- _M _ 1: 1 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+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3958 3159 Wood Shrinkage v 227 181 v, amp'd 227 181 Cntrl'g 181 Max Tx 1575 1257 A (in) 0.261 0.138 1.00 100% 227 181 17.42 9 1575 1257 L VF vs 17.42 227 181 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+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4562 3850 Wood Shrinkage v 480 405 v, amp'd 480 405 Cntrl'g 405 Max Tx 4114 3481 A (in) 0.676 0.376 1.00 81 % 480 405 7.67 9 4114 3481 0.85 19% 1 316 266 2.79 9 2765 2336 L VF VS 10.46 480 405 _SSSlateral(Original Building)_200721_APl.xlsm 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 1805 1155 Wood Shrinkage v 51 33 v, amp'd 51 33 Cntrl'g 36 Max Tx 142 44 A (in) 0.055 0.022 1.00 33% 50 32 11.83 9 127 31 1.00 38% 1 51 33 13.38 9 97 5 1.00 30% 49 31 11.00 9 142 44 L VF VS 36.21 51 36 _SSSlateral(Original Building)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 1 Long --- % vw V E w h dr dra df dfa Twx+j Twx Tex+1 Tex WIND E-QUAKE VTx 4078 1485 Wood Shrinkage v 165 60 v, amp'd 165 60 Cntrl'g 118 Max Tx 1236 342 A (in) 0.187 0.042 1.00 14% 115 42 5.00 9 319 1223 71 342 1.00 86% 165 60 21.17 9 319 1236 71 157 L VF vs 26.17 165 118 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 1 Long --- % V W V E w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4414 2770 Wood Shrinkage v 354 222 v, amp'd 354 222 Cntrl'g 253 Max Tx 4474 2816 A (in) 0.479 0.199 1.00 100% 354 222 12.46 9 1621 4474 1083 2816 L VF Vs 12.46 354 253 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 1 1 Long --- % vw V E w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 6423 4547 Wood Shrinkage v 202 143 v, amp'd 202 143 Cntrl'g 144 Max Tx 2894 2169 A (in) 0.254 0.119 1.00 60% 202 143 19.17 9 1575 2876 1257 2132 1.00 24% 1 174 123 1 9.00 9 1575 2894 1257 2169 1.00 15% 156 110 6.33 9 1575 2808 1257 2115 L VF vs 34.50 202 144 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 1 Long --- % vw V E w h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 7404 5564 Wood Shrinkage v 610 458 v, amp'd 610 458 Cntrl'g 458 Max Tx 9401 7445 A (in) 1.045 0.529 1.00 61 % 610 458 7.38 9 4114 9401 3481 7445 1.00 39% 545 410 5.33 9 4114 8879 3481 7055 L VF VS 12.71 610 458 _SSSlateral(Original Building)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 1 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3610 1679 Wood Shrinkage v 120 56 v, amp'd 120 56 Cntrl'g 86 Max Tx 834 299 A (in) 0.137 0.040 1.00 21 % 99 46 7.50 9 142 834 44 298 1.00 59% 1 120 56 1 17.67 9 142 748 44 167 1.00 20% 99 46 7.46 9 142 833 44 299 L VF VS 32.63 120 86 _SSSlateral(Original Building)_200721_APl.xlsm FIR Shear Transfer Connections XPSTC Fasteners and Spacing �, � � � � � N � � ,N-i ~ U 3 __ N �, Y u ,^ 'J ,� � � N 2x Plates 3x Plates 3 vi rl � � u cn u � ,� � Q l0 '—' u X X X X � � � ¢ 2 J _ � i t {A � o � � = o � � � (n N CO CO Q�. CO Ol Q,-. pp � a u pp � a u _ z -a a ca � � p _ O � o n � �� � � � °� � °� ra � ra � R � '-' � a Q n Q B a g -a � -a � -a � b v�'i in � � � B E in � �_ � � � � \ a � a Y.I '� � � � � ,-1 �n ,--� �n A 150 11 32 9 44 67 43 8 35 16 85 75 110 B 207 8 23 32 48 31 6 25 12 50 54 79 265 6 18 25 38 24 4 19 9 35 42 62 C 332 5 14 20 30 19 3 15 7 26 34 49 350 4 13 19 28 18 3 15 7 25 32 47 450 3 10 14 22 14 2 11 5 18 25 36 D 600 2 8 11 16 10 2 8 4 13 18 27 E 780 2 6 8 12 8 1 6 3 9 14 21 17 26 900 1.5 5.0 7 11 7 1 5 2 8 12 18 15 22 F 935 1.5 5.0 7 10 6 1 5 2 8 12 17 14 21 1190 1.0 4.0 5.5 8 5 1 4 2 6 9 13 11 17 1250 1.0 3.5 5 8 5 1 4 2 5 9 13 11 16 1500 1.0 3.0 4 6.5 4 0 3 1 4 7 11 9 13 1750 0.5 2.5 3.5 5.5 3.5 0 3 1 4 6 9 8 11 2000 0.5 2.0 3 5 3 0 2 1 3 5 8 7 10 Shearwall Capacities from SDPWS-2015 Table 4.3A � Tabulated MINIMUM NOMINAL Adjusted 3 s PANEL THICKNESS Nail or Staple size value for HF @ Ga ° � (inch) based 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 g 456 7/16" 8d @ 3"oc 490 456 28 2 595 7/16" 8d @ 2"oc 640 595 42 44 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 44 911 7/16" BOTH SIDES 8d @ 3"oc 980 911 56 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 84 1432 15/32" BOTH SIDES 10d @ 2"oc 1540 1432 104 1618 19/32" BOTH SIDES 10d @ 2"oc 1740 1618 96 2139 Custom Custom 2300 2139 0 2232 Custom Custom 2400 2232 0 2325 Custom Custom 2500 2325 0 Wg 1620 Simpson Strong Wall WSW18x8 1620 1620 ### pF 558 APA Portal Frame See Detail PF 600 558 0 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... _SSSlateral(Original Building)_200721_APl.xlsm ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs fora 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an F1 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs fora 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 [pgii 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 600p1f 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 fora 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 600p1f 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 fora 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 [pgll NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs fora 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] _SSSlateral(Original Building)_200721_APl.xlsm ST Shear Wall Summary JU, ,.. Width SW VF Rio Stressed vs Rio Stressed Notes 1 2 27.08 A 6 216 144% 154 64% NA EXISTING SHEARWALL FOR COMP. ONLY 2 2 31.79 A 6 194 129% 194 80% NA EXISTING SHEARWALL FOR COMP. ONLY 3 2 21.46 A 6 103 68% 90 37% NA EXISTING SHEARWALL FOR COMP. ONLY A 2 37.49 A 6 72 48% 52 21% NA EXISTING SHEARWALL FOR COMP. ONLY B 2 12.50 A 6 218 145% 155 64% NA EXISTING SHEARWALL FOR COMP. ONLY C 2 17.42 A 6 227 151% 181 75% NA EXISTING SHEARWALL FOR COMP. ONLY D 2 10.46 A 6 480 320% 405 168% NA EXISTING SHEARWALL FOR COMP. ONLY E 2 36.21 A 6 51 34% 36 15% �NA EXISTING SHEARWALL FOR COMP. ONLY 1 1 9.58 A 6 932 621% 666 275% NA EXISTING SHEARWALL FOR COMP. ONLY 2 1 32.13 A 6 267 178% 267 110% NA EXISTING SHEARWALL FOR COMP. ONLY 3 1 31.25 A 6 118 79% 85 35% NA EXISTING SHEARWALL FOR COMP. ONLY A 1 26.17 A 6 165 110% 118 49% NA EXISTING SHEARWALL FOR COMP. ONLY B 1 12.46 A 6 354 236% 253 105% NA EXISTING SHEARWALL FOR COMP. ONLY C 1 34.50 A 6 202 135% 144 60% NA EXISTING SHEARWALL FOR COMP. ONLY D 1 12.71 A 6 610 406% 458 189% NA EXISTING SHEARWALL FOR COMP. ONLY E 1 32.63 A 6 120 80% 86 36% NA EXISTING SHEARWALL FOR COMP. ONLY Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR _SSSlateral(Original Building)_200721_APl.xlsm SW Holdown Summary J a (n Uplift W Uplift E Holdown 1 2 1479 769 2 2 866 1167 3 2 706 635 A 2 319 71 B 2 1621 1083 C 2 1575 1257 D 2 4114 3481 E 2 142 44 1 1 9609 4895 2 1 2302 2878 3 1 1414 1111 A 1 1236 342 B 1 4474 2816 C 1 2894 2169 D 1 9401 7445 E 1 834 299 Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall _SSSlateral(Original Building)_200721_APl.xlsm SW SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS PROPOSED STRUCTURE 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2009029 Number of Diaphragms Code General Design Criteria 2 15 SBC 2015 Seattle Building code & 2010 ASCE7 Design Loads s 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 Desian 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 Period Parameters HF OSB 16" oc II 2010 Envelope Procedure 110 mph D D Kzt: 1.34 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D Ss 1.299 Sl .51 TL 6 Sps 0.87 Spl 0.51 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.133 0.133 18870 19254 �0 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x _SSSlateral(New Add ition)_200721_APl.xlsm DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 27.5 ft Eave Height 20 ft Mean Roof Height, h 23.75 ft Least Horizontal Dimension, LHD 48.75 ft Transverse Direction B Dimension 48.75 ft L Dimension 73.25 ft End Zone, 2a 9.75 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 675 sq ft Iscl ft 1 I 501 sq ft Isq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 675 sq ft 0 sq ft 1 501 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 73.25 ft L Dimension 48.75 ft End Zone, 2a 9.75 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 909 sq ft sq ft 1 625 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 2 909 sq ft 0 sq ft 1 I 625 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.34 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 1.14 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 40.05 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelope Procedure Direction Transverse Longitudinal sum 35794 45253 Load Case 1 1 2 20545 26815 1 15249 18437 _SSSlateral(New Add ition)_200721_APl.xlsm W F(2) Seismic Loads Yes Effective seismic weiqht at Story (x) XPELSL XPEESW Diaphragm height (ft) 7.5 (Ibs) 2 Roof 1 Mass (Ibs) area (ft) 3488 52320 unit weight (psf) 15 trans - w, 58274 long - wX 61158 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 10 7 long -wall (ft) Wall 2 Wall Mass (Ibs) 98 49 11907 unit weight (psf) 10 7 Wall 2 146 Wall 72 Mass (Ibs) 17676 Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Rf Deck 1 Mass (Ibs) area (ft) 3048 860 53776 unit weight (psf) 12 20 trans - w, 83359 long - wX 83359 Walls height (ft) 9 trans -wall (ft) <—> unit weight (psf) 10 7 long -wall (ft) Wall 2 Wall Mass (Ibs) 98 49 11907 unit weight (psf) 10 7 Wall 2 146 Wall 72 Mass (Ibs) 17676 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 165262 165262 _SSSlateral(New Add ition)_200721_APl.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.299 Fa 1.000 Sos 0.87 S, .51 Fv 1.500 Soy 0.51 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= 0.234 sec hn= 26.5 ft TL = 6 sec Transverse CS = 0.133 0.234 sec Longitudinal 0.133 Ibs EQ 12.8-2 (Maximum) CS = 0.336 0.336 Ibs EQ 12.8-3 / 8.4 (Minimum) CS = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) CS = 0.039 0.039 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 2 6.5 0.133 58274 7764 6.5 0.133 61158 8148 1 6.5 0.133 83359 11106 6.5 0.133 83359 11106 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 18870 Ibs k= 1.00 Longitudinal V = 19254 Ibs Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 2 26.5 67112 1778455 0.681 67112 1778455 0.681 1 10 83359 833590 0.319 83359 833590 0.319 2612045 2612045 Diaphragm Transverse 2 12848 Ibs 1 6022 Ibs sum 18870 Longitudinal 13109 Ibs 6145 Ibs sum 19254 XPEVDS _SSSlateral(New Add ition)_200721_APl.xlsm EF Allowable Stress Design Loads 2010 Envelope Procedure Wind Load Combination 0.61D+0.6W+H % of DL used in OT 60% Wind Design Loads FX Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 12327 16089 1 9149 11062 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, FX P = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 2 11692 11930 1 5480 5592 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, Vx Total force in the diaphragm above story (x), pounds (Ibs) % Percent of Vx tributary to the shearwalls (SW) in the wall line VDx Force from the diaphragm above that transfers to the SW's, Ibs VTx,l Force from the SW's above that transfers to the SW's, Ibs VTX Total force in the SW's (VD, + VT,,,), Ibs L Total length of SW's (7- w), feet (ft) V Linear force in the SW's (VTx/L), pounds per foot (plf) VF Max Tx VS w h dr d ra df dfa Twx,l Twx Tex,, Tex Greater of v induced by wind or earthquake, plf M 12.3.4.2 Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs _SSSlateral(New Add ition)_200721_APl.xlsm DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % vw V E W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND SEISMIC VTx 1513 835 Wood Shrinkage v 332 183 v, amp'd 332 183 Cntrl'g 237 Max Tx 2824 1518 A (in) 0.399 0.143 1.00 100% 332 183 4.56 9 2 2824 1518 L VF vs 4.56 332 237 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % vw VE w h dr dra df dfa Twx,, Twx Tex,, Tex WIND E-QUAKE VTx 7452 6176 Wood Shrinkage v 2236 1853 v, amp'd 2450 2031 Cntrl'g 2031 Max Tx 20033 16606 A (in) 4.418 2.415 0.91 100% 2236 1853 3.33 9 20033 16606 L VF Vs 3.33 2236 2031 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 2 Trans --- % vw V E W h dr dra df dfa Twx,, Twx Tex,, Tex WIND E-QUAKE VTx 2400 1968 Wood Shrinkage v 145 119 v, amp'd 145 119 Cntrl'g 119 Max Tx 1092 900 A (in) 0.197 0.106 0.95 17% 109 89 3.71 9 881 724 1.00 35% 1 135 111 6.28 9 1044 860 1.00 48% 145 119 7.92 1 9 1 1092 1 900 L VF Vs 17.91 145 119 _SSSlateral(New Add ition)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 1 Trans --- % Vw VE W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 3946 2247 Wood Shrinkage v 438 250 v, amp'd 438 250 Cntrl'g 313 Max Tx 3514 1902 A (in) 0.348 0.127 1.00 100% 438 250 9.00 9 4 1 3514 1902 L VF VS 9.00 438 313 MMMMM��� TrilutaryDead Loads WIND • Wood Shrinkage Max Tx =_____MMMM____ MMMMM��� TrilutaryDead Loads WIND Wood Shrinkage Max Tx =_____WMMW____ _SSSlateral(New Add ition)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 2 1 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 2599 1044 Wood Shrinkage v 104 42 v, amp'd 104 42 Cntrl'g 75 Max Tx 520 155 A (in) 0.112 0.027 1.00 14% 73 29 5.00 9 520 155 1.00 86% 104 42 21.42 9 361 -84 L VF VS 26.42 104 75 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2813 1976 Wood Shrinkage v 221 155 v, amp'd 221 155 Cntrl'g 158 Max Tx 1641 1120 A (in) 0.269 0.124 1.00 100% 221 155 12.75 9 1641 1120 L VF Vs 12.75 221 158 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Ci 2 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4093 3325 Wood Shrinkage v 180 146 v, amp'd 180 146 Cntrl'g 146 Max Tx 1136 929 A (in) 0.204 0.109 1.00 78% 180 146 17.83 9 1136 929 1.00 22% 1 140 114 6.33 9 1091 889 L VF Vs 24.17 180 146 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+f Twx Tex+f Tex WIND E-QUAKE VTx 4718 4130 Wood Shrinkage v 358 314 v, amp'd 358 314 Cntrl'g 314 Max Tx 2869 2539 A (in) 0.439 0.254 1.00 100% 358 314 13.17 9 2869 2539 L VF Vs 13.17 358 314 _SSSlateral(New Add ition)_200721_APl.xlsm 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 1867 1454 Wood Shrinkage v 61 48 v, amp'd 61 48 Cntrl'g 48 Max Tx 277 212 A (in) 0.068 0.035 1.00 44% 61 48 13.38 9 192 143 1.00 35% 1 59 46 1 11.00 9 233 176 1.00 21 % 53 41 7.46 9 1 277 1 212 L VF VS 31.84 61 48 _SSSlateral(New Add ition)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 1 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 4268 1594 Wood Shrinkage v 173 65 v, amp'd 173 65 Cntrl'g 124 Max Tx 1506 454 A (in) 0.199 0.046 1.00 14% 121 45 5.00 9 520 1473 155 454 1.00 86% 173 65 21.17 9 520 1506 155 281 L VF VS 26.17 173 124 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4620 2972 Wood Shrinkage v 371 239 v, amp'd 371 239 Cntrl'g 265 Max Tx 4643 2999 A (in) 0.501 0.213 1.00 100% 371 239 12.46 9 1641 4643 1120 2999 L VF Vs 12.46 371 265 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Ci 1 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 6722 4873 Wood Shrinkage v 426 309 v, amp'd 426 309 Cntrl'g 309 Max Tx 4541 3367 A (in) 0.528 0.253 1.00 100% 426 309 15.79 9 1136 4541 929 3367 L VF Vs 15.79 426 309 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 7749 6043 Wood Shrinkage v 1051 819 v, amp'd 1051 819 Cntrl'g 819 Max Tx 12126 9755 A (in) 1.629 0.846 1.00 100% 1051 819 7.38 9 2869 12126 2539 9755 L VF vs 7.38 1051 819 _SSSlateral(New Add ition)_200721_APl.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 1 Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3792 2040 Wood Shrinkage v 110 59 v, amp'd 110 59 Cntrl'g 79 Max Tx 891 490 A (in) 0.127 0.044 1.00 31 % 102 55 11.54 9 277 880 212 455 1.00 51 % 1 110 59 1 17.67 9 277 790 212 364 1.00 18% 91 49 7.46 9 277 1 891 212 1 490 L VF VS 36.67 110 79 _SSSlateral(New Add ition)_200721_APl.xlsm FIR Shear Transfer Connections XPSTC Fasteners and Spacing N Ln V) V) V) V) V) V) V) V) V) V) V) V .0 N C.OJ Co Co o CD CD CD CDM ko p a o �D in I- 00 in V- - N M in M ~ M M 3 - u ;:7 u u N 2x Plates 3x Plates 2 Ln ,M^. o .� a Q U = x x x x f0 '° 0 Q Q 2 J -- _ 3 OD i V1 L y p CO C C C = CO O n 7 N 00 CO Q `� 00 01 Q `� m Q m~ Q Z '6 Q O O O Ln O Q O �0. N N N N W in D 95 E E in in r D � D a 00 a in in Ln Ln A 150 11 32 9 44 67 43 8 35 16 85 75 110 B 207 8 23 32 48 31 6 25 12 50 54 79 265 6 18 25 38 24 4 19 9 35 42 62 C 332 5 14 20 30 19 3 15 7 26 34 49 350 4 13 19 28 18 3 15 7 25 32 47 450 3 10 14 22 14 2 11 5 18 25 36 D 600 2 8 11 16 10 2 8 4 13 18 27 E 780 2 6 8 12 8 1 6 3 9 14 21 17 26 900 1.5 5.0 7 11 7 1 5 2 8 12 18 15 22 935 1.5 5.0 7 10 6 1 5 2 8 12 17 14 21 F 1190 1.0 4.0 5.5 8 5 1 4 2 6 9 13 11 17 1250 1.0 3.5 5 8 5 1 4 2 5 9 1 13 11 16 1500 1.0 3.0 4 6.5 4 0 3 1 4 7 11 9 13 1750 0.5 2.5 3.5 5.5 3.5 0 3 1 4 6 9 8 11 2000 0.5 2.0 3 5 3 0 2 1 3 5 8 7 10 Shearwall Capacities from SDPWS-2015 Table 4.3A ° Tabulated m a MINIMUM NOMINAL Nail or Staple value Adjusted 3 d PANEL THICKNESS for HF @ Ga ° inch size based on 16" oc a OF 6 242 7/16" 8d @ 6"oc 260 242 15 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 44 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 44 33 911 7/16" BOTH SIDES 8d @ 3"oc 980 911 56 22 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 84 1432 15/32" BOTH SIDES 10d @ 2"oc 1540 1432 104 1618 19/32" BOTH SIDES 10d @ 2"oc 1740 1618 96 2139 Custom Custom 2300 2139 0 2232 Custom Custom 2400 2232 0 2325 Custom Custom 2500 2325 0 WSWI 1620 Simpson Strong Wall WSW18x8 1620 1620 ### PF 1 558 APA Portal Frame See Detail PF 600 558 0 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 to values (0.5-0.43)] _ capacity. That way, only one set of capacities is needed for shown for 0.93 simplicity. 15/32-inch sheathing... _SSSlateral(New Add ition)_200721—AP l.xlsm ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an F1 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] _SSSlateral(New Add ition)_200721_AP l.xlsm ST Shear Wall Summary JU, ,.. Width SW VF Rio Stressed vs Rio Stressed Notes 1 2 4.56 E 2 332 43% 237 40% NEW SHEARWALL 2 2 3.33 A 6 2236 1491% 2031 840% NA DUE TO EXISTING BUILDING ANALYSIS 3 2 17.91 A 6 145 97% 119 49% NA DUE TO EXISTING BUILDING ANALYSIS A 2 26.42 A 6 104 70% 75 31% NA DUE TO EXISTING BUILDING ANALYSIS B 2 12.75 A 6 221 147% 158 65% NA DUE TO EXISTING BUILDING ANALYSIS C 2 24.17 A 6 180 120% 146 60% NA DUE TO EXISTING BUILDING ANALYSIS D 2 13.17 A 6 358 239% 314 130% NA DUE TO EXISTING BUILDING ANALYSIS E 2 31.84 A 6 61 41% 48 20% NEW SHEARWALL 1 1 9.00 E 2 438 56% 313 53% NEW SHEARWALL A 1 26.17 A 6 173 115% 124 51% NA DUE TO EXISTING BUILDING ANALYSIS B 1 12.46 A 6 371 247% 265 110% NA DUE TO EXISTING BUILDING ANALYSIS C 1 15.79 A 6 426 284% 309 128% NA DUE TO EXISTING BUILDING ANALYSIS D 1 7.38 A 6 1051 700% 819 339% NA DUE TO EXISTING BUILDING ANALYSIS E 1 36.67 A 6 110 73% 79 32% NA DUE TO EXISTING BUILDING ANALYSIS Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR _SSSlateral(New Add ition)_200721_APl.xlsm SW Holdown Summary J a (n Uplift W Uplift E Holdown 1 2 2824 1518 MSTC4863 (b) 2 2 20033 16606 3 2 1092 900 A 2 520 155 B 2 1641 1120 C 2 1136 929 D 2 2869 2539 E 2 277 212 1 1 3514 1902 HTT5 A 1 1506 454 B 1 4643 2999 C 1 4541 3367 D 1 12126 9755 E 1 891 490 Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 4505@ 63% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 4015 @ 88% 3610 @ 97% 3610 @ 97% 3610 @ 97% 2550 @ 75% 2550 @ 75% 2550 @ 75% _SSSlateral(New Addition)_200721_APl.xlsm SW Unfactored Overturning Summary Dead Live Snow SeisMass Roof 15 25 15 Floor 15 40 15 Wall 10 10 sDS 0.87 no 2.50 D 1.30 Wind Seismic E= PQE Seis Overstrength E= C)QE Jn Height vF Overturning vF Overturning vF Overturning 1 2 9.00 332 4980 183 2356 183 4531 2 2 9.00 2236 33539 1853 23826 1853 45819 3 2 9.00 145 2177 119 1529 119 2941 A 2 9.00 104 1565 42 539 42 1037 B 2 9.00 221 3309 155 1993 155 3833 C 2 9.00 180 2696 146 1877 146 3609 D 2 9.00 358 5375 314 4033 314 7756 E 2 9.00 61 922 48 615 48 1183 1 1 9.00 438 6576 250 3209 250 6172 A 1 9.00 173 2596 65 831 65 1598 B 1 9.00 371 5563 239 3067 239 5899 C 1 9.00 426 6386 309 3968 309 7631 D 1 9.00 1051 15760 819 10534 819 20258 E 1 9.00 110 1650 59 761 59 1463 _SSSlateral(New Add ition)_200721_APl.xlsm 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 File = S:1Jobs\s20\s2009\s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION.' Description : 1-14 REV 201026 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling F_ D(®(0W0W ) DL((OtO4) S(0.146875) (0.04) D(0.1175) L(0.3525) S(0.146875) T 5.5x9 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width =10.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 5.875 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 4.50 -->> 7.50 ft, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 4.50 -->> 7.50 ft, Tributary Width = 5.875 ft, (DECK) Point Load : D = 1.620, S =1.620 k @ 4.50 ft, (R2-5) Point Load : D = 0.160, L = 0.470, S = 0.20 k @ 4.50 ft, (1-1-3) Point Load : D = 1.196, L = 0.1540, S = 0.5750 k @ 4.50 ft, (R1-13) Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ Description : 1-14 REV 201026 DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = 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 0.833 1 Maximum Shear Stress Ratio 5.5x9 Section used for this span 2,299.89psi fv : Actual 2,760.00psi Fv : Allowable +D+0.750L+0.750S Load Combination 4.489ft Location of maximum on span Span # 1 Span # where maximum occurs 0.075 in Ratio = 1198 >=360 0.000 in Ratio = 0 <360 0.213 in Ratio = 423 >=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL = 0.551 : 1 5.5x9 168.07 psi 304.75 psi +D+0.750L+0.750S 7.500 ft = Span # 1 Moment Values M fb F'b Shear Values V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.519 0.324 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.93 1,120.41 2160.00 2.55 77.28 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.766 0.521 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.37 1,837.60 2400.00 4.56 138.10 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.716 0.451 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.23 1,975.86 2760.00 4.54 137.52 304.75 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.833 0.551 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.23 2,299.89 2760.00 5.55 168.07 304.75 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.333 0.208 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.90 1,277.27 3840.00 2.91 88.10 424.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.630 0.416 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.96 2,417.53 3840.00 5.81 176.18 424.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.175 0.109 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 672.24 3840.00 1.53 46.37 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.134 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.19 515.39 3840.00 1.17 35.55 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.2127 3.887 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.509 1.988 D Only 2.187 2.550 +D+L 4.483 4.557 +D+S 3.696 4.538 +D+0.750L+0.750S 5.041 5.546 +0.60D 1.312 1.530 L Only 2.296 2.007 S Only 1.509 1.988 Wood Beam File = S:1Jobs\s20\s2009\s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION.' Description : 1-14 OT REV 201026 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling VV(-4.98),E(-2.356) mum aaRnr�rmi��40_�1�j5) L(0.3525) S(0.146875) 1175) L(0.3525) S(0.1 5.5x9 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width =10.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 5.875 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 4.50 -->> 7.50 ft, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 4.50 -->> 7.50 ft, Tributary Width = 5.875 ft, (DECK) Point Load : D = 1.620, S =1.620 k @ 4.50 ft, (R2-5) Point Load : D = 0.160, L = 0.470, S = 0.20 k @ 4.50 ft, (1-1-3) Point Load : D = 1.196, L = 0.1540, S = 0.5750 k @ 4.50 ft, (R1-13) Point Load : W =-4.980, E _ -2.356 k @ 0.50 ft, (OT) Point Load : W = 4.980, E = 2.356 k @ 4.0 ft, (OT) Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-14 OT REV 201026 DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = 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 0.833 1 Maximum Shear Stress Ratio 5.5x9 Section used for this span 2,299.89psi fv : Actual 2,760.00psi Fv : Allowable +D+0.750L+0.750S Load Combination 4.489ft Location of maximum on span Span # 1 Span # where maximum occurs 0.101 in Ratio = 892 >=360 -0.101 in Ratio = 892 >=360 0.258 in Ratio = 348>=240. -0.000 in Ratio = 267921 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M D Only Length = 7.50 ft 1 0.519 0.324 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.93 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.766 0.521 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.37 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.716 0.451 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.23 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.833 0.551 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.23 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.477 0.282 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.33 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.116 0.256 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.430 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.22 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.235 0.233 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.59 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.731 0.471 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.38 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.466 0.435 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.08 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.703 0.457 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.70 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.556 0.418 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.22 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.368 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.75 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.056 0.193 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.238 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.66 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.037 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination = 0.551 : 1 5.5x9 168.07 psi 304.75 psi +D+0.750L+0.750S 7.500 ft = Span # 1 Shear Values fb F'b V fv F'v 0.00 0.00 0.00 0.00 1,120.41 2160.00 2.55 77.28 238.50 0.00 0.00 0.00 0.00 1,837.60 2400.00 4.56 138.10 265.00 0.00 0.00 0.00 0.00 1,975.86 2760.00 4.54 137.52 304.75 0.00 0.00 0.00 0.00 2,299.89 2760.00 5.55 168.07 304.75 0.00 0.00 0.00 0.00 1,831.02 3840.00 3.94 119.54 424.00 0.00 0.00 0.00 0.00 444.11 3840.00 3.58 108.54 424.00 0.00 0.00 0.00 0.00 1,651.78 3840.00 3.68 111.43 424.00 0.00 0.00 0.00 0.00 902.75 3840.00 3.26 98.89 424.00 0.00 0.00 0.00 0.00 2,808.79 3840.00 6.59 199.76 424.00 0.00 0.00 0.00 0.00 1,790.98 3840.00 6.09 184.45 424.00 0.00 0.00 0.00 0.00 2,698.42 3840.00 6.39 193.68 424.00 0.00 0.00 0.00 0.00 2,136.65 3840.00 5.85 177.21 424.00 0.00 0.00 0.00 0.00 1,413.62 3840.00 2.92 88.63 424.00 0.00 0.00 0.00 0.00 214.06 3840.00 2.71 82.03 424.00 0.00 0.00 0.00 0.00 914.62 3840.00 1.94 58.87 424.00 0.00 0.00 0.00 0.00 143.10 3840.00 1.78 53.81 424.00 Max. "+" Defl Location in Span +D+0.750L+0.750S+0.450W 1 0.2581 3.887 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.087 6.592 Overall MINimum 1.099 -2.324 D Only 2.187 2.550 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-14 OT REV 201026 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+L 4.483 4.557 +D+S 3.696 4.538 +D+0.750L+0.750S 5.041 5.546 +D+0.60W 0.793 3.945 +D-0.60W 3.582 1.156 +D+0.70E 1.418 3.320 +D-0.70E 2.957 1.781 +D+0.750L+0.750S+0.450W 3.995 6.592 +D+0.750L+0.750S-0.450W 6.087 4.500 +D+0.750L+0.750S+0.5250E 4.464 6.124 +D+0.750L+0.750S-0.5250E 5.618 4.969 +0.60D+0.60W -0.082 2.925 +0.60D-0.60W 2.707 0.136 +0.60D+0.70E 0.543 2.300 +0.60D-0.70E 2.082 0.761 L Only 2.296 2.007 S Only 1.509 1.988 W Only -2.324 2.324 -W 2.324 -2.324 E Only -1.099 1.099 E Only * -1.0 1.099 -1.099 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION.' Description : 1-14 OS REV 201026 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prl I 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling W(-4.98) E(-4.531) W[91(J9 ) L(0.3525) S(0.146875) D(0.1175) L(0.3525) S(0.146875) 5.5x9 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0,0120, L = 0.040 ksf, Extent = 0.0 - > 4.50 ft, Tributary Width = 5.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060, S = 0,0250 ksf, Extent = 0.0 - > 4.50 ft, Tributary Width = 5.875 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 4.50 -->> 7.50 ft, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 4.50 -->> 7.50 ft, Tributary Width = 5.875 ft, (DECK) Point Load : D = 1.620, S = 1.620 k @ 4.50 ft, (R2-5) Point Load : D = 0.160, L = 0.470, S = 0.20 k @ 4.50 ft, (1-1-3) Point Load : D = 1.196, L = 0.1540, S = 0.5750 k @ 4.50 ft, (R1-13) Point Load : W =-4.980, E _ -4.531 k @ 0.50 ft, (OS) Point Load : W = 4.980, E = 4.531 k @ 4.0 ft, (OS) Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-14 OS REV 201026 DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = 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 0.833 1 Maximum Shear Stress Ratio 5.5x9 Section used for this span 2,299.89psi fv : Actual 2,760.00psi Fv : Allowable +D+0.750L+0.750S Load Combination 4.489ft Location of maximum on span Span # 1 Span # where maximum occurs 0.101 in Ratio = 892 >=360 -0.101 in Ratio = 892 >=360 0.261 in Ratio = 345>=240. -0.004 in Ratio = 22276>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M D Only Length = 7.50 ft 1 0.519 0.324 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.93 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.766 0.521 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.37 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.716 0.451 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.23 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.833 0.551 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.23 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.477 0.282 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.33 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.116 0.256 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.528 0.314 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.53 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.146 0.284 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.46 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.731 0.471 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.38 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.466 0.435 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.08 +1.105D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.770 0.495 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.30 +1.105D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.489 0.456 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.62 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.368 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.75 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.056 0.193 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.343 0.190 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.14 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.093 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination = 0.551 : 1 5.5x9 168.07 psi 304.75 psi +D+0.750L+0.750S 7.500 ft = Span # 1 Shear Values fb F'b V fv F'v 0.00 0.00 0.00 0.00 1,120.41 2160.00 2.55 77.28 238.50 0.00 0.00 0.00 0.00 1,837.60 2400.00 4.56 138.10 265.00 0.00 0.00 0.00 0.00 1,975.86 2760.00 4.54 137.52 304.75 0.00 0.00 0.00 0.00 2,299.89 2760.00 5.55 168.07 304.75 0.00 0.00 0.00 0.00 1,831.02 3840.00 3.94 119.54 424.00 0.00 0.00 0.00 0.00 444.11 3840.00 3.58 108.54 424.00 0.00 0.00 0.00 0.00 2,025.85 3840.00 4.39 132.96 424.00 0.00 0.00 0.00 0.00 559.08 3840.00 3.97 120.42 424.00 0.00 0.00 0.00 0.00 2,808.79 3840.00 6.59 199.76 424.00 0.00 0.00 0.00 0.00 1,790.98 3840.00 6.09 184.45 424.00 0.00 0.00 0.00 0.00 2,957.72 3840.00 6.92 209.82 424.00 0.00 0.00 0.00 0.00 1,877.34 3840.00 6.38 193.35 424.00 0.00 0.00 0.00 0.00 1,413.62 3840.00 2.92 88.63 424.00 0.00 0.00 0.00 0.00 214.06 3840.00 2.71 82.03 424.00 0.00 0.00 0.00 0.00 1,316.04 3840.00 2.65 80.40 424.00 0.00 0.00 0.00 0.00 356.46 3840.00 2.49 75.34 424.00 Max. "+" Defl Location in Span +D+0.750L+0.7505+0.5250E 1 0.2609 3.887 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum D Only Support Support 6.151 6.656 2.114 -2.324 2.187 2.550 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-14 OS REV 201026 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+L 4.483 4.557 +D+S 3.696 4.538 +D+0.750L+0.750S 5.041 5.546 +D+0.60W 0.793 3.945 +D-0.60W 3.582 1.156 +D+0.70E 0.707 4.031 +D-0.70E 3.668 1.070 +D+0.750L+0.750S+0.450W 3.995 6.592 +D+0.750L+0.750S-0.450W 6.087 4.500 +D+0.750L+0.750S+0.5250E 3.931 6.656 +D+0.750L+0.750S-0.5250E 6.151 4.436 +0.60D+0.60W -0.082 2.925 +0.60D-0.60W 2.707 0.136 +0.60D+0.70E -0.168 3.010 +0.60D-0.70E 2.793 0.050 L Only 2.296 2.007 S Only 1.509 1.988 W Only -2.324 2.324 -W 2.324 -2.324 E Only -2.114 2.114 E Only * -1.0 2.114 -2.114 Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-13 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 D(0.1) S{0.1) D _1 D(0.00804) L(0.0268) 4x 12 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY m� Maximum Bending Stress Ratio = 0.727. 1 Maximum Shear Stress Ratio = 0.326 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 827.70 psi fv : Actual = 67.48 psi FB : Allowable = 1,138.50 psi Fv : Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.750ft 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 0.060 in Ratio = 2316 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.184 in Ratio = 752 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.627 0.281 0.90 1.100 1.00 1.00 1.00 1.00 1.00 3.44 559.00 891.00 1.20 45.57 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.637 0.286 1.00 1.100 1.00 1.00 1.00 1.00 1.00 3.88 631.01 990.00 1.35 51.44 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 11.50 ft 1 0.727 0.326 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.09 827.70 1138.50 1.77 67.48 207.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.715 0.321 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.01 814.53 1138.50 1.74 66.40 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.402 0.180 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.92 637.26 1584.00 1.36 51.95 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.551 0.247 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.37 873.23 1584.00 1.87 71.19 288.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.212 0.095 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.06 335.40 1584.00 0.72 27.34 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.162 0.073 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.58 257.14 1584.00 0.55 20.96 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.1835 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.771 1.771 Overall MINimum 0.575 0.575 D Only 1.196 1.196 +D+L 1.350 1.350 +D+S 1.771 1.771 +D+0.750L+0.750S 1.743 1.743 +0.60D 0.718 0.718 L Only 0.154 0.154 S Only 0.575 0.575 Wood Beam File = S:1Jobs\s20\s2009\s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12a REV201026 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.06) L(0.18) S(0.075) D(0.04) 5.5x 10.5 Span = 15.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.0 ft, (DECK) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.390 1 Maximum Shear Stress Ratio = 0.206 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb : Actual = 935.06 psi fv : Actual = 54.55 psi FB : Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.500ft 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 0.216 in Ratio = 833 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.349 in Ratio = 515 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.155 0.082 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.81 333.95 2160.00 0.75 19.48 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.390 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.88 935.06 2400.00 2.10 54.55 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.212 0.112 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.92 584.42 2760.00 1.31 34.09 304.75 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.352 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.19 972.63 2760.00 2.18 56.74 304.75 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12a REV201026 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.099 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.21 380.71 3840.00 0.86 22.21 424.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.262 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.49 1,007.70 3840.00 2.26 58.78 424.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.052 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 200.37 3840.00 0.45 11.69 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.040 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 153.62 3840.00 0.35 8.96 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.3494 7.555 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.184 2.184 Overall MINimum 0.563 0.563 D Only 0.750 0.750 +D+L 2.100 2.100 +D+S 1.313 1.313 +D+0.750L+0.750S 2.184 2.184 +0.60D 0.450 0.450 L Only 1.350 1.350 S Only 0.563 0.563 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam File = S:Uobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-12b REV201026 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 1600 ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.24) L(Q.73) S(0.8) D(0.17) L(0.51) S(0.2125) nm m'znI i in��mi can nQI a_ 5.5x10.5 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 2.50 ft, Tributary Width = 3.670 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 2.50 -->> 13.0 ft, Tributary Width = 8.50 ft, (DECK) Point Load : D = 0.240, L = 0.730, S = 0.80 k @ 2.50 ft, (1-1-8a) DESIGN SUMMARY m�e Maximum Bending Stress Ratio = 0.741: 1 Maximum Shear Stress Ratio = 0.442 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb : Actual = 1,778.72 psi fv : Actual = 117.24 psi FB : Allowable = 2,400.00 psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.358ft Location of maximum on span = 13.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.362 in Ratio = 431 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.522 in Ratio = 299 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.206 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.74 444.30 2160.00 1.13 29.30 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.741 0.442 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.98 1,778.72 2400.00 4.51 117.24 265.00 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-12b REV201026 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.390 0.242 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.07 1,076.87 2760.00 2.84 73.64 304.75 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.695 0.412 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.16 1,918.92 2760.00 4.83 125.55 304.75 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.132 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 506.50 3840.00 1.29 33.40 424.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.512 0.303 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.55 1,965.56 3840.00 4.95 128.50 424.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.069 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.25 266.58 3840.00 0.68 17.58 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.053 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.72 204.38 3840.00 0.52 13.48 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.5216 6.453 0.0000 0.000 Vertical Reactions A Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.834 4.797 Overall MINimum 1.755 1.506 D Only 1.081 1.128 +D+L 4.330 4.514 +D+S 2.835 2.634 +D+0.750L+0.750S 4.834 4.797 +0.60D 0.648 0.677 L Only 3.250 3.386 S Only 1.755 1.506 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-11A REV201028 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prl I 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.115) L(0.345) S(0.14375) D(0.1675) L(0.5025) S(0209375) D(0.1675) L(0.5025) S(0209375) 0 5.5x18 * 5.5x18 n = 2.750 It Span = 23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 8.375 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 10.333 ft, Tributary Width = 8.375 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent=10.333 -->> 23.0 ft, Tributary Width = 5.750 ft, (DECK) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.6221 Maximum Shear Stress Ratio = 0.405 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual = 1,410.54psi fv : Actual = 107.31 psi FB : Allowable = 2,267.69psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.665ft Location of maximum on span = 2.750 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.520 in Ratio = 530 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.726 in Ratio = 380 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.012 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 25.59 2160.00 1.77 26.83 238.50 Length = 23.0 ft 2 0.173 0.112 0.90 0.945 1.00 1.00 1.00 1.00 1.00 8.73 352.64 2040.92 1.77 26.83 238.50 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION.' Description : 1-11A REV201028 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+L 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.043 0.405 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.53 102.36 2400.00 7.08 107.31 265.00 Length = 23.0 ft 2 0.622 0.405 1.00 0.945 1.00 1.00 1.00 1.00 1.00 34.91 1,410.54 2267.69 7.08 107.31 265.00 +D+S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.021 0.198 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.43 57.58 2760.00 3.98 60.36 304.75 Length = 23.0 ft 2 0.304 0.198 1.15 0.945 1.00 1.00 1.00 1.00 1.00 19.64 793.43 2607.85 3.98 60.36 304.75 +D+0.750L+0.750S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.039 0.369 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.65 107.16 2760.00 7.41 112.34 304.75 Length = 23.0 ft 2 0.566 0.369 1.15 0.945 1.00 1.00 1.00 1.00 1.00 36.55 1,476.66 2607.85 7.41 112.34 304.75 +1.140D 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.008 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 29.17 3840.00 2.02 30.58 424.00 Length = 23.0 ft 2 0.111 0.072 1.60 0.945 1.00 1.00 1.00 1.00 1.00 9.95 402.00 3628.31 2.02 30.58 424.00 +1.105D+0.750L+0.750S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.029 0.272 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 109.85 3840.00 7.60 115.16 424.00 Length = 23.0 ft 2 0.417 0.272 1.60 0.945 1.00 1.00 1.00 1.00 1.00 37.46 1,513.69 3628.31 7.60 115.16 424.00 +0.601) 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.004 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 15.35 3840.00 1.06 16.10 424.00 Length = 23.0 ft 2 0.058 0.038 1.60 0.945 1.00 1.00 1.00 1.00 1.00 5.24 211.58 3628.31 1.06 16.10 424.00 +0.460D 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.003 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29 11.77 3840.00 0.81 12.34 424.00 Length = 23.0 ft 2 0.045 0.029 1.60 0.945 1.00 1.00 1.00 1.00 1.00 4.01 162.21 3628.31 0.81 12.34 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+0.750L+0.750S -0.2727 0.000 +D+0.750L+0.750S 2 0.7258 11.436 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 9.344 5.933 Overall MINimum 2.789 1.771 D Only 2.231 1.417 +D+L 8.925 5.667 +D+S 5.020 3.188 +D+0.750L+0.750S 9.344 5.933 +0.60D 1.339 0.850 L Only 6.694 4.250 S Only 2.789 1.771 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-11B REV201028 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prl I 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.115) L(0.345) S(0.14375) D(0.1675) D(0.1675) L(0.5025) S(0209375) 5.5x18 4� 5.5x18 n=2.750ft Span =23.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020 ksf, Tributary Width = 8.375 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 10.333 ft, Tributary Width = 8.375 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent=10.333 -->> 23.0 ft, Tributary Width = 5.750 ft, (DECK) DESIGN SUMMARY • • ' Maximum Bending Stress Ratio = 0.6401 Maximum Shear Stress Ratio = 0.400 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual = 1,451.96psi fv : Actual = 106.06 psi FB : Allowable = 2,267.69psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.536ft Location of maximum on span = 2.750 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.543 in Ratio = 508 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.750 in Ratio = 367 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.012 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 25.59 2160.00 1.77 26.83 238.50 Length = 23.0 ft 2 0.173 0.112 0.90 0.945 1.00 1.00 1.00 1.00 1.00 8.73 352.64 2040.92 1.77 26.83 238.50 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-11B REV201028 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+L 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.011 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.63 25.59 2400.00 7.00 106.06 265.00 Length = 23.0 ft 2 0.640 0.400 1.00 0.945 1.00 1.00 1.00 1.00 1.00 35.94 1,451.96 2267.69 7.00 106.06 265.00 +D+S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.009 0.196 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.63 25.59 2760.00 3.95 59.84 304.75 Length = 23.0 ft 2 0.311 0.196 1.15 0.945 1.00 1.00 1.00 1.00 1.00 20.06 810.66 2607.85 3.95 59.84 304.75 +D+0.750L+0.750S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.009 0.364 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.63 25.59 2760.00 7.33 111.01 304.75 Length = 23.0 ft 2 0.583 0.364 1.15 0.945 1.00 1.00 1.00 1.00 1.00 37.64 1,520.67 2607.85 7.33 111.01 304.75 +1.140D 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.008 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 29.17 3840.00 2.02 30.58 424.00 Length = 23.0 ft 2 0.111 0.072 1.60 0.945 1.00 1.00 1.00 1.00 1.00 9.95 402.00 3628.31 2.02 30.58 424.00 +1.105D+0.750L+0.750S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.007 0.268 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.70 28.28 3840.00 7.51 113.83 424.00 Length = 23.0 ft 2 0.429 0.268 1.60 0.945 1.00 1.00 1.00 1.00 1.00 38.55 1,557.69 3628.31 7.51 113.83 424.00 +0.601) 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.004 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 15.35 3840.00 1.06 16.10 424.00 Length = 23.0 ft 2 0.058 0.038 1.60 0.945 1.00 1.00 1.00 1.00 1.00 5.24 211.58 3628.31 1.06 16.10 424.00 +0.460D 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.003 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29 11.77 3840.00 0.81 12.34 424.00 Length = 23.0 ft 2 0.045 0.029 1.60 0.945 1.00 1.00 1.00 1.00 1.00 4.01 162.21 3628.31 0.81 12.34 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+0.750L+0.750S -0.2893 0.000 +D+0.750L+0.750S 2 0.7503 11.436 0.0000 0.000 Vertical Reactions _ Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.787 6.021 Overall MINimum 2.179 1.805 D Only 2.231 1.417 +D+L 7.461 5.750 +D+S 4.410 3.222 +D+0.750L+0.750S 7.787 6.021 +0.60D 1.339 0.850 L Only 5.229 4.333 S Only 2.179 1.805 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-11C REV201028 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prl I 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1675) L(0.5025) S(0209375) D(0.1675) S(0209375) ° 0 5.5x18 * 5.5x18 n = 2.750 It Span = 23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 8.375 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 10.333 ft, Tributary Width = 8.375 ft, (DECK) Uniform Load : D = 0.020 ksf, Extent=10.333 -->> 23.0 ft, Tributary Width = 5.750 ft, (DECK) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.227.1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual = 592.55psi fv : Actual = 52.77 psi FB : Allowable = 2,607.85psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.251 ft Location of maximum on span = 2.750 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio = 2565>=360 Max Upward Transient Deflection -0.044 in Ratio = 1488 >=360 Max Downward Total Deflection 0.280 in Ratio = 984 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.012 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 25.59 2160.00 1.77 26.83 238.50 Length = 23.0 ft 2 0.173 0.112 0.90 0.945 1.00 1.00 1.00 1.00 1.00 8.73 352.64 2040.92 1.77 26.83 238.50 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-11C REV201028 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+L 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.043 0.106 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.53 102.36 2400.00 1.85 28.08 265.00 Length = 23.0 ft 2 0.138 0.106 1.00 0.945 1.00 1.00 1.00 1.00 1.00 7.74 312.71 2267.69 1.85 28.08 265.00 +D+S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.021 0.173 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.43 57.58 2760.00 3.48 52.77 304.75 Length = 23.0 ft 2 0.227 0.173 1.15 0.945 1.00 1.00 1.00 1.00 1.00 14.67 592.55 2607.85 3.48 52.77 304.75 +D+0.750L+0.750S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.039 0.155 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.65 107.16 2760.00 3.12 47.22 304.75 Length = 23.0 ft 2 0.191 0.155 1.15 0.945 1.00 1.00 1.00 1.00 1.00 12.31 497.46 2607.85 3.12 47.22 304.75 +1.140D 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.008 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 29.17 3840.00 2.02 30.58 424.00 Length = 23.0 ft 2 0.111 0.072 1.60 0.945 1.00 1.00 1.00 1.00 1.00 9.95 402.00 3628.31 2.02 30.58 424.00 +1.105D+0.750L+0.750S 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.029 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 109.85 3840.00 3.30 50.04 424.00 Length = 23.0 ft 2 0.147 0.118 1.60 0.945 1.00 1.00 1.00 1.00 1.00 13.22 534.17 3628.31 3.30 50.04 424.00 +0.601) 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.004 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 15.35 3840.00 1.06 16.10 424.00 Length = 23.0 ft 2 0.058 0.038 1.60 0.945 1.00 1.00 1.00 1.00 1.00 5.24 211.58 3628.31 1.06 16.10 424.00 +0.460D 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.003 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29 11.77 3840.00 0.81 12.34 424.00 Length = 23.0 ft 2 0.045 0.029 1.60 0.945 1.00 1.00 1.00 1.00 1.00 4.01 162.21 3628.31 0.81 12.34 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.1095 0.000 +D+S 2 0.2804 11.050 0.0000 0.000 Vertical Reactions _ Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.045 1.868 Overall MINimum 2.288 0.452 D Only 2.231 1.417 +D+L 3.696 1.334 +D+S 4.519 1.868 +D+0.750L+0.750S 5.045 1.694 +0.60D 1.339 0.850 L Only 1.464 -0.083 S Only 2.288 0.452 Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SMwo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-10b 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 D(0.04) L(0.12) S(0.05) D( .04) 4x10 Span = 2.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (DECK) DESIGN SUMMARY - e Maximum Bending Stress Ratio = 0.053 1 Maximum Shear Stress Ratio = 0.088 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 45.46psi fv : Actual = 12.74 psi FB : Allowable = 864.00psl Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.375ft 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 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 43113>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.023 0.039 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.08 18.18 777.60 0.11 5.10 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.053 0.088 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.19 45.46 864.00 0.28 12.74 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.030 0.050 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.12 29.55 993.60 0.18 8.28 165.60 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.047 0.080 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.20 47.16 993.60 0.29 13.22 165.60 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-10b Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.015 0.025 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.09 20.73 1382.40 0.13 5.81 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.035 0.060 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.20 49.07 1382.40 0.30 13.75 230.40 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.008 0.013 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.05 10.91 1382.40 0.07 3.06 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.006 0.010 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.03 8.36 1382.40 0.05 2.34 230.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+0.750L+0.750S 1 0.0008 1.385 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.285 0.285 Overall MINimum 0.069 0.069 D Only 0.110 0.110 +D+L 0.275 0.275 +D+S 0.179 0.179 +D+0.750L+0.750S 0.285 0.285 +0.60D 0.066 0.066 L Only 0.165 0.165 S Only 0.069 0.069 Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SMwo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-10a 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 D(0.04) L{0.12) S{0.05) D( _04) 4x10 Span = 10.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (DECK) DESIGN SUMMARY - e Maximum Bending Stress Ratio = 0.804 1 Maximum Shear Stress Ratio = 0.346 :1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 694.61 psi fv : Actual = 49.81 psi FB : Allowable = 864.00psl Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.375ft 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 0.103 in Ratio = 1248 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.179 in Ratio = 721 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.357 0.154 0.90 1.200 0.80 1.00 1.00 1.00 1.00 1.16 277.84 777.60 0.43 19.92 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.804 0.346 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.89 694.61 864.00 1.08 49.81 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.454 0.195 1.15 1.200 0.80 1.00 1.00 1.00 1.00 1.88 451.49 993.60 0.70 32.37 165.60 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.725 0.312 1.15 1.200 0.80 1.00 1.00 1.00 1.00 3.00 720.65 993.60 1.12 51.67 165.60 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-10a Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.229 0.099 1.60 1.200 0.80 1.00 1.00 1.00 1.00 1.32 316.74 1382.40 0.49 22.71 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.542 0.233 1.60 1.200 0.80 1.00 1.00 1.00 1.00 3.12 749.83 1382.40 1.16 53.77 230.40 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.121 0.052 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.69 166.71 1382.40 0.26 11.95 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.092 0.040 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.53 127.81 1382.40 0.20 9.16 230.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.1787 5.414 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.115 1.115 Overall MINimum 0.269 0.269 D Only 0.430 0.430 +D+L 1.075 1.075 +D+S 0.699 0.699 +D+0.750L+0.750S 1.115 1.115 +0.60D 0.258 0.258 L Only 0.645 0.645 S Only 0.269 0.269 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SMwo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-7 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 D(0.04) D(0.03) L(0. 9) S(0.0375) 4x10 Span = 5.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.50 ft, (DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) DESIGN SUMMARY - e Maximum Bending Stress Ratio = 0.1841 Maximum Shear Stress Ratio = 0.148 :1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 158.98psi fv : Actual = 21.31 psi FB : Allowable = 864.00psl Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.875ft 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 = 10873>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.012 in Ratio = 5908 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.089 0.072 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.29 69.55 777.60 0.20 9.32 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.184 0.148 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.66 158.98 864.00 0.46 21.31 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.108 0.086 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.44 106.82 993.60 0.31 14.32 165.60 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.166 0.133 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.68 164.57 993.60 0.48 22.06 165.60 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.057 0.046 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.33 79.29 1382.40 0.23 10.63 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.124 0.100 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.71 171.87 1382.40 0.50 23.04 230.40 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.030 0.024 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.17 41.73 1382.40 0.12 5.59 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.023 0.019 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.13 32.00 1382.40 0.09 4.29 230.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0117 2.896 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.476 0.476 Overall MINimum 0.108 0.108 D Only 0.201 0.201 +D+L 0.460 0.460 +D+S 0.309 0.309 +D+0.750L+0.750S 0.476 0.476 +0.60D 0.121 0.121 L Only 0.259 0.259 S Only 0.108 0.108 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam File = S:1Jobs1s2Ms20091s2009029 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-6bA REV 201026 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,400.0 psi Ebend-xx 1,800.Oksi Fc - Prl I 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.19) L( .6) S(0.2) D(0.1375) L(0.4125) S(0.171875) D(0.02666) L(0.07998) S(0.03332 5.5x18 5.5x18 Span = 21.0 ft Span = 2.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.875 ft, (DECK) Point Load : D = 0.190, L = 0.60, S = 0.20 k @ 18.0 ft, (R1-4b) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 1.333 ft, (DECK) DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.553 1 Maximum Shear Stress Ratio = 0.370 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb : Actual = 1,265.05psi fv : Actual = 98.05 psi FB : Allowable = 2,288.42psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.676ft Location of maximum on span = 21.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.393 in Ratio = 641 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.547 in Ratio = 460 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.153 0.102 0.90 0.954 1.00 1.00 1.00 1.00 1.00 7.82 315.80 2059.58 1.61 24.42 238.50 Length = 2.750 ft 2 0.002 0.102 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.10 4.07 2160.00 0.07 24.42 238.50 Wood Beam File = S:1Jobs1s2Ms20091s2009029 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-6bA REV 201026 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.553 0.370 1.00 0.954 1.00 1.00 1.00 1.00 1.00 31.31 Length = 2.750 ft 2 0.007 0.370 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.40 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.269 0.179 1.15 0.954 1.00 1.00 1.00 1.00 1.00 17.53 Length = 2.750 ft 2 0.003 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.23 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.502 0.335 1.15 0.954 1.00 1.00 1.00 1.00 1.00 32.72 Length = 2.750 ft 2 0.006 0.335 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.42 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.098 0.066 1.60 0.954 1.00 1.00 1.00 1.00 1.00 8.91 Length = 2.750 ft 2 0.001 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.370 0.247 1.60 0.954 1.00 1.00 1.00 1.00 1.00 33.54 Length = 2.750 ft 2 0.005 0.247 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.052 0.035 1.60 0.954 1.00 1.00 1.00 1.00 1.00 4.69 Length = 2.750 ft 2 0.001 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 1 0.040 0.026 1.60 0.954 1.00 1.00 1.00 1.00 1.00 3.60 Length = 2.750 ft 2 0.000 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 Overall Maximum Deflections 0.00 1,265.05 2288.42 16.29 2400.00 0.00 708.24 2631.68 9.16 2760.00 0.00 1,322.07 2631.68 17.06 2760.00 0.00 360.01 3661.47 4.64 3840.00 0.00 1,355.23 3661.47 17.48 3840.00 0.00 189.48 3661.47 2.44 3840.00 0.00 145.27 3661.47 1.87 3840.00 Shear Values V fv F'v 0.00 0.00 6.47 98.05 0.29 98.05 0.00 0.00 3.59 54.45 0.16 54.45 0.00 0.00 6.74 102.17 0.31 102.17 0.00 0.00 1.84 27.83 0.08 27.83 0.00 0.00 6.91 104.73 0.31 104.73 0.00 0.00 0.97 14.65 0.04 14.65 0.00 0.00 0.74 11.23 0.03 11.23 0.00 265.00 265.00 0.00 304.75 304.75 0.00 304.75 304.75 0.00 424.00 424.00 0.00 424.00 424.00 0.00 424.00 424.00 0.00 424.00 424.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.5471 10.559 0.0000 0.000 2 0.0000 10.559 +D+0.750L+0.750S -0.2293 2.750 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.138 7.050 Overall MINimum 1.827 2.074 D Only 1.466 1.685 +D+L 5.869 6.765 +D+S 3.293 3.758 +D+0.750L+0.750S 6.138 7.050 +0.60D 0.880 1.011 L Only 4.403 5.080 S Only 1.827 2.074 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-4bA REV 201026 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 : DF/DF Fc - Perp Wood Grade : 24F - V8 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2400 psi E : Modulus of Elasticity 2400 psi Ebend- xx 1800 ksi 1650 psi Eminbend - xx 950 ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 850 ksi 1100 psi Density 31.2 pcf D(0.04) D(0.04) D(0.055) L(0.1 5) S(0.06875) D(0. 5) L(0.1 5) (0.0 875) 3.5x9.5 Span =12.0ft 3.5x9.5 Span = 1.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.750 ft, (DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.750 ft, (DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) DESIGN SUMMARY 'Maximum Bending Stress Ratio = 0.426 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb : Actual = 1,021.84 psi fv : Actual FB : Allowable = 2,400.00 psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 5.899ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio = 835>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.282 in Ratio = 509 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations 0.271 : 1 3.5x9.5 = 71.87 psi 265.00 psi +D+L = 12.000 ft = Span # 1 Wood Beam File = S:kJobs\s20\s2009\s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-4bA REV 201026 Load Combination Max Stress Ratios Segment Length Span # M V C d C FIV C i Cr C m C t C L D Only Length = 12.0 ft 1 0.173 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.750 ft 2 0.015 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.0 ft 1 0.426 0.271 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.750 ft 2 0.038 0.271 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.0 ft 1 0.233 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.750 ft 2 0.021 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.0 ft 1 0.385 0.245 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.750 ft 2 0.034 0.245 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.0 ft 1 0.111 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.750 ft 2 0.010 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.287 0.183 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.750 ft 2 0.025 0.183 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.0 ft 1 0.058 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.750 ft 2 0.005 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.045 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.750 ft 2 0.004 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.64 373.36 2160.00 0.58 26.26 238.50 0.15 33.16 2160.00 0.17 26.26 238.50 0.00 0.00 0.00 0.00 4.48 1,021.84 2400.00 1.59 71.87 265.00 0.40 90.75 2400.00 0.45 71.87 265.00 0.00 0.00 0.00 0.00 2.82 643.56 2760.00 1.00 45.27 304.75 0.25 57.15 2760.00 0.29 45.27 304.75 0.00 0.00 0.00 0.00 4.66 1,062.37 2760.00 1.66 74.72 304.75 0.41 94.35 2760.00 0.47 74.72 304.75 0.00 0.00 0.00 0.00 1.87 425.63 3840.00 0.66 29.94 424.00 0.17 37.80 3840.00 0.19 29.94 424.00 0.00 0.00 0.00 0.00 4.83 1,101.57 3840.00 1.72 77.48 424.00 0.43 97.83 3840.00 0.49 77.48 424.00 0.00 0.00 0.00 0.00 0.98 224.02 3840.00 0.35 15.76 424.00 0.09 19.89 3840.00 0.10 15.76 424.00 0.00 0.00 0.00 0.00 0.75 171.75 3840.00 0.27 12.08 424.00 0.07 15.25 3840.00 0.08 12.08 424.00 Max.'W' Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.2824 2 0.0000 5.966 0.0000 0.000 5.966 +D+0.750L+0.750S-0.1246 1.750 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.587 2.129 Overall MINimum 0.404 0.542 D Only 0.558 0.748 +D+L 1.527 2.048 +D+S 0.962 1.290 +D+0.750L+0.750S 1.587 2.129 +0.60D 0.335 0.449 L Only 0.969 1.300 S Only 0.404 0.542 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-4aA REV 201026 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prl I 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.04) L(0.12) S(0.05) D(0.04) L(0.12) S(0.05) 4x 10 Span = 12.0 ft 4x10 Span = 1.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.0 ft, (DECK) DESIGN SUMMARY nmnn• • ' Maximum Bending Stress Ratio = 0.768 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 663.27 psi fv : Actual = 45.42 psi FB : Allowable = 864.00 psi Fv: Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.899ft Location of maximum on span = 12.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.153 in Ratio = 942 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.213 in Ratio = 675>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.213 0.088 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.69 165.82 777.60 0.25 11.36 129.60 Length = 1.750 ft 2 0.019 0.088 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.06 14.73 777.60 0.07 11.36 129.60 +D+L 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.768 0.315 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.76 663.27 864.00 0.98 45.42 144.00 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-4aA REV 201026 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 1.750 ft 2 0.068 0.315 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.25 58.90 864.00 0.28 45.42 144.00 +D+S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.375 0.154 1.15 1.200 0.80 1.00 1.00 1.00 1.00 1.55 373.09 993.60 0.55 25.55 165.60 Length = 1.750 ft 2 0.033 0.154 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.14 33.13 993.60 0.16 25.55 165.60 +D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.699 0.287 1.15 1.200 0.80 1.00 1.00 1.00 1.00 2.89 694.36 993.60 1.03 47.55 165.60 Length = 1.750 ft 2 0.062 0.287 1.15 1.200 0.80 1.00 1.00 1.00 1.00 0.26 61.67 993.60 0.29 47.55 165.60 +1.140D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.137 0.056 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.79 189.03 1382.40 0.28 12.95 230.40 Length = 1.750 ft 2 0.012 0.056 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.07 16.79 1382.40 0.08 12.95 230.40 +1.105D+0.750L+0.750S 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.515 0.212 1.60 1.200 0.80 1.00 1.00 1.00 1.00 2.96 711.77 1382.40 1.05 48.75 230.40 Length = 1.750 ft 2 0.046 0.212 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.26 63.21 1382.40 0.30 48.75 230.40 +0.60D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.072 0.030 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.41 99.49 1382.40 0.15 6.81 230.40 Length = 1.750 ft 2 0.006 0.030 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.04 8.84 1382.40 0.04 6.81 230.40 +0.460D 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.055 0.023 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.32 76.28 1382.40 0.11 5.22 230.40 Length = 1.750 ft 2 0.005 0.023 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.03 6.77 1382.40 0.03 5.22 230.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.2133 5.966 0.0000 0.000 2 0.0000 5.966 +D+0.750L+0.750S -0.0941 1.750 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.294 0.394 D Only 0.235 0.315 +D+L 0.940 1.260 +D+S 0.529 0.709 +D+0.750L+0.750S 0.984 1.319 +0.60D 0.141 0.189 L Only 0.705 0.945 S Only 0.294 0.394 Wood Beam File = S:1Jobs1s2Ms20091s2009029 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3A REV201028 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.02666) L(0.07998) S(0.033325) D(0.015996) L(0.05332) 2-2x12 Span = 12.0 ft 2-2x12 Span =2.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.333 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR) DESIGN SUMMARY • • ' Maximum Bending Stress Ratio = 0.487.1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 350.97 psi fv : Actual = 28.95 psi FB : Allowable = 720.00 psi Fv : Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.899ft Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 2165>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.094 in Ratio = 1533 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.136 0.056 0.90 1.000 0.80 1.00 1.00 1.00 1.00 0.46 87.99 648.00 0.16 7.23 129.60 Length = 2.0 ft 2 0.009 0.056 0.90 1.000 0.80 1.00 1.00 1.00 1.00 0.03 6.07 648.00 0.03 7.23 129.60 +D+L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.487 0.201 1.00 1.000 0.80 1.00 1.00 1.00 1.00 1.85 350.97 720.00 0.65 28.95 144.00 Wood Beam File = S:1Jobs1s2Ms20091s2009029 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-3A REV201028 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 2.0 ft 2 0.037 0.201 1.00 1.000 0.80 1.00 1.00 1.00 1.00 0.14 26.29 720.00 0.14 28.95 144.00 +D+S 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.244 0.097 1.15 1.000 0.80 1.00 1.00 1.00 1.00 1.06 201.73 828.00 0.36 16.11 165.60 Length = 2.0 ft 2 0.007 0.097 1.15 1.000 0.80 1.00 1.00 1.00 1.00 0.03 6.07 828.00 0.03 16.11 165.60 +D+0.750L+0.750S 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.447 0.182 1.15 1.000 0.80 1.00 1.00 1.00 1.00 1.95 370.51 828.00 0.68 30.19 165.60 Length = 2.0 ft 2 0.026 0.182 1.15 1.000 0.80 1.00 1.00 1.00 1.00 0.11 21.23 828.00 0.11 30.19 165.60 +1.140D 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.087 0.036 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.53 100.31 1152.00 0.19 8.24 230.40 Length = 2.0 ft 2 0.006 0.036 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.04 6.92 1152.00 0.04 8.24 230.40 +1.105D+0.750L+0.750S 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.330 0.134 1.60 1.000 0.80 1.00 1.00 1.00 1.00 2.00 379.75 1152.00 0.70 30.94 230.40 Length = 2.0 ft 2 0.019 0.134 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.12 21.87 1152.00 0.12 30.94 230.40 +0.60D 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.046 0.019 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.28 52.79 1152.00 0.10 4.34 230.40 Length = 2.0 ft 2 0.003 0.019 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.02 3.64 1152.00 0.02 4.34 230.40 +0.460D 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.035 0.014 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.21 40.48 1152.00 0.07 3.32 230.40 Length = 2.0 ft 2 0.002 0.014 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.01 2.79 1152.00 0.01 3.32 230.40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.0939 6.034 0.0000 0.000 2 0.0000 6.034 +D+0.750L+0.750S -0.0481 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.661 0.791 Overall MlNimum 0.200 0.200 D Only 0.157 0.195 +D+L 0.628 0.790 +D+S 0.357 0.395 +D+0.750L+0.750S 0.661 0.791 +0.60D 0.094 0.117 L Only 0.471 0.595 S Only 0.200 0.200 Wood Beam File = S:Uobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-2 REV 201028 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,400.0psi Ebend-xx 1,800.Oksi Fc - Prl I 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V8 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.65) L(1 S(0.53) �26) D(0.045) L(Q135) S(0.05625) D(0.02666) L(0.07998) S(0.033325) 3.5x9 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 » 8.0 ft, Tributary Width =1.333 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 8.0 » 12.0 ft, Tributary Width = 2.250 ft, (DECK) Point Load : D = 0.650, L = 1.260, S = 0.530 k @ 8.0 ft, (R1-1b) DESIGN SUMMARY m�e Maximum Bending Stress Ratio = 0.759 1 Maximum Shear Stress Ratio = 0.388 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb : Actual = 1,822.73 psi fv : Actual = 102.75 psi FB : Allowable = 2,400.00 psi Fv: Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.971 ft Location of maximum on span = 12.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.307 in Ratio = 469 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.463 in Ratio = 311 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.265 0.131 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.25 572.08 2160.00 0.65 31.16 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.759 0.388 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.18 1,822.73 2400.00 2.16 102.75 265.00 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-2 REV 201028 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Shear Values C I C r C m C t C L M fb F'b V fv F'v Moment Values +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.397 0.201 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.32 1,096.56 2760.00 1.28 61.15 304.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.690 0.352 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.49 1,903.42 2760.00 2.25 107.34 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.149 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.25 572.08 3840.00 0.65 31.16 424.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.149 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.25 572.08 3840.00 0.65 31.16 424.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.170 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.57 652.17 3840.00 0.75 35.53 424.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.170 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.57 652.17 3840.00 0.75 35.53 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.496 0.253 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.49 1,903.42 3840.00 2.25 107.34 424.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.496 0.253 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.49 1,903.42 3840.00 2.25 107.34 424.00 +1.105D+0.750L+0.750S+0.5250E4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.511 0.261 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.73 1,963.49 3840.00 2.32 110.61 424.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.511 0.261 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.73 1,963.49 3840.00 2.32 110.61 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.089 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 343.25 3840.00 0.39 18.70 424.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.089 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 343.25 3840.00 0.39 18.70 424.00 +0.460D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.069 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 263.16 3840.00 0.30 14.34 424.00 +0.460D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.069 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 263.16 3840.00 0.30 14.34 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.4627 6.394 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.385 2.254 Overall MINimum 0.392 0,630 +D+H 0.389 0.654 +D+L+H 1.325 2.158 +D+S+H 0.781 1.284 +D+0.750L+0.750S+H 1.385 2.254 +D+0.60W+H 0.389 0.654 +D-0.60W+H 0.389 0.654 +D+0.70E+H 0.389 0.654 +D-0.70E+H 0.389 0.654 +D+0.750L+0.750S+0.450W+H 1.385 2.254 +D+0.750L+0.750S-0.450W+H 1.385 2.254 +D+0.750L+0.750S+0.5250E+H 1.385 2.254 +D+0.750L+0.750S-0.5250E+H 1.385 2.254 +0.60D+0.60W+0.60H 0.233 0.393 +0.60D-0.60W+0.60H 0.233 0.393 +0.60D+0.70E+0.60H 0.233 0.393 +0.60D-0.70E+0.60H 0.233 0.393 D Only 0.389 0.654 L Only 0.937 1.503 S Only 0.392 0.630 W Only -W E Only E Only' -1.0 Wood Beam File = S:1Jobs\s20\s2009\s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-1a REV201026 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.03) L(0.09) S(0.0375) D( .04) 5.5x9 Span = 16.50 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 1.50 ft, (DECK) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.367. 1 Maximum Shear Stress Ratio = 0.151 :1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb : Actual = 880.00 psi fv : Actual = 40.00 psi FB : Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.250ft 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 0.264 in Ratio = 749 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.486 in Ratio = 407 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.178 0.073 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.38 385.00 2160.00 0.58 17.50 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.367 0.151 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.45 880.00 2400.00 1.32 40.00 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.214 0.088 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.66 591.25 2760.00 0.89 26.88 304.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.330 0.136 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.64 910.94 2760.00 1.37 41.41 304.75 Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-1a REV201026 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.100 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.38 385.00 3840.00 0.58 17.50 424.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.100 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.38 385.00 3840.00 0.58 17.50 424.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.114 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 438.90 3840.00 0.66 19.95 424.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.114 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 438.90 3840.00 0.66 19.95 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.237 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.64 910.94 3840.00 1.37 41.41 424.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.237 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.64 910.94 3840.00 1.37 41.41 424.00 +1.105D+0.750L+0.750S+0.5250Ei 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.248 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.89 951.36 3840.00 1.43 43.24 424.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.248 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.89 951.36 3840.00 1.43 43.24 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.060 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 231.00 3840.00 0.35 10.50 424.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.060 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 231.00 3840.00 0.35 10.50 424.00 +0.460D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.046 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.10 177.10 3840.00 0.27 8.05 424.00 +0.460D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.046 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.10 177.10 3840.00 0.27 8.05 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. 'W' Defl Location in Span +D+0.750L+0.750S-0.5250E+H 1 0.4863 8.310 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum +D+H +D+L+H +D+S+H +D+0.750L+0.750S+H +D+0.60W+H +D-0.60W+H +D+0.70E+H +D-0.70E+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S-0.450W+H +D+0.750L+0.750S+0.5250E+H +D+0.750L+0.750S-0.5250E+H +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +0.60D+0.70E+0.60H +0.60D-0.70E+0.60H D Only L Only S Only W Only -W E Only E Only' -1.0 Support Support 1.366 1.366 0.309 0.309 0.578 0.578 1.320 1.320 0.887 0.887 1.366 1.366 0.578 0.578 0.578 0.578 0.578 0.578 0.578 0.578 1.366 1.366 1.366 1.366 1.366 1.366 1.366 1.366 0.347 0.347 0.347 0.347 0.347 0.347 0.347 0.347 0.578 0.578 0.743 0.743 0.309 0.309 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONZ Description : 1-1b REV201026 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 + 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling (021) L( 02802) S(0.11675) D 0.045 L 0.135 S 0.0562 D(0.03) L(0.09) S{0.0375) D 0. 4 5.5x9 Span = 11.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 8.750 ft, Tributary Width = 4.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 1.50 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 4.50 -->> 8.750 ft, Tributary Width = 2.250 ft, (DECK) Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Extent = 8.750 -->> 11.333 ft, Tributary Width = 4.670 ft, (DECK) Point Load : D = 0.210, L = 0.260, S = 0.110 k @ 8.750 ft, (L1-7) Maximum Bending Stress Ratio = 0.2821 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb : Actual = 676.82psi fv : Actual = 57.80 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.618ft Location of maximum on span = 11.333 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio = 1293 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.177 in Ratio = 768 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 1-1b REV201026 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i C r C m C t C L +D+H Length=11.333 ft 1 0.120 0.083 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.282 0.218 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.157 0.117 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.255 0.198 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.067 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.067 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.077 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.077 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.183 0.142 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.183 0.142 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S+0.5250E4 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.190 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.190 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.040 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.040 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.031 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length=11.333 ft 1 0.031 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750L+0.750S-0.5250E+H 1 0.1770 5.915 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.227 1.987 Overall MINimum 0.294 0.525 +D+H 0.478 0.650 +D+L+H 1.183 1.907 +D+S+H 0.772 1.175 +D+0.750L+0.750S+H 1.227 1.987 +D+0.60W+H 0.478 0.650 +D-0.60W+H 0.478 0.650 +D+0.70E+H 0.478 0.650 +D-0.70E+H 0.478 0.650 +D+0.750L+0.750S+0.450W+H 1.227 1.987 +D+0.750L+0.750S-0.450W+H 1.227 1.987 +D+0.750L+0.750S+0.5250E+H 1.227 1.987 +D+0.750L+0.750S-0.5250E+H 1.227 1.987 +0.60D+0.60W+0.60H 0.287 0.390 +0.60D-0.60W+0.60H 0.287 0.390 +0.60D+0.70E+0.60H 0.287 0.390 +0.60D-0.70E+0.60H 0.287 0.390 D Only 0.478 0.650 L Only 0.705 1.258 S Only 0.294 0.525 Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.60 258.23 2160.00 0.65 19.69 238.50 0.00 0.00 0.00 0.00 4.19 676.82 2400.00 1.91 57.80 265.00 0.00 0.00 0.00 0.00 2.68 432.96 2760.00 1.17 35.61 304.75 0.00 0.00 0.00 0.00 4.35 703.31 2760.00 1.99 60.21 304.75 0.00 0.00 0.00 0.00 1.60 258.23 3840.00 0.65 19.69 424.00 0.00 0.00 0.00 0.00 1.60 258.23 3840.00 0.65 19.69 424.00 0.00 0.00 0.00 0.00 1.82 294.39 3840.00 0.74 22.44 424.00 0.00 0.00 0.00 0.00 1.82 294.39 3840.00 0.74 22.44 424.00 0.00 0.00 0.00 0.00 4.35 703.31 3840.00 1.99 60.21 424.00 0.00 0.00 0.00 0.00 4.35 703.31 3840.00 1.99 60.21 424.00 0.00 0.00 0.00 0.00 4.52 730.39 3840.00 2.06 62.28 424.00 0.00 0.00 0.00 0.00 4.52 730.39 3840.00 2.06 62.28 424.00 0.00 0.00 0.00 0.00 0.96 154.94 3840.00 0.39 11.81 424.00 0.00 0.00 0.00 0.00 0.96 154.94 3840.00 0.39 11.81 424.00 0.00 0.00 0.00 0.00 0.73 118.79 3840.00 0.30 9.06 424.00 0.00 0.00 0.00 0.00 0.73 118.79 3840.00 0.30 9.06 424.00 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam File = S:kJobs\s20\s2009\s2009O29 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-1b REV201026 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -W E Only E Only' -1.0 General Beam Analysis File =S:Wobs1s201s20091s2009029-7824175th StSW1wo20090211_enercalctrib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 2-5 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 18.250 ft Area = 10.0 inA2 D(1.52),S(1.52) Span = 18.250 ft Moment of Inertia = 100.0 in14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0250, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Point Load : D=1.520, S = 1.520 k @ 8.50 ft, (1-2-1) DESIGN SUMMARY Maximum Bending = 22.068 k-tt Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 8.486 ft Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load Combination; Load Combination Max Stress Ratios Segment Length Span # M V w-oll winnn nuns "11-1vVv Dsgn. L = 18.25 ft 1 D Only Dsgn. L = 18.25 ft 1 +D+S Dsgn. L = 18.25 ft 1 +D+0.750S Dsgn. L = 18.25 ft 1 +1.140D Dsgn. L = 18.25 ft 1 +1.105D+0.750S Dsgn. L = 18.25 ft 1 +0.60D Dsgn. L = 18.25 ft 1 +0.460D Dsgn. L = 18.25 ft 1 Overall Maximum Deflections 0.202 in 0.003 in 0.403 in 0.002 in Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1086 70624 543 117707 3.449 k +D+S Span # 1 0.000 ft Summary of Moment Values (k-ft) Shear Values (k) Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 22.07 22.07 3.45 11.03 11.03 1.72 22.07 22.07 3.45 19.31 19.31 3.02 12.58 12.58 1.97 20.47 20.47 3.20 6.62 6.62 1.03 5.08 5.08 0.79 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4032 9.034 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.449 3.241 Overall MINimum 1.035 0.972 D Only 1.725 1.620 +D+S 3.449 3.241 +D+0.750S 3.018 2.836 +0.60D 1.035 0.972 S Only 1.725 1.620 Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 2-4 FULL LENGTH 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 1) S(0.1 4x12 Span = 11.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.4721 Maximum Shear Stress Ratio = 0.212 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 537.40psi fv : Actual = 43.81 psi FB : Allowable = 1,138.50psi Fv : Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.750ft 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 0.060 in Ratio = 2316 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.119 in Ratio = 1158 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.302 0.135 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.65 268.70 891.00 0.58 21.90 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.472 0.212 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.31 537.40 1138.50 1.15 43.81 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.413 0.185 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.89 470.22 1138.50 1.01 38.33 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.193 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.88 306.32 1584.00 0.66 24.97 288.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.315 0.141 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.07 498.44 1584.00 1.07 40.63 288.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-4 FULL LENGTH Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.102 0.046 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.99 161.22 1584.00 0.35 13.14 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.078 0.035 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.76 123.60 1584.00 0.26 10.08 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+S 1 0.1191 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.150 1.150 Overall MINimum 0.575 0.575 D Only 0.575 0.575 +D+S 1.150 1.150 +D+0.750S 1.006 1.006 +0.60D 0.345 0.345 S Only 0.575 0.575 Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 2-4b 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 U12 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width =10.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.181: 1 Maximum Shear Stress Ratio = 0.207 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 205.71 psi fv : Actual = 42.86 psi FB : Allowable = 1,138.50psi Fv : Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.250ft 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 0.003 in Ratio = 15465>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 7732 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.115 0.132 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.63 102.86 891.00 0.56 21.43 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.181 0.207 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.27 205.71 1138.50 1.13 42.86 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.158 0.181 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.11 180.00 1138.50 0.98 37.50 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.074 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.72 117.26 1584.00 0.64 24.43 288.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.120 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.17 190.80 1584.00 1.04 39.75 288.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-4b Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.039 0.045 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.38 61.71 1584.00 0.34 12.86 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.030 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.29 47.31 1584.00 0.26 9.86 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+S Vertical Reactions 1 0.0070 2.266 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.125 1.125 Overall MINimum 0.563 0.563 D Only 0.563 0.563 +D+S 1.125 1.125 +D+0.750S 0.984 0.984 +0.60D 0.338 0.338 S Only 0.563 0.563 General Beam Analysis File=S:Wobs1s201s20091s2009029-7824175thStSW1wo20090211_enercalctrib_190129.ec6 y ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION�' Description : 2-4a General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 10.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in14 D(025) S(025) X X Span = 100 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0250, S = 0.0250 ksf, Tributary Width =10.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 6.250 k-ft Maximum Shear = 2.50 k Load Combination +D+S Load Combination +D+S Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.020 in 6137 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.039 in 3068 Max Upward Total Deflection 0.000 in 644444 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 = 10.00 ft 1 6.25 6.25 2.50 D Only Dsgn. L = 10.00 ft 1 3.13 3.13 1.25 +D+S Dsgn. L = 10.00 ft 1 6.25 6.25 2.50 +D+0.750S Dsgn. L = 10.00 ft 1 5.47 5.47 2.19 +1.140D Dsgn. L = 10.00 ft 1 3.56 3.56 1.43 +1.105D+0.750S Dsgn. L = 10.00 ft 1 5.80 5.80 2.32 +0.60D Dsgn. L = 10.00 ft 1 1.88 1.88 0.75 +0.460D Dsgn. L = 10.00 ft 1 1.44 1.44 0.58 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0391 5.050 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.500 2.500 Overall MINimum 0.750 0.750 D Only 1.250 1.250 +D+S 2.500 2.500 +D+0.750S 2.188 2.188 +0.60D 0.750 0.750 S Only 1.250 1.250 Wood Beam ' File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 2-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 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 2-2x12 Span = 14.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.747.1 Maximum Shear Stress Ratio = 0.238 :1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb : Actual = 773.56 psi fv : Actual = 49.17 psi FB : Allowable = 1,035.00 psi Fv : Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.375ft 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 0.141 in Ratio = 1254 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.282 in Ratio = 627 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.478 0.152 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.04 386.78 810.00 0.55 24.58 162.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.747 0.238 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.08 773.56 1035.00 1.11 49.17 207.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.654 0.208 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.57 676.86 1035.00 0.97 43.02 207.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.306 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 440.93 1440.00 0.63 28.03 288.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.498 0.158 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.78 717.47 1440.00 1.03 45.60 288.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-3 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.161 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.22 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length=14.750 ft 1 0.124 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 Overall Maximum Deflections fb F'b 0.00 232.07 1440.00 0.00 177.92 1440.00 Shear Values V fv F'v 0.00 0.00 0.00 0.33 14.75 288.00 0.00 0.00 0.00 0.25 11.31 288.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+S 1 0.2821 7.429 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.106 1.106 Overall MINimum 0.553 0.553 D Only 0.553 0.553 +D+S 1.106 1.106 +D+0.750S 0.968 0.968 +0.60D 0.332 0.332 S Only 0.553 0.553 Wood Beam Description : 2-2 CODE REFERENCES File = S:Wobs1s201s20091s2009029 - 7824 175th St SMwo 2009021/ enercalc trib 190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 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 - Prl I 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(023) S(023) D(0_�25) S(0.025) 4x12 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF) Point Load : D = 0.230, S = 0.230 k @ 8.50 ft, (R2-1 b) DESIGN SUMMARY - e Maximum Bending Stress Ratio = 0.6161 Maximum Shear Stress Ratio = 0.153 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 662.43psi fv : Actual = 26.39 psi FB : Allowable = 1,075.25psi Fv : Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.474ft 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 0.200 in Ratio = 1082 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.399 in Ratio = 541 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.394 0.098 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.04 331.22 841.50 0.35 13.20 135.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.616 0.153 1.15 1.100 1.00 1.00 1.00 1.00 1.00 4.08 662.43 1075.25 0.69 26.39 172.50 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.539 0.134 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.57 579.63 1075.25 0.61 23.09 172.50 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.252 0.063 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.32 377.59 1496.00 0.39 15.04 240.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.411 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.78 614.40 1496.00 0.64 24.48 240.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.133 0.033 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.22 198.73 1496.00 0.21 7.92 240.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.102 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.94 152.36 1496.00 0.16 6.07 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.3991 8.934 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.693 0.667 Overall MINimum 0.346 0.334 D Only 0.346 0.334 +D+S 0.693 0.667 +D+0.750S 0.606 0.584 +0.60D 0.208 0.200 S Only 0.346 0.334 Wood Beam EI.1r.. Description : 2-1 FULL SPAN CODE REFERENCES File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 2009021/ enercalc trib 190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 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 Load Combination IBC 2015 Fb - 2,325.0 psi Fc - Prll 2,170.0 psi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225) S(0.225) 3.5x11.25 Span = 13.50 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 9.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.6231 Maximum Shear Stress Ratio = 0.325 :1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual = 1,666.29 psi fv : Actual = 115.71 psi FB : Allowable = 2,673.75 psi Fv : Allowable = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.750ft 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 0.263 in Ratio = 616 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.526 in Ratio = 308 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length=13.451 ft 1 Length = 0.04927 ft 1 +D+S Length=13.451 ft 1 Length = 0.04927 ft 1 +D+0.750S Length=13.451 ft 1 Length = 0.04927 ft 1 +1.140D Moment Values M fb F'b 0.398 0.207 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.13 0.006 0.207 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.07 1.000 1.00 1.00 1.00 1.00 1.00 0.623 0.325 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.25 0.009 0.325 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.15 1.000 1.00 1.00 1.00 1.00 1.00 0.545 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.97 0.008 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.13 1.000 1.00 1.00 1.00 1.00 1.00 Shear Values V fv F'v 0.00 0.00 0.00 0.00 833.14 2092.50 1.52 57.86 279.00 12.12 2092.50 1.52 57.86 279.00 0.00 0.00 0.00 0.00 1,666.29 2673.75 3.04 115.71 356.50 24.24 2673.75 3.04 115.71 356.50 0.00 0.00 0.00 0.00 1,458.00 2673.75 2.66 101.25 356.50 21.21 2673.75 2.66 101.25 356.50 0.00 0.00 0.00 0.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : 2-1 FULL SPAN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fV F'v Length=13.451 ft 1 0.255 0.133 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.84 949.78 3720.00 1.73 65.96 496.00 Length = 0.04927 ft 1 0.004 0.133 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 13.81 3720.00 1.73 65.96 496.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.415 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.51 1,545.48 3720.00 2.82 107.33 496.00 Length = 0.04927 ft 1 0.006 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 22.48 3720.00 2.82 107.33 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.134 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.08 499.89 3720.00 0.91 34.71 496.00 Length = 0.04927 ft 1 0.002 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 7.27 3720.00 0.91 34.71 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.103 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 383.25 3720.00 0.70 26.61 496.00 Length = 0.04927 ft 1 0.001 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 5.57 3720.00 0.70 26.61 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.5255 6.799 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.038 3.038 Overall MINimum 1.519 1.519 D Only 1.519 1.519 +D+S 3.038 3.038 +D+0.750S 2.658 2.658 +0.60D 0.911 0.911 S Only 1.519 1.519 Wood Beam Description : 2-1b CODE REFERENCES File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 2009021/ enercalc trib 190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 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 Load Combination IBC 2015 Fb - 2,325.0 psi Fc - Prll 2,170.0 psi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225) S(0.225) 3.5x1125 = 2.0 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, S = 0.0250 ksf, Tributary Width = 9.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.0141 Maximum Shear Stress Ratio = 0.048 :1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual = 36.57psi fv : Actual = 17.14 psi FB : Allowable = 2,673.75psi Fv: Allowable = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.000ft 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 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.000 in Ratio = 94807>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.009 0.031 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.11 18.29 2092.50 0.23 8.57 279.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.014 0.048 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.23 36.57 2673.75 0.45 17.14 356.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.012 0.042 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.20 32.00 2673.75 0.39 15.00 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.006 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 20.85 3720.00 0.26 9.77 496.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.009 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 33.92 3720.00 0.42 15.90 496.00 Wood Beam File = S:Wobs1s201s20091s2009029 - 7824 175th St SW1wo 20090211_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-1b Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.003 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.002 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 Overall Maximum Deflections fb F'b V fv F'v 0.00 0.00 0.00 0.00 10.97 3720.00 0.14 5.14 496.00 0.00 0.00 0.00 0.00 8.41 3720.00 0.10 3.94 496.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+S 1 0.0003 1.007 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.450 0.450 Overall MINimum 0.225 0.225 D Only 0.225 0.225 +D+S 0.450 0.450 +D+0.750S 0.394 0.394 +0.60D 0.135 0.135 S Only 0.225 0.225 Wood Column File = S:1Jobs\s20\s2009\s2009029 - 7824175th St SW1wo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 6X6 MAX LOADING 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 End Fixities Top & Bottom Pinned Overall Column Height 13.50 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 1,200.0 psi Fv 170.0 psi Fb - 1,200.0 psi Ft 825.0 psi Fc - Prll 1,000.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.25 inA2 Cf or Cv for Compression 1.0 Ix 76.255 inA4 Cf or Cv for Tension 1.0 ly 76.255 inA4 Cm : Wet Use Factor 1.0 Incising Factors : Ct : Temperature Factor 1.0 for Bending 0.80 Cfu : Flat Use Factor 1.0 Axial for Elastic Modulus 0.95 Kf : Built-up columns 1 ,0 NDS 15.3.2 1,600.0 ksi Use Cr : Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for X-X Axis buckling = 13.5 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 13.5 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 88.481 Ibs * Dead Load Factor AXIAL LOADS ... R1-6: Axial Load at 13.50 ft, D = 1.685, L = 5.080, S = 2.074 k R1-2: Axial Load at 13.50 ft, D = 0.80, L = 2.0, S = 0.810 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6911 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750L+0.750S 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 10.046 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 480.546 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 13.50 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 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 0.507 0.1866 PASS 0.0 ft 0.0 PASS 13.50 ft +D+L 1.000 0,467 0.6827 PASS 0.0 ft 0.0 PASS 13.50 ft +D+S 1.150 0.418 0.3754 PASS 0.0 ft 0.0 PASS 13.50 ft +D+0.750L+0.750S 1.150 0.418 0.6911 PASS 0.0 ft 0.0 PASS 13.50 ft +1.140D 1.600 0.315 0.1927 PASS 0.0 ft 0.0 PASS 13.50 ft +1.105D+0.750L+0.750S 1.600 0.315 0.6776 PASS 0.0 ft 0.0 PASS 13.50 ft +0.60D 1.600 0.315 0.1014 PASS 0.0 ft 0.0 PASS 13.50 ft +0.460D 1.600 0.315 0.07775 PASS 0.0 ft 0.0 PASS 13.50 ft Wood Column File = S:Wobs1s201s20091s2009029 - 7824175th St SMwo 201026 RVS Commentsl_enercalc trib_190129.ec6 ENERCALC, INC.1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 6X6 MAX LOADING 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 2.573 +D+L 9.653 +D+S 5.457 +D+0.750L+0.750S 10.046 +0.60D 1.544 L Only 7.080 S Only 2.884 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+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 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 S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 2 5.50 in X 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 E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 2.9.7376.2 1I.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.500 Effective Embedment depth, he (inch): 4.000 Code report: IAPMO LIES ER-263 Anchor category: - Anchor ductility: Yes hmin (Inch): 5.25 cap (inch): 5.33 Cmin (Inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: AT-XPV - AT-XP w/ #4 A615 Gr. 60 Rebar Code Report: IAPMO LIES ER-263 }} 3 -.1er Company: Date: 10/27/2020 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f'� (psi): 2500 Lp�,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7[►��[�-Z•�c■ Anchor DesignerT"' Software Version 2.9.7376.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 1250 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> X 01b Company: Date: 10/27/2020 Engineer: Page: 2/5 Project: Address: Phone: E-mail: LOADING DETERMINED BY IBC ` SECTION 1809.13 w/ 2 APPLIED LOADS... (2.5K/2) 12501b o Ib Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►��i�-z•�►■ Anchor Designer"' Software Version 2.9.7376.2 <Figure 2> Company: Date: 10/27/2020 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►��i�-Z•�e■ Anchor DesignerT"' Software Version 2.9.7376.2 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) 1 1250.0 Company: Date: 10/27/2020 Engineer: Page: 4/5 Project: Address: Phone: E-mail: Shear load x, Shear load y, Shear load combined, Vuax (lb) Vuay (lb) 1(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 Sum 1250.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1250 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ^N (lb) 18000 0.75 13500 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcaal fchW.5 (Eq. 17.4.2.2a) kc Aa fc (psi) hef (In) Nb (Ib) 17.0 1.00 2500 2.667 3701 ONcb = 0 (ANCIANco)Yed,NTC,NYep,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANC (In2) ANco (In2) Ca,min (In) Ted,N TC,N Tcp,N Nb (Ib) 0 ONcb (lb) 64.00 64.00 4.00 1.000 1.00 1.000 3701 0.65 2406 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Tk,cr = Tk,crfshort-ter Ksat Tk,cr (Psi) fshort-term Ksat Tk,cr (pSi) 770 1.00 1.00 770 Nba = A aTcrndahef (Eq. 17.4.5.2) A a Tcr (psi) da (In) her (in) Nba (lb) 1.00 770 0.50 4.000 4838 ONa = 0 (ANa/ANao)Ted,NaTcp,NaNbe (Sec. 17.3.1 & Eq. 17.4.5.1a) ANa (In2) ANao (In2) CNa (In) Ca,min (In) Ted, Na Tcp, Na Nba (lb) 0 ONa (lb) 64.00 90.00 4.74 4.00 0.953 1.000 4838 0.65 2131 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►��i�-Z•�c■ Anchor Designer TM Software Version 2.9.7376.2 Company: Date: 10/27/2020 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N.. (lb) Design Strength, oNn (lb) Ratio Status Steel 1250 13500 0.09 Pass Concrete breakout 1250 2406 0.52 Pass Adhesive 1250 2131 0.59 Pass (Governs) AT-XP w/ #4 A615 Gr. 60 Rebar with hef = 4.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf n TMCAL FGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. ID FOOTING SIZE REINFORCEMENT WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F1.5 V-6" V-6" 8" (2) #4's (2) #4's F2 2'-0" 2'-0" 10" (3) #4's (3) #4's F2.5 2'-6" 2'-6" 10" (3) #4's (3) #4's Total Load 4,500 8,000 12,499 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DETAIL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 9 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) G.T. 3 - 2x4 3-2x6 3-2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MAN F 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H = 9 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3988# 6682# 8808# 3988# B 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 5982# 10023# 132137 5982# B 10023# PC 13213# PC 6-3/4 (GLB) 7 (MANF) 7977# B I 13365# PC 17617# PC G.T. 1 4252# 6682# 8808# CAPACITY: H = 9 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3645# 3645# 3645# 3988# B 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201 # 8201 # _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ _ _ _ I 16402# I PC G.T. 5467# 1 5467# 1 5467# CAPACITY: H = 9 ft HF HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1822# 1822# 1822# 1994# B 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC Shear Wall Summary J Existing Modified % Change 1 6 5253 5253 100.0% 2 6 5851 6185 105.7% 3 6 1 2127 2127 1 100.0% A 6 2513 2599 103.4% B 6 2720 2813 103.4% C 6 3958 4093 103.4% D 6 4562 4718 103.4% E 6 1805 1867 103.4% 1 5 8575 9283 108.3% 2 5 8575 9230 107.6% 3 5 3522 3657 103.8% A 5 4078 4268 104.7% B 5 4414 4620 104.7% C 5 6423 6722 104.7% D 5 7404 7749 104.7% E 5 3610 3792 105.0% A comparative analysis was performed to establish the level of stress in the structural elements as they currently exist and as they will exist with the proposed modifications. This summary page provides a comparison of the proposed stresses as a precentage of the existing stresses. Lateral bracing lines exceeding the 10% allowable increase have been engineered for the calculated loads. IBC12 Section 3404.4 lateral loads _Existing Building Comparison 160318.xls SW