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REVIEWED BLD-STRUCT-CALCS-22810 Edmonds Way Bldg A_210409_SSScalcs_s1910027Client SSS # J Project Identification :S::S] SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 Michel Construction Rob Michel 7305 Soundview Drive Edmonds WA 98026 206-930-2445 phone fax s1910027 22810 Edmonds Way Bldg A 4 Unit Townhouse Michel Design (206-930-2445) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 15 IBC Risk Category II Wind Design Data Earthquake Design Data Seismic Importance Factor, Ie 1.00 Internal Pressure Coefficient 0.18 Topographic Factor, KZt 1.00 Wind Importance Factor, I 1.00 Seismic Force Resisting System Table 12.2-1: A-13 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.130 0.130 Transverse Longitudinal Seismic Base Shear, V 32357 Ibs Topographic Effects Distances below are measured from the base. Crest elev: 469 dist: 5808 Site elev: 355 dist: 2191 H/2 elev: 392.5 dist: 3275 Base elev: 316 dist: 0 ts (f P611ed } 1 +�1 rDOWNIVIA 0 4 h Exposure Category B Height above local ground z= 30 ft Location Relative to Crest Downwd Hill Shape 2-D Esc Height of Hill H= 153 ft Hy2L,� 1�2D RIOGE 310 Ax► S y/lt Distance upwind of the crest to where the Lh= 2533 ft difference in ground elevation is half of the height of the hill. x= 3617 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= 1.06 K1= 0.05 K2= 0.64 K3= 0.97 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True False H/Lh >= 0.06 False H = 153 True Kzt= 1.00 SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: No Address at This Location Wind Results: ASCE 7 Hazards Report Standard: ASCE/SE17-10 Risk Category: 11 Soil Class: D - Stiff Soil Elevation: 268.05 ft (NAVD 88) Latitude: 47.796626 Longitude:-122.375868 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 Oct 10 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.onIine/ Page 1 of 3 Thu Oct 10 2019 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.264 Sos 0.842 S, 0.495 Soy 0.497 Fa 1 TL 6 Fv 1.505 PGA: 0.511 SMs 1.264 PGA M : 0.511 SM, 0.745 FPCA 1 le : 1 Seismic Design Category D d . MCER Response Spectrum Q 9 Design Response Spectrum Sa(g) vs T(s) 0.7 • O.s 0.5 0.4 0.3 0.2 0.1 7 D Sa(g) vs T(s) Data Accessed: Thu Oct 10 2019 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 Oct 10 2019 -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 Oct 10 2019 W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s1910027 Number of Diaphragms Code General Design Criteria 3 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Rf Deck 1 20 60 25 20 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic Factor Enclosure Classification Internal Pressure Coefficient Seismic Design Data Seismic Load Design Procedure Seismic Design Category Mapped Spectral Accelerations, MSA Short Period Acceleration 1-Second Accelleration Long -Period Transition Period Spectral response coefficient Spectral response coefficient Site Classification Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit HF OSB 16" oc II 2010 Directional Procedure 110 mph B B Kzt: 1.00 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.263 Sl 0.494 TL 6 SDS 0.84 Spl 0.50 D Table 12.2-1: A-13 Transverse Longitudinal 6.5 6.5 0.130 0.130 32357 32427 00 2.5 Cd 4 0.020 hsx sec. Ibs 210405_SSSlateral_beta_s1909026 DC Building Orientation and Height Wall Lines A B C D E F G 1 2 3 4 5 6 7 7i = T Transverse o � J Trans C J Stories Number of Diaphragms 3 Building Height 31.00 Diaphragm 3 Framing ft 5.00 Story ft 8.00 Diaphragm 2 Framing ft 1.00 Story ft 8.00 Diaphragm 1 Framing ft 1.00 Story ft 8.00 Shrinkage 0.000 in 0.000 in 0.000 in �3 Distribution Diaphragm Wall VTX+, VD,, VT,, Wall LineLine Force from wall line above Trans 1 2 3 4 5 6 7 1 848 Wind 2 468 1538 3 691 i4 Ibs 5 6 7 2006 1 7471 Seismic 2 1889 13698 3 4339 Ibs 4 5 6 7 848 1 468 2 691 3 4 5 6 7 2006 7471 1 1889 2 4339 3 4 5 6 7 1 2 3 4 5 6 7 13698 13698 Longit Wall VTX+, VAX VT,, Wnel A 961 961 A wind B 1473 1473 B 7445 C 1489 1489 C Ibs D E 2129 2129 D E F G 1393 7445 1393 I 1 7445 F G A 1587 Seismic B 2998 13728 C 3171 Ibs D 3960 E F 2011 G 1587 A 2998 B 3171 C 3960 D E 2011 F G A I B I C I D I E I F I G 210405_SSSlateral_beta_s1909026 DC 1 2 Distribution Diaphragm Trans Wall Wall VTX+, VD,, VT,, Wall Line 1 848 1575 2423 1 Wind 2 468 869 1337 2 2859 2 3 691 1284 1974 3 Ibs 4 5 6 7 4 5 6 7 1 7471 5949 13420 1 Seismic 2 1889 1390 3279 2 10709 3 4339 3370 7708 3 Ibs 4 4 5 5 6 6 7 7 Force from wall line above 1 2 3 4 5 6 7 848 468 691 1 2 3 4 5 6 7 7471 1889 4339 13698 10709 24408 Longit Wall VTX+, VAX VT,, Wall A B C D E F G LinA Wind 11043 Ibs B C D E F G 961 1473 1489 2129 1393 7ddC 1425 2185 2209 3158 2066 i i ()A -2 2385 3658 3697 5288 3459 1 QASQ7 A B C D E F G 961 1473 1489 2129 1393 A 1587 1159 2746 A Seismic B 2998 2394 5393 B 10732 C 3171 2568 5739 C Ibs D 3960 3042 7002 D E E F 2011 1570 3581 F G G A B C D E F G 1587 2998 3171 3960 2011 210405_SSSlateral_beta_s1909026 DC 1 1 Distribution Diaphragm Trans Wall Line VTX+, VD,, VT,, Wall Line 1 2423 1585 4008 1 Wind 2 1337 875 2211 2 2877 3 1974 1292 3266 3 Ibs 4 5 4 5 6 7 C71d 17C1 QAQC 6 7 1 13420 2805 16225 1 2 3279 652 3931 2 El 3 7708 1580 9289 3 4 4 5 5 6 6 7 7 Force from wall line above 1 2 3 4 5 6 7 2423 1337 1974 1 2 3 4 5 6 7 13420 3279 7708 24408 5037 29445 Longit Wall VTX+, VAX VT,, Wall A B C D E F G LinA Wind 11019 Ibs B C D E F G 2385 3658 3697 5288 3459 i QaQ7 1422 2180 2204 3152 2062 iini0 3807 5838 5901 8439 5520 '70Cnr- A B C D E F G 2385 3658 3697 5288 3459 A 2746 562 3308 A Seismic B 5393 1161 6553 B 5048 C 5739 1073 6812 C Ibs D 7002 1474 8476 D E E F 3581 778 4359 F G G A B C D E F G 2746 5393 5739 7002 3581 210405_SSSlateral_beta_s1909026 DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 31 ft Eave Height 26 ft Mean Roof Height, h 28.5 ft Least Horizontal Dimension, LHD 19 ft Transverse Direction B Dimension 30.5 ft L Dimension 112.5 ft Transverse Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 125 sq ft 85 sq ft 2 255 sq ft 0 sq ft 1 265 sq ft 0 sq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 125 sq ft 85 sq ft 2 255 sq ft 0 sq ft 1 265 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 112.5 ft L Dimension 30.5 ft Longitudinal Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 605 sq ft 200 sq ft 2 985 sq ft 0 sq ft 1 1015sgft Osgft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 605 sq ft 200 sq ft 2 985 sq ft 0 sq ft 1 1015 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.70 Gust Effect Factor, Gf 0.85 Velocity Pressure. ah 18.56 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Directional Procedure Direction Transverse Longitudinal SUM 12123 49177 Load Case 1 L 1 T 3 2564 12408 2 1 4765 1 18404 1 1 4795 1 18365 210405_SSSlateral_beta_s1909026 WF(2) Seismic Loads Yes Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm height (ft) 5 (Ibs) 3 Roof 1 Mass (Ibs) area (ft) 3135 47025 unit weight (psf) 15 trans - w, 58285 long - wx 60561 Walls height (ft) 8 trans -wall (ft) H unit weight (psf) 7 10 15 long -wall (ft) Wall 1 Wall Wall Mass (Ibs) 150 61 77 22520 unit weight (psf) 7 10 15 Wall 1 162 Wall 225 Wall Mass (Ibs) 27072 Diaphragm height (ft) 1 (Ibs) 2 Floor 2 Mass (Ibs) area (ft) 2725 54500 unit weight (psf) 20 trans - w, 100396 long - wx 100396 Walls height (ft) 8 trans -wall (ft) H unit weight (psf) 7 10 15 long -wall (ft) Wall 1 Wall Wall Mass (Ibs) 18 61 77 15128 unit weight (psf) 7 10 15 Wall 1 30 Wall 225 Wall Mass (Ibs) 19680 Diaphragm height (ft) 1 (Ibs) 1 Floor 2 Mass (Ibs) area (ft) 2735 54700 unit weight (psf) 20 trans - w, 91104 long - wx 89368 Walls height (ft) 8 trans -wall (ft) H unit weight (psf) 7 10 15 long -wall (ft) Wall 1 Wall Wall Mass (Ibs) 75 61 77 18320 unit weight (psf) 7 10 15 Wall 1 25 Wall 225 Wall Mass (Ibs) 19400 Sum of Effective Seismic Weights (Ibs) trans - w, 278345 long - wx 278345 210405_SSSlateral_beta_s1909026 EF Mapped Spectral Accelerations XPEMSA SS 1.263 Fa 1.000 SpS 0.84 S, 0.494 Fv 1.506 Sol 0.50 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.263 sec 0.263 sec hn= 31.0 ft TL = 6 sec Transverse Longitudinal CS = 0.130 0.130 Ibs EQ 12.8-2 (Maximum) CS = 0.290 0.290 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.037 0.037 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 3 6.5 0.130 58285 7550 6.5 0.130 60561 7845 2 6.5 0.130 100396 13005 6.5 0.130 100396 13005 1 6.5 0.130 91104 11801 6.5 0.130 89368 11577 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 32357 Ibs k= 1.00 Longitudinal V = 32427 Ibs Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 3 31 71821 2226451 0.465 71821 2226451 0.465 2 18 96700 1740600 0.364 96700 1740600 0.364 1 9 1 90964 818676 0.171 1 90964 818676 0.171 4785727 4785727 Diaphragm 3 2 1 Transverse 15053 Ibs 11768 Ibs 5535 Ibs sum 32357 Longitudinal 15086 Ibs 11794 Ibs 5547 Ibs sum 32427 XPEVDS 210405_SSSlateral_beta_s1909026 EF Allowable Stress Desian Loads 2010 Directional Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 1538 7445 2 2859 11043 1 2877 11019 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 13698 13728 2 10709 10732 1 5037 5048 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, Vx VD), VTx+1 VTx L V VF Max Tx VS w h dr d ra df dfa Twx+1 Twx Tex+1 Tex Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SW's above that transfers to the SW's, Ibs Total force in the SW's (VDx + VTx+1), Ibs Total length of SW's (7- w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) Greater of v induced by wind or earthquake, plf 12.3.4.2 (Vxh Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs 210405_SSSlateral_beta_s1909026 DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 3 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex+1 Tex WIND SEISMIC VTx 848 7471 Wood Shrinkage v 25 222 v, amp'd 25 222 Cntrl'g 222 Max Tx 58 1681 A (in) 0.028 0.244 1.00 14% 23 199 5.29 8 55 1523 0.94 6% 1 17 147 1 3.25 8 58 1159 1.00 19% 25 221 6.50 8 46 1676 0.94 6% 17 146 3.21 8 58 1149 1.00 19% 25 222 6.54 8 45 1681 0.92 6% 16 139 3.00 8 57 1101 1.00 14% 1 22 198 5.25 8 55 1517 1.00 15% 23 204 5.54 8 53 1558 L VF Vs 38.58 222 222 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 3 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 468 1889 Wood Shrinkage v 41 165 v, amp'd 41 165 Cntrl'g 165 Max Tx 136 1192 A (in) 0.053 0.187 1.00 30% 34 136 4.17 8 2 136 1007 0.93 19% 1 28 113 3.13 8 2 125 852 1.00 51% 41 165 5.88 1 8 2 1 136 1 1192 L VF VS 13.17 165 165 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 3 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 691 4339 Wood Shrinkage v 34 212 v, amp'd 34 212 Cntrl'g 212 Max Tx 44 1536 A (in) 0.035 0.222 1.00 34% 34 212 6.96 8 2 41 1536 1.00 32% 33 208 6.71 8 2 44 1514 1.00 34% 1 34 212 6.96 8 2 1 41 1 1536 L VF Vs 20.62 212 212 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex+j Tex WIND E-QUAKE VTx 2423 13420 Wood Shrinkage v 70 389 v, amp'd 70 389 Cntrl'g 389 Max Tx 415 4667 A (in) 0.050 0.232 1.00 12% 56 309 5.29 8 58 385 1681 4109 0.93 5% 1 41 228 3.17 8 58 321 1681 3515 1.00 17% 62 344 6.58 1 8 58 404 1681 4360 0.94 6% 42 232 3.25 8 58 325 1681 3544 1.00 17% 62 342 6.50 8 58 403 1681 4345 0.92 5% 40 220 3.00 8 58 314 1681 3454 1.00 25% 1 70 389 8.75 8 58 415 1681 4667 1.00 13% 57 317 5.54 8 58 389 1681 4163 L VF vs 42.08 389 389 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 1337 3279 Wood Shrinkage v 81 199 v, amp'd 81 199 Cntrl'g 199 Max Tx 505 2572 A (in) 0.092 0.180 1.00 17% 54 133 4.17 8 136 482 1192 2209 0.93 11 % 1 46 114 3.13 8 136 444 1192 2075 1.00 72% 81 199 11.88 1 8 136 1 505 1192 1 2572 L VF VS 19.17 199 199 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+j Twx Tex+, Tex WIND E-QUAKE VTx 1974 7708 Wood Shrinkage v 88 343 v, amp'd 88 343 Cntrl'g 343 Max Tx 617 4225 A (in) 0.080 0.271 0.94 11 % 66 257 3.25 8 1 44 500 1536 3600 1.00 24% 88 343 5.29 8 1 44 617 1536 4225 0.93 10% 1 64 250 3.13 8 1 44 1 490 1536 1 3551 1.00 22% 86 334 5.04 8 1 44 606 1536 4163 0.93 10% 64 250 3.13 8 1 1 1 44 490 1536 3551 1.00 24% 88 343 5.29 8 1 44 617 1536 4225 L VF Vs 25.13 343 343 210405_SSSlateral_beta_s1909026 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+1 TeX WIND E-QUAKE VTx 4008 16225 Wood Shrinkage v 72 292 v, amp'd 72 292 Cntrl'g 292 Max Tx 781 6876 A (in) 0.058 0.200 1.00 12% 65 262 7.29 8 415 778 4667 6741 0.98 5% 50 201 3.75 8 415 758 4667 6386 1.00 10% 1 62 249 6.25 1 8 415 781 4667 6672 1.00 10% 62 249 6.25 8 415 781 4667 6672 1.00 10% 62 251 6.38 8 415 781 4667 6681 1.00 10% 62 251 6.38 8 415 1 781 4667 6681 1.00 8% 59 240 5.63 8 415 780 4667 6620 1.00 8% 1 59 1 240 5.63 8 415 780 4667 6620 L VF vs 64.08 292 292 1.00 20% 72 292 1.00 8 415 740 4667 6876 1.00 8% 59 239 ]5.54 8 415 780 4667 6612 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+j Twx Tex+, Tex WIND E-QUAKE VTx 2211 3931 Wood Shrinkage v 155 276 v, amp'd 155 276 Cntrl'g 276 Max Tx 1525 4635 A (in) 0.136 0.191 0.96 15% 97 172 3.46 8 8 505 1169 2572 3929 0.91 12% 88 156 2.96 8 3 505 1176 2572 3870 1.00 73% 155 276 10.42 8 505 1525 2572 4635 L VF VS 16.83 276 276 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 --- % V W VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3266 9289 Wood Shrinkage v v, amp'd Cntrl'g Max Tx A (in) 1.50 8 1 617 617 4225 4225 1.50 8 1 617 617 4225 4225 1 1.50 8 1 617 1 617 4225 1 4225 1.50 8 1 617 617 4225 4225 L VF vs 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 961 1587 Wood Shrinkage v 85 141 v, amp'd 85 141 Cntrl'g 141 Max Tx 460 960 A (in) 0.121 0.144 1.00 62% 85 141 7.00 8 2 460 960 1.00 38% 72 119 5.04 8 2 420 839 L VF vs 12.04 141 141 TrilularyDead Loads WIND E-QUAKE. Wood Shrinkage v, amp'd 67 136 Cntrl'g 136 Max Tx 0 501 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1489 3171 Wood Shrinkage v 62 132 v, amp'd 62 132 Cntrl'g 132 Max Tx 0 415 A (in) 0.056 0.081 1.00 100% 62 132 24.08 8 2 -300 415 L VF vs 24.08 132 132 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 3 Long --- % Vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 2129 3960 Wood Shrinkage v 82 152 v, amp'd 82 152 Cntrl'g 152 Max Tx 0 523 A (in) 0.074 0.094 1.00 100% 82 152 26.08 8 2 -208 523 L VF VS 26.08 152 152 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 3 Long --- % Vw VE w h dr dra df dfa Twx+j Twx Tex+1 Tex WIND E-QUAKE VTx 1393 2011 Wood Shrinkage v 115 166 v, amp'd 115 166 Cntrl'g 166 Max Tx 524 1016 A (in) 0.132 0.135 1.00 100% 115 166 12.13 8 2 524 1016 L VF Vs 12.13 166 166 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 2 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 2385 2746 Wood Shrinkage v 137 157 v, amp'd 137 157 Cntrl'g 157 Max Tx 1265 1991 A (in) 0.198 0.170 1.00 63% 137 157 11.00 8 1 460 1265 960 1991 1.00 37% 117 135 7.54 8 1 460 1206 960 1891 L VF vs 18.54 157 157 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw vE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3658 5393 Wood Shrinkage v 166 244 v, amp'd 166 244 Cntrl'g 244 Max Tx 267 1609 A (in) 0.110 0.130 1.00 100% 166 244 22.08 8 8 267 501 1609 L VF VS 22.08 244 244 EL 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 df. Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 3697 5739 Wood Shrinkage v 154 238 v, amp'd 154 238 Cntrl'g 238 Max Tx 73 1397 A (in) 0.097 0.121 1.00 100% 154 238 24.08 8 8 73 415 1397 L VF vs 24.08 238 238 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 5288 7002 Wood Shrinkage v 203 268 v, amp'd 203 268 Cntrl'g 268 Max Tx 372 1670 A (in) 0.134 0.136 1.00 100% 203 268 26.08 8 8 372 523 1670 L VF VS 26.08 268 268 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 2 Long --- % vw V E w h dr dra df dfa Twx+1 TwX Tex+, Tex WIND E-QUAKE VTx 3459 3581 Wood Shrinkage v 399 413 v, amp'd 399 413 Cntrl'g 413 Max Tx 3526 4179 A (in) 0.321 0.230 1.00 100% 399 413 8.67 8 1 524 3526 1016 4179 L VF VS 8.67 413 413 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 1 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 3807 3308 Wood Shrinkage v 345 300 v, amp'd 345 300 Cntrl'g 300 Max Tx 3923 4315 A (in) 0.312 0.199 1.00 32% 268 232 4.50 8 1 1265 3421 1991 3873 1.00 68% 345 300 7.54 8 1 1265 3923 1991 4315 L VF vs 12.04 345 300 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 5838 6553 Wood Shrinkage v 264 297 v, amp'd 264 297 Cntrl'g 297 Max Tx 1331 3146 A (in) 0.189 0.160 1.00 100% 264 297 22.08 8 8 267 1331 1609 3146 L VF VS 22.08 297 297 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C► 1 1 Long --- % vW VE w h dr dra df dfa Twx+l Twx Tex+, Tex WIND E-QUAKE VTx 5901 6812 Wood Shrinkage v 245 283 v, amp'd 245 283 Cntrl'g 283 Max Tx 884 2743 A (in) 0.167 0.146 1.00 100% 245 283 24.08 8 8 73 884 1397 2743 L VF vs 24.08 283 283 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 8439 8476 Wood Shrinkage v 324 325 v, amp'd 324 325 Cntrl'g 325 Max Tx 1719 3277 A (in) 0.227 0.166 1.00 100% 324 325 26.08 8 8 372 1719 1670 3277 L VF VS 26.08 325 325 210405_SSSlateral_beta_s1909026 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 1 Long --- % vw VE w h dr dra df dfa Twx+1 TwX TeX+, TeX WIND E-QUAKE VTx 5520 4359 Wood Shrinkage v 895 707 v, amp'd 895 707 Cntrl'g 707 Max Tx 11259 10282 A (in) 0.532 0.301 1.00 100% 895 707 6.17 8 1 3526 11259 4179 10282 L VF vs 6.17 895 707 210405_SSSlateral_beta_s1909026 FIR Shear Transfer Connections XPSTC Fasteners and Spacing 4-1 v M N ^� o O W O o M r\ Ln M Ln .--i o .--i Ln O� v 1.0 00 l0 N- Q a 11, M l0 W Ln .--i N l0 a) .M-i ~ M .�-i 3 U, u CD u u C N 2x Plates 3x Plates f0 'O u M^. Ln 'f0 M Q (D a- LO N ti U 3 x x x x .M.. -- t t - (n O Q = J 2 CO u v�i v m W `� m 3 u m Coti {/i T Z C C C On CO C C C J N Q Q Q u Q M O fp Ln d VI d (n a O Q Ln O Q Ln 0.Q 0 ro R tp a)f6 tp fu f0 +�+ 4-1'� -0 E � E Ln E Ln n d d W d _ O W tl W (n .--i (n (n in .ti LO .ti U) A 150 11 24 9 48 67 46 10 33 16 101 75 110 B 265 6 13 27 38 26 6 18 9 42 42 62 332 5 10 21 30 20 4 15 7 31 34 49 C 350 4 10 20 28 19 4 14 7 29 32 47 D 450 3 8 16 22 15 3 11 5 21 25 36 600 2 6 12 16 11 2 8 4 15 18 27 780 2 4 9 12 8 2 6 3 11 14 21 17 26 900 1.5 4.0 8 11 7 1 5 2 10 12 18 15 22 935 1.5 3.5 7 10 7 1 5 2 9 12 17 14 21 E 1190 1.0 3.0 6 8 5.5 1 4 2 7 9 13 11 17 1250 1.0 2.5 5.5 8 5.5 1 3 2 7 9 13 11 16 1500 1.0 2.0 4.5 6.5 4.5 1 3 1 5 7 11 9 13 1750 0.5 2.0 4 5.5 3.5 0 2 1 4 6 9 8 11 2000 0.5 1.5 3.5 5 3 0 2 1 4 5 8 7 10 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated MINIMUM NOMINAL value Adjusted 3 t PANEL THICKNESS Nail or Staple size for HF @ Ga (A (inch) based on 16" oc a 6 242 7/16" 8d @ 6"oc 260 242 15 q 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 42 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 44 33 911 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 2418 Custom Custom 2600 2418 0 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... 210405_SSSlate ral_beta_s1909026 ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an Fl direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPSF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an Fl loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] 210405_SSSlate ral_beta_s1909026 ST Shear Wall Summary A Width SW vF Stressed vs Stressed Notes 1 3 38.58 B 6 222 84% 222 92% 2 3 13.17 B 6 165 62% 165 68% 3 3 20.62 B 6 212 80% 212 88% A 3 12.04 A 6 141 94% 141 58% B 3 22.08 A 6 136 91 % 136 56% C 3 24.08 A 6 132 88% 132 54% D 3 26.08 B 6 152 57% 152 63% F 3 12.13 B 6 166 63% 166 69% 1 2 42.08 D 3 389 86% 389 85% 2 2 19.17 B 6 199 75% 199 82% 3 2 25.13 D 3 343 76% 343 75% A 2 18.54 B 6 157 59% 157 65% B 2 22.08 C 4 244 70% 244 69% C 2 24.08 C 4 238 68% 238 67% D 2 26.08 C 4 268 77% 268 76% F 2 8.67 D 3 413 92% 413 91 % 1 1 64.08 C 4 292 84% 292 83% 2 1 16.83 C 4 276 79% 276 78% 3 1 0.00 See Detail WSW A 1 12.04 D 3 345 77% 300 66% B 1 22.08 C 4 297 85% 297 84% C 1 24.08 C 4 283 81% 283 80% D 1 26.08 C 4 325 93% 325 92% F 1 6.17 E 33 895 75% 707 78% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 210405_SSSlateral_beta_s1909026 SW Holdown Summary J T (n Uplift W Uplift E Holdown 1 3 58 1681 MSTC40 (b) 2 3 136 1192 MSTC40 (b) 3 3 44 1536 MSTC40 (b) A 3 460 960 MSTC40 (b) B 3 0 501 C 3 0 415 D 3 0 523 F 3 524 1016 MSTC40 (b) 1 2 415 4667 MSTC66 (b) 2 2 505 2572 MSTC52 (b) 3 2 617 4225 MSTC66 (b) A 2 1265 1991 MSTC40 (b) B 2 267 1609 MSTC40 (b) C 2 73 1397 MSTC40 (b) D 2 372 1670 MSTC40 (b) F 2 3526 4179 MSTC66 (b) 1 1 781 6876 HDU8 (b) 2 1 1525 4635 HTT5KT 3 1 617 4225 A 1 3923 4315 HTT5KT B 1 1331 3146 STHD14 (b) C 1 884 2743 STHD14 (b) D 1 1719 3277 STHD14 (b) F 1 11259 10282 HDU14 (b) Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 2650@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 63% 2650 @ 45% DNA DNA DNA DNA DNA DNA 2650 @ 58% DNA DNA DNA DNA DNA DNA 2650 @ 36% DNA DNA DNA DNA DNA DNA 2650 @ 38% DNA DNA DNA DNA DNA DNA 5840 @ 80% DNA DNA DNA DNA DNA DNA 3975 @ 65% DNA DNA DNA DNA DNA DNA 5840 @ 72% DNA DNA DNA DNA DNA 2650 @ 75% DNA DNA DNA DNA DNA DNA 2650 @ 61% DNA DNA DNA DNA DNA DNA 2650 @ 53% DNA DNA DNA DNA DNA DNA 2650 @ 63% DNA DNA DNA DNA DNA DNA 5840 @ 72% DNA DNA DNA DNA DNA DNA 7870 @ 7870 @ 7870 @ 7870 @ 7870 @ 7870 @ 7870 @ 87% 10% 10% 10% 87% 87% 87% 5360 @ 6675 @ 6675 @ 6675 @ 6675 @ 5730 @ 5730 @ 86% 1 23% 23% 23% 69% 81% 81% 5360 @ 6675 @ 6675 @ 6675 @ 6675 @ 5730 @ 5730 @ 81% 59% 59% 59% 65% 75% 75% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 59% 25% 25% 32% 82% 82% 90% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 51% 1 17% 17% 21% 72% 72% 78% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 61 % 32% 32% 41 % 86% 86% 94% 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 78% 78% 78% 78% 71% 71% 71% 210405_SSSlateral_beta_s1909026 SW Unfactored Overturning Summary Dead Live Snow SeisMass Roof 15 25 15 Floor 20 1 40 20 Wall 10 10 SDS 0.84 Do 2.50 D 1.30 Wind Seismic E= pQE Seis Overstrength E= DQE J0 T Height vF Overturning vF Overturning vF Overturning 1 3 8.00 25 336 222 2536 222 4876 2 3 8.00 41 545 165 1889 165 3632 3 3 8.00 34 449 212 2418 212 4651 A 3 8.00 85 1138 141 1612 141 3100 B 3 8.00 67 889 136 1552 136 2984 C 3 8.00 62 824 132 1505 132 2894 D 3 8.00 82 1088 152 1735 152 3337 F 3 8.00 115 1532 166 1895 166 3645 1 2 8.00 70 936 389 4446 389 8550 2 2 8.00 81 1084 199 2279 199 4383 3 2 8.00 88 1170 343 3915 343 7530 A 2 8.00 137 1821 157 1797 157 3455 B 2 8.00 166 2208 244 2791 244 5367 C 2 8.00 154 2047 238 2723 238 5237 D 2 8.00 203 2703 268 3068 268 5900 F 2 8.00 399 5321 413 4722 413 9081 1 1 8.00 72 963 292 3342 292 6426 2 1 8.00 155 2069 276 3153 276 6063 A 1 8.00 345 4602 300 3428 300 6592 B 1 8.00 264 3525 297 3392 297 6522 C 1 8.00 245 3267 283 3233 283 6216 D 1 8.00 324 4314 325 3714 325 7142 F 1 8.00 895 11936 707 8078 707 15534 210405_SSSlateral_beta_s1909026 SW W74 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 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 3-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem -Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 10125) S(0.1 2-2x8 Span = 7.50 ft Software 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi Printed: 6 APR 2021, 1:46PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.750 ft, (ROOF) Maximum Bending Stress Ratio = 0.7321 Maximum Shear Stress Ratio = 0.405 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 866.82psi fv: Actual = 69.83 psi Fb: Allowable = 1,173.00psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.763ft 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 0.098 in Ratio = 922>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.156 in Ratio = 576>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.354 0.194 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.71 325.06 918.00 0.38 26.19 135.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.739 0.405 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.90 866.82 1173.00 1.01 69.83 172.50 +D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.624 0.342 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.60 731.38 1173.00 0.85 58.92 172.50 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.227 0.124 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 370.56 1632.00 0.43 29.85 240.00 +1.105D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.469 0.257 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.68 765.51 1632.00 0.89 61.67 240.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.120 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.43 195.03 1632.00 0.23 15.71 240.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.092 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.33 149.53 1632.00 0.17 12.05 240.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 1:46PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 3-8 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.1560 3.763 Support notation : Far left is #1 Support 1 Support 2 1.013 1.013 0.633 0.633 0.380 0.380 1.013 1.013 0.854 0.854 0.228 0.228 0.633 0.633 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 3-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem -Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling i[lIM1l0-TOXI 2-2x6 Span =5.0ft Software 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi Printed: 6 APR 2021, 1:53PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.840 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.750 ft, (ROOF) 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 0.527.1 Maximum Shear Stress Ratio = 0.356 : 1 2-2x6 Section used for this span 2-2x6 669.41 psi fv: Actual = 61.36 psi 1,270.75psi Fv: Allowable = 172.50 psi +D+S Load Combination +D+S 2.508ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.044 in Ratio = 1359>=360 0.000 in Ratio = 0 <360 0.071 in Ratio = 849>=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.252 0.170 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.32 251.03 994.50 0.25 23.01 135.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.527 0.356 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.84 669.41 1270.75 0.68 61.36 172.50 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.444 0.300 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.71 564.82 1270.75 0.57 51.78 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.162 0.109 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 286.17 1768.00 0.29 26.23 240.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.334 0.226 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.75 591.18 1768.00 0.60 54.19 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.085 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 150.62 1768.00 0.15 13.81 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.065 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 115.47 1768.00 0.12 10.59 240.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 1:53PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 3-9 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.0706 2.508 Support notation : Far left is #1 Support 1 Support 2 0.675 0.675 0.422 0.422 0.253 0.253 0.675 0.675 0.570 0.570 0.152 0.152 0.422 0.422 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 3-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 105) S(0.175 2-2x12 Span = 9.0 ft r IIC. L I V IL"J_C11VIUCIII: MU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF) 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 0.550 1 Maximum Shear Stress Ratio = 0.325 : 1 2-2x12 Section used for this span 2-2x12 537.59 psi fv: Actual = 56.00 psi 977.50 psi Fv: Allowable = 172.50 psi +D+S Load Combination +D+S 4.485ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.056 in Ratio = 1924 >=360 0.000 in Ratio = 0 <360 0.090 in Ratio = 1202 >=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.264 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.06 201.60 765.00 0.47 21.00 135.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.550 0.325 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.83 537.59 977.50 1.26 56.00 172.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.464 0.274 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.39 453.59 977.50 1.06 47.25 172.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.169 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 229.82 1360.00 0.54 23.94 240.00 +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 = 9.0 ft 1 0.349 0.206 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.50 474.76 1360.00 1.11 49.46 240.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.089 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.64 120.96 1360.00 0.28 12.60 240.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.068 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.49 92.73 1360.00 0.22 9.66 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam rue: izo_enercaicmu_siyuauLo.eco Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 3-10 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.0898 4.515 Support notation : Far left is #1 Support 1 Support 2 1.260 1.260 0.788 0.788 0.473 0.473 1.260 1.260 1.063 1.063 0.284 0.284 0.788 0.788 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 3-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.105) S(0.175) 2-2x12 Span = 10.0 ft r IIC. L I V IL"J_C11VIUCIII: MU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF) 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 0.6721 Maximum Shear Stress Ratio = 0.361 : 1 2-2x12 Section used for this span 2-2x12 663.70psi fv: Actual = 62.22 psi 977.50 psi Fv: Allowable = 172.50 psi +D+S Load Combination +D+S 4.983ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.086 in Ratio = 1402>=360 0.000 in Ratio = 0 <360 0.137 in Ratio = 876>=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.325 0.173 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.31 248.89 765.00 0.53 23.33 135.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.679 0.361 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.50 663.70 977.50 1.40 62.22 172.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.573 0.304 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.95 559.99 977.50 1.18 52.50 172.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.209 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.50 283.73 1360.00 0.60 26.60 240.00 +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 =10.0 ft 1 0.431 0.229 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.09 586.13 1360.00 1.24 54.95 240.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.110 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.79 149.33 1360.00 0.32 14.00 240.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.084 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 114.49 1360.00 0.24 10.73 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam rue: izo_enercaicmu_siyuauLo.eco Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 3-11 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.1369 5.017 Support notation : Far left is #1 Support 1 Support 2 1.400 1.400 0.875 0.875 0.525 0.525 1.400 1.400 1.181 1.181 0.315 0.315 0.875 0.875 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-0 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 : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 108 4x8 Span =5.0ft Software 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Printed: 6 APR 2021, 3:54PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) 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 0.489t 1 Maximum Shear Stress Ratio = 0.384 : 1 4x8 Section used for this span 4x8 572.36 psi fv: Actual = 69.16 psi 1,170.00 psi Fv: Allowable = 180.00 psi +D+L Load Combination +D+L 2.514ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.029 in Ratio = 2088 >=360 0.000 in Ratio = 0 <360 0.037 in Ratio = 1606 >=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.125 0.099 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.34 132.08 1053.00 0.27 15.96 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.489 0.384 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.46 572.36 1170.00 1.17 69.16 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.344 0.270 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.18 462.29 1345.50 0.95 55.86 207.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.080 0.063 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 150.58 1872.00 0.31 18.20 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.254 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.22 476.16 1872.00 0.97 57.54 288.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.042 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 79.25 1872.00 0.16 9.58 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.032 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 60.76 1872.00 0.12 7.34 288.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 3:54PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-0 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.0373 2.514 Support notation : Far left is #1 Support 1 Support 2 1.170 1.170 0.900 0.900 0.270 0.270 1.170 1.170 0.945 0.945 0.162 0.162 0.900 0.900 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 3:50PM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.27 L(0.9) D 0.108 L 0.36 3.5x14.0 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load : D = 0.270, L = 0.90 k @ 10.330 ft, (R 2-0) Maximum Bending Stress Ratio = 0.57a 1 Maximum Shear Stress Ratio = 0.400 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,322.09 psi fv: Actual = 124.11 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.316ft Location of maximum on span = 13.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.261 in Ratio = 620 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.340 in Ratio = 477 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =13.50 ft 1 0.148 0.103 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.91 305.10 2057.00 0.94 28.64 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.50 ft 1 0.578 0.400 1.00 0.983 1.00 1.00 1.00 1.00 1.00 12.60 1,322.09 2285.56 4.05 124.11 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.50 ft 1 0.406 0.281 1.15 0.983 1.00 1.00 1.00 1.00 1.00 10.17 1,067.84 2628.39 3.27 100.24 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.50 ft 1 0.095 0.066 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.31 347.81 3656.89 1.07 32.65 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.50 ft 1 0.301 0.208 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.48 1,099.88 3656.89 3.37 103.25 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.50 ft 1 0.050 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.74 183.06 3656.89 0.56 17.18 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 3:50PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length =13.50 ft 1 0.038 0.027 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.34 140.35 3656.89 0.43 13.17 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3396 6.939 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.434 4.054 Overall MINimum 2.641 3.119 D Only 0.792 0.936 +D+L 3.434 4.054 +D+0.750L 2.773 3.275 +0.60D 0.475 0.561 L Only 2.641 3.119 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 2:34PM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.105) S(0.175) 3.5x14.0 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF) Maximum Bending Stress Ratio = 0.19I3 1 Maximum Shear Stress Ratio = 0.162 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 520.71 psi fv: Actual = 57.86 psi Fb: Allowable = 2,628.39 psi Fv: Allowable = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.232ft 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 0.039 in Ratio = 3248>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.080 in Ratio = 1579>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.130 0.107 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.55 267.59 2057.00 0.97 29.73 279.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.198 0.162 1.15 0.983 1.00 1.00 1.00 1.00 1.00 4.96 520.71 2628.39 1.89 57.86 356.50 +D+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.174 0.143 1.15 0.983 1.00 1.00 1.00 1.00 1.00 4.36 457.43 2628.39 1.66 50.83 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.083 0.068 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.91 305.05 3656.89 1.11 33.89 496.00 +1.105D+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.133 0.109 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.63 485.52 3656.89 1.76 53.95 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.044 0.036 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.53 160.55 3656.89 0.58 17.84 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 2:34PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 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 Length =10.50 ft 1 0.034 0.028 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.17 123.09 3656.89 0.45 13.68 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0798 5.268 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.890 1.890 Overall MINimum 0.919 0.919 D Only 0.971 0.971 +D+S 1.890 1.890 +D+0.750S 1.660 1.660 +0.60D 0.583 0.583 S Only 0.919 0.919 Project Title: Engineer: Project ID: Project Descr: Wood Beam 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.97) S(0.92) D(1.42) L(2.36) D(0.06) L(0.2) D(0.08) D(0.103 3.5x14.0 A 3.5x14.0 Span = 1.50 ft , Span = 8.50 ft Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Printed: 6 APR 2021, 2:43PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Point Load : D = 0.970, S = 0.920 k @ 0.0 ft, (L 2-2) Point Load : D=1.420, L = 2.360 k @ 1.50 ft, (L 3-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.625 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1461 Maximum Shear Stress Ratio = 0.519 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 334.16 psi fv: Actual = 161.02 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.749ft Location of maximum on span = 1.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio = 3235>=360 Max Upward Transient Deflection -0.017 in Ratio = 2124>=360 Max Downward Total Deflection 0.015 in Ratio = 2354>=240 Max Upward Total Deflection -0.011 in Ratio = 3192>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.082 0.285 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.61 169.24 2057.00 2.60 79.59 279.00 Length = 8.50 ft 2 0.082 0.285 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.61 169.24 2057.00 0.63 79.59 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.084 0.519 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.84 192.86 2285.56 5.26 161.02 310.00 Length = 8.50 ft 2 0.146 0.519 1.00 0.983 1.00 1.00 1.00 1.00 1.00 3.18 334.16 2285.56 2.12 161.02 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.119 0.302 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.99 314.08 2628.39 3.52 107.76 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 2:43PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 8.50 ft 2 0.119 0.302 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.99 314.08 2628.39 0.79 107.76 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.112 0.454 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.58 2628.39 5.29 161.79 356.50 Length = 8.50 ft 2 0.112 0.454 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.58 2628.39 1.87 161.79 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.053 0.183 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.84 192.94 3656.89 2.96 90.73 496.00 Length = 8.50 ft 2 0.053 0.183 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.84 192.94 3656.89 0.72 90.73 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.086 0.343 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.99 313.35 3656.89 5.56 170.14 496.00 Length = 8.50 ft 2 0.086 0.343 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.99 313.35 3656.89 1.94 170.14 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.028 0.096 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.97 101.55 3656.89 1.56 47.76 496.00 Length = 8.50 ft 2 0.028 0.096 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.97 101.55 3656.89 0.38 47.76 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.021 0.074 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.74 77.85 3656.89 1.20 36.61 496.00 Length = 8.50 ft 2 0.021 0.074 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.74 77.85 3656.89 0.29 36.61 496.00 Overall Maximum Deflections Load Combination Span Max. ' -" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 L Only -0.0169 0.000 L Only 2 0.0315 4.321 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 7.382 1.690 Overall MINimum 1.082 -0.162 D Only 3.230 0.250 +D+L 7.382 1.690 +D+S 4.312 0.088 +D+0.750L+0.750S 7.156 1.208 +0.60D 1.938 0.150 L Only 4.153 1.440 S Only 1.082 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-4 CODE REFERENCES Printed: 6 APR 2021, 2:41 PM Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 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(0.97) S(0.92) D(0.06) L(0.2) 3.5x14.0 Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Point Load : D = 0.970, S = 0.920 k @ 0.0 ft, (R 2-2) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.750 ft, (FLOOR) 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 3.5x14.0 Span = 8.50 ft E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Service loads entered. Load Factors will be applied for calculations. 0.128: 1 Maximum Shear Stress Ratio = 0.190 : 1 3.5x14.0 Section used for this span 3.5x14.0 291.65 psi fv: Actual = 59.05 psi 2,285.56 psi Fv: Allowable = 310.00 psi +D+L Load Combination +D+L 4.796ft Location of maximum on span = 1.500 ft Span # 2 Span # where maximum occurs = Span # 1 0.028 in Ratio = 3619>=360 -0.015 in Ratio = 2388>=360 0.016 in Ratio = 2272>=240 -0.009 in Ratio = 4070 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length =1.50 ft 1 0.082 0.129 0.90 0.983 1.00 1.00 Length = 8.50 ft 2 0.082 0.129 0.90 0.983 1.00 1.00 +D+L 0.983 1.00 1.00 Length =1.50 ft 1 0.084 0.190 1.00 0.983 1.00 1.00 Length = 8.50 ft 2 0.128 0.190 1.00 0.983 1.00 1.00 +D+S 0.983 1.00 1.00 Length =1.50 ft 1 0.119 0.180 1.15 0.983 1.00 1.00 Length = 8.50 ft 2 0.119 0.180 1.15 0.983 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.61 169.24 2057.00 1.18 36.12 279.00 1.00 1.00 1.00 1.61 169.24 2057.00 0.58 36.12 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.84 192.86 2285.56 1.93 59.05 310.00 1.00 1.00 1.00 2.78 291.65 2285.56 1.93 59.05 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.99 314.08 2628.39 2.10 64.29 356.50 1.00 1.00 1.00 2.99 314.08 2628.39 0.75 64.29 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 2:41 PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 2-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.112 0.180 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.58 2628.39 2.10 64.13 356.50 Length = 8.50 ft 2 0.112 0.180 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.58 2628.39 1.71 64.13 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.053 0.083 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.84 192.94 3656.89 1.35 41.18 496.00 Length = 8.50 ft 2 0.053 0.083 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.84 192.94 3656.89 0.67 41.18 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.086 0.137 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.99 313.35 3656.89 2.22 67.93 496.00 Length = 8.50 ft 2 0.086 0.137 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.99 313.35 3656.89 1.78 67.93 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.028 0.044 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.97 101.55 3656.89 0.71 21.67 496.00 Length = 8.50 ft 2 0.028 0.044 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.97 101.55 3656.89 0.35 21.67 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.021 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.74 77.85 3656.89 0.54 16.62 496.00 Length = 8.50 ft 2 0.021 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.74 77.85 3656.89 0.27 16.62 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0158 0.000 L Only -0.0096 0.545 L Only 2 0.0282 4.321 0.0000 0.545 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.810 1.497 Overall MINimum 1.082 -0.162 D Only 1.765 0.206 +D+L 3.409 1.497 +D+S 2.847 0.043 +D+0.750L+0.750S 3.810 1.052 +0.60D 1.059 0.123 L Only 1.644 1.291 S Only 1.082 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.79) L(2:40)25) L(1.44) S(-0.16) D(0.108) L(0.36) 7x14 Span = 22.330 ft Software Printed: 6 APR 2021, 3:52PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,200.0 ksi 2,900.0 psi Eminbend - xx 1,118.19 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf D(0.21) L(1.�9) S(-0.16) Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.250, L=1.440, S = -0.160 k @ 6.750 ft, (R 2-3) Point Load : D = 0.210, L=1.290, S = -0.160 k @ 17.250 ft, (R 2-4) Point Load : D = 0.790, L = 2.640 k @ 4.250 ft, (L 2-1) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 4.0 ft, Tributary Width = 9.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4241 Maximum Shear Stress Ratio = 0.289 : 1 Section used for this span 7x14 Section used for this span 7x14 fb: Actual = 1,208.90psi fv: Actual = 83.82 psi Fb: Allowable = 2,850.80psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.736ft 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 0.437 in Ratio = 613>=360 Max Upward Transient Deflection -0.026 in Ratio = 10184>=360 Max Downward Total Deflection 0.539 in Ratio = 497>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 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 N Fv D Only 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.091 0.066 0.90 0.983 1.00 1.00 1.00 1.00 1.00 4.44 233.26 2565.72 1.13 17.36 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.424 0.289 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.04 1,208.90 2850.80 5.48 83.82 290.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.060 0.045 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.73 195.61 3278.42 0.99 15.09 333.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.282 0.196 1.15 0.983 1.00 1.00 1.00 1.00 1.00 17.64 925.74 3278.42 4.28 65.51 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.058 0.043 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.07 265.91 4561.28 1.29 19.79 464.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 3:52PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-5 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 Length = 22.330 ft 1 0.208 0.145 1.60 0.983 1.00 1.00 1.00 1.00 1.00 18.11 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.330 ft 1 0.031 0.022 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.67 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.330 ft 1 0.024 0.017 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.04 Overall Maximum Deflections Shear Values fb F'b V fv F'v 950.23 4561.28 4.40 67.33 464.00 0.00 0.00 0.00 0.00 139.95 4561.28 0.68 10.41 464.00 0.00 0.00 0.00 0.00 107.30 4561.28 0.52 7.98 464.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.5387 10.354 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.002 2.490 Overall MINimum -0.148 -0.172 D Only 1.255 0.427 +D+L 6.002 2.490 +D+S 1.107 0.255 +D+0.750L+0.750S 4.704 1.845 +0.60D 0.753 0.256 L Only 4.747 2.063 S Only -0.148 -0.172 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 3:53PM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.94) L(3.12) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Point Load : D = 0.940, L = 3.120 k @ 2.50 ft, (R 2-1) Maximum Bending Stress Ratio = 0.4941 Maximum Shear Stress Ratio = 0.455 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 1,131.51 psi fv: Actual = 141.12 psi Fb: Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.514ft Location of maximum on span = 5.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 2628 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.032 in Ratio = 1862>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.154 0.163 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.51 317.42 2063.03 0.75 45.61 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.494 0.455 1.00 0.986 1.00 1.00 1.00 1.00 1.00 5.39 1,131.51 2292.26 2.31 141.12 310.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.133 0.149 1.15 0.986 1.00 1.00 1.00 1.00 1.00 1.67 350.22 2636.10 0.87 53.27 356.50 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.361 0.345 1.15 0.986 1.00 1.00 1.00 1.00 1.00 4.54 952.59 2636.10 2.01 122.98 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.099 0.105 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.72 361.86 3667.62 0.85 52.00 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.269 0.258 1.60 0.986 1.00 1.00 1.00 1.00 1.00 4.70 985.92 3667.62 2.09 127.77 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 3:53PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-6 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 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.052 0.055 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.91 190.45 3667.62 0.45 27.37 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.040 0.042 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.70 146.02 3667.62 0.34 20.98 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0322 2.514 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.305 2.305 Overall MINimum 0.125 0.125 D Only 0.745 0.745 +D+L 2.305 2.305 +D+S 0.870 0.870 +D+0.750L+0.750S 2.009 2.009 +0.60D 0.447 0.447 L Only 1.560 1.560 S Only 0.125 0.125 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-7 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.94), L(3.08) 01596) L(0.0532 3.5x14 Span = 18.250 ft Software Printed: 6 APR 2021, 4:04PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 2,325.0 psi E : Modulus of Elasticity 2,325.0 psi Ebend- xx 1,550.0 ksi 2,050.0 psi Eminbend - xx 787.82 ksi 800.0 psi 310.0 psi 1,070.0 psi Density 45.010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load : D = 0.930, L = 3.080 k @ 0.0 ft, (R 2-8) Point Load : D = 0.340, L =1.130 k @ 0.0 ft, (L 2-21) Maximum Bending Stress Ratio = 0.1321 Maximum Shear Stress Ratio = 0.062 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb: Actual = 302.20psi fv: Actual = 19.32 psi Fb: Allowable = 2,292.26psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.125ft 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 0.108 in Ratio = 2034>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.140 in Ratio = 1564>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.034 0.016 0.90 0.986 1.00 1.00 1.00 1.00 1.00 0.66 69.74 2063.03 0.15 4.46 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.132 0.062 1.00 0.986 1.00 1.00 1.00 1.00 1.00 2.88 302.20 2292.26 0.63 19.32 310.00 +D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.093 0.044 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.33 244.09 2636.10 0.51 15.60 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.022 0.010 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.76 79.50 3667.62 0.17 5.08 496.00 +1.105D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.069 0.032 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.40 251.41 3667.62 0.53 16.07 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.011 0.005 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.40 41.84 3667.62 0.09 2.67 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:04PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-7 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 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.009 0.004 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.31 32.08 3667.62 0.07 2.05 496.00 Overall Maximum Deflections Load Combination Span Max. '-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1400 9.192 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.111 0.631 Overall MINimum 4.695 0.485 D Only 1.416 0.146 +D+L 6.111 0.631 +D+0.750L 4.937 0.510 +0.60D 0.849 0.087 L Only 4.695 0.485 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:28PM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-7.1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling OWD37140313)) D(0.01596) L(0.0532) 3.5x14 Span = 18.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load : D = 0.990, L = 3.30 k @ 0.0 ft, (R 2-8.1) Point Load : D = 0.340, L =1.130 k @ 0.0 ft, (L 2-21) Maximum Bending Stress Ratio = 0.1321 Maximum Shear Stress Ratio = 0.062 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb: Actual = 302.20psi fv: Actual = 19.32 psi Fb: Allowable = 2,292.26psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.125ft 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 0.108 in Ratio = 2034>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.140 in Ratio = 1564>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.034 0.016 0.90 0.986 1.00 1.00 1.00 1.00 1.00 0.66 69.74 2063.03 0.15 4.46 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.132 0.062 1.00 0.986 1.00 1.00 1.00 1.00 1.00 2.88 302.20 2292.26 0.63 19.32 310.00 +D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.093 0.044 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.33 244.09 2636.10 0.51 15.60 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.022 0.010 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.76 79.50 3667.62 0.17 5.08 496.00 +1.105D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.069 0.032 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.40 251.41 3667.62 0.53 16.07 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.011 0.005 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.40 41.84 3667.62 0.09 2.67 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:28PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-7.1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.009 0.004 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.31 32.08 3667.62 0.07 2.05 496.00 Overall Maximum Deflections Load Combination Span Max. '-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1400 9.192 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.391 0.631 Overall MINimum 4.915 0.485 D Only 1.476 0.146 +D+L 6.391 0.631 +D+0.750L 5.162 0.510 +0.60D 0.885 0.087 L Only 4.915 0.485 Project Title: Engineer: Project ID: Project Descr: Wood Column DESCRIPTION: L 2-7.1 Code References Printed: 6 APR 2021, 4:29PM Software copvrioht ENERCALC. INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in12 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi Ix 48.526 in14 Cf or Cv for Tension 1.30 Fb - 900.0 psi Ft 575.0 psi I y 19.651 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 33.367 Ibs * Dead Load Factor AXIAL LOADS ... L 2-7.1: Axial Load at 8.0 ft, D = 1.480, L = 4.920 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5920 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 6.433 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 564.48 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 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.415 0.1417 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.380 0.5920 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L 1.150 0.337 0.4699 PASS 0.0 ft 0.0 PASS 8.0 ft +1.140D 1.600 0.250 0.1509 PASS 0.0 ft 0.0 PASS 8.0 ft +1.105D+0.750L 1.600 0.250 0.4689 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.250 0.07940 PASS 0.0 ft 0.0 PASS 8.0 ft +0.460D 1.600 0.250 0.06087 PASS 0.0 ft 0.0 PASS 8.0 ft Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:29PM Wood Column File: 210406_enercalctrib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: L 2-7.1 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 1.513 +D+L 6.433 +D+0.750L 5.203 +0.60D 0.908 L Only 4.920 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 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches L6 3.50 in +x 64m 6� Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:05PM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.22) L(0.72) D 0.111 L 0.37 3.5x14.0 Span = 13.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = 0.220, L = 0.720 k @ 10.330 ft, (R 2-0) Maximum Bending Stress Ratio = 0.59I3 1 Maximum Shear Stress Ratio = 0.396 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,367.74 psi fv: Actual = 122.85 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.377ft Location of maximum on span = 13.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.279 in Ratio = 591 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.363 in Ratio = 455>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.154 0.102 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.01 316.23 2057.00 0.93 28.42 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.598 0.396 1.00 0.983 1.00 1.00 1.00 1.00 1.00 13.03 1,367.74 2285.56 4.01 122.85 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.420 0.278 1.15 0.983 1.00 1.00 1.00 1.00 1.00 10.53 1,104.86 2628.39 3.24 99.24 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.099 0.065 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.43 360.50 3656.89 1.06 32.40 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.311 0.206 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.84 1,138.07 3656.89 3.34 102.23 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.052 0.034 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.81 189.74 3656.89 0.56 17.05 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:05PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-8 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=13.750 ft 1 0.040 0.026 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.39 145.46 3656.89 0.43 13.07 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3626 7.026 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.541 4.013 Overall MINimum 2.723 3.085 D Only 0.818 0.928 +D+L 3.541 4.013 +D+0.750L 2.860 3.242 +0.60D 0.491 0.557 L Only 2.723 3.085 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:26PM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-8.1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.22), L(0.72) 111) L 3.5x14.0 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = 0.220, L = 0.720 k @ 11.0 ft, (R 2-0) Maximum Bending Stress Ratio = 0.711: 1 Maximum Shear Stress Ratio = 0.424 :1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,624.02 psi fv: Actual = 131.54 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.047ft Location of maximum on span = 15.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.393 in Ratio = 457>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.511 in Ratio = 351 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.183 0.109 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.58 375.47 2057.00 0.99 30.42 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.711 0.424 1.00 0.983 1.00 1.00 1.00 1.00 1.00 15.47 1,624.02 2285.56 4.30 131.54 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.499 0.298 1.15 0.983 1.00 1.00 1.00 1.00 1.00 12.50 1,311.88 2628.39 3.47 106.26 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.117 0.070 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.08 428.03 3656.89 1.13 34.68 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.370 0.221 1.60 0.983 1.00 1.00 1.00 1.00 1.00 12.87 1,351.30 3656.89 3.58 109.45 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.062 0.037 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.15 225.28 3656.89 0.60 18.25 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:26PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-8.1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length =15.0 ft 1 0.047 0.028 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.65 172.71 3656.89 0.46 13.99 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.5114 7.609 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.858 4.297 Overall MINimum 2.967 3.303 D Only 0.891 0.994 +D+L 3.858 4.297 +D+0.750L 3.116 3.471 +0.60D 0.535 0.596 L Only 2.967 3.303 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.97) S(0.92) Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.970, S = 0.920 k @ 0.0 ft, (L 2-2) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.625 ft, (FLOOR) 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 Software 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi Printed: 6 APR 2021, 4:44PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Service loads entered. Load Factors will be applied for calculations. 0.119: 1 Maximum Shear Stress Ratio = 0.183 : 1 3.5x14 Section used for this span 3.5x14 314.79 psi fv: Actual = 65.10 psi 2,636.10 psi Fv: Allowable = 356.50 psi +D+S Load Combination +D+0.750L+0.750S 1.500ft Location of maximum on span = 1.500ft Span # 1 Span # where maximum occurs = Span # 1 0.007 in Ratio = 5160>=360 -0.005 in Ratio = 7956>=360 0.013 in Ratio = 2686>=240 -0.007 in Ratio = 9861 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length =1.50 ft 1 0.082 0.130 0.90 0.986 1.00 1.00 Length = 5.750 ft 2 0.082 0.130 0.90 0.986 1.00 1.00 +D+L 0.986 1.00 1.00 Length =1.50 ft 1 0.085 0.159 1.00 0.986 1.00 1.00 Length = 5.750 ft 2 0.085 0.159 1.00 0.986 1.00 1.00 +D+S 0.986 1.00 1.00 Length =1.50 ft 1 0.119 0.181 1.15 0.986 1.00 1.00 Length = 5.750 ft 2 0.119 0.181 1.15 0.986 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.62 169.95 2063.03 1.19 36.40 279.00 1.00 1.00 1.00 1.62 169.95 2063.03 0.58 36.40 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.61 49.41 310.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.61 49.41 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 314.79 2636.10 2.11 64.56 356.50 1.00 1.00 1.00 3.00 314.79 2636.10 0.82 64.56 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:44PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 2-9 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+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 2.13 65.10 356.50 Length = 5.750 ft 2 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 1.54 65.10 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 1.36 41.49 496.00 Length = 5.750 ft 2 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 0.66 41.49 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 2.25 68.92 496.00 Length = 5.750 ft 2 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 1.60 68.92 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.71 21.84 496.00 Length = 5.750 ft 2 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.35 21.84 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.55 16.74 496.00 Length = 5.750 ft 2 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.27 16.74 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0134 0.000 0.0000 0.000 L Only 2 0.0060 3.437 +D+S -0.0070 2.313 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.662 0.965 Overall MINimum 1.160 -0.240 D Only 1.768 0.016 +D+L 3.133 0.965 +D+S 2.928 -0.224 +D+0.750L+0.750S 3.662 0.548 +0.60D 1.061 0.010 L Only 1.365 0.949 S Only 1.160 -0.240 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.97) S(0.92) Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.970, S = 0.920 k @ 0.0 ft, (R 2-2) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.750 ft, (FLOOR) 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 Software 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi Printed: 6 APR 2021, 4:48PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Service loads entered. Load Factors will be applied for calculations. 0.119: 1 Maximum Shear Stress Ratio = 0.183 : 1 3.5x14 Section used for this span 3.5x14 314.79 psi fv: Actual = 65.10 psi 2,636.10 psi Fv: Allowable = 356.50 psi +D+S Load Combination +D+0.750L+0.750S 1.500ft Location of maximum on span = 1.500ft Span # 1 Span # where maximum occurs = Span # 1 0.007 in Ratio = 5160>=360 -0.004 in Ratio = 9124>=360 0.014 in Ratio = 2650>=240 -0.007 in Ratio = 9587 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length =1.50 ft 1 0.082 0.130 0.90 0.986 1.00 1.00 Length = 5.750 ft 2 0.082 0.130 0.90 0.986 1.00 1.00 +D+L 0.986 1.00 1.00 Length =1.50 ft 1 0.085 0.150 1.00 0.986 1.00 1.00 Length = 5.750 ft 2 0.085 0.150 1.00 0.986 1.00 1.00 +D+S 0.986 1.00 1.00 Length =1.50 ft 1 0.119 0.181 1.15 0.986 1.00 1.00 Length = 5.750 ft 2 0.119 0.181 1.15 0.986 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.62 169.95 2063.03 1.19 36.40 279.00 1.00 1.00 1.00 1.62 169.95 2063.03 0.55 36.40 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.52 46.50 310.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.48 46.50 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 314.79 2636.10 2.11 64.56 356.50 1.00 1.00 1.00 3.00 314.79 2636.10 0.79 64.56 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 4:48PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-10 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+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 2.13 65.10 356.50 Length = 5.750 ft 2 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 1.43 65.10 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 1.36 41.49 496.00 Length = 5.750 ft 2 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 0.63 41.49 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 2.25 68.92 496.00 Length = 5.750 ft 2 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 1.49 68.92 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.71 21.84 496.00 Length = 5.750 ft 2 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.33 21.84 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.55 16.74 496.00 Length = 5.750 ft 2 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.25 16.74 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0136 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0072 2.313 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.556 0.848 Overall MINimum 1.160 -0.240 D Only 1.738 -0.014 +D+L 3.002 0.834 +D+S 2.898 -0.254 +D+0.750L+0.750S 3.556 0.442 +0.60D 1.043 -0.009 L Only 1.264 0.848 S Only 1.160 -0.240 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 111) L(0Q9)_89) L(2.0M_02) L(0.95) S(-024) 18 7x14 Span = 22.330 ft Software 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Printed: 6 APR 2021, 5:04PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.070pcf D(-0.01) L(0,85) S(-024) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = 0.890, L = 2.970 k @ 4.0 ft, (L 2-8.1) Point Load : D = 0.020, L = 0.950, S = -0.240 k @ 6.750 ft, (R 2-9) Point Load : D =-0.010, L = 0.850, S = -0.240 k @ 17.250 ft, (R 2-10) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.431: 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 7x14 Section used for this span 7x14 fb: Actual = 1,228.64psi fv: Actual = 92.32 psi Fb: Allowable = 2,850.80 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.736ft 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 0.468 in Ratio = 572>=360 Max Upward Transient Deflection -0.039 in Ratio = 6789>=360 Max Downward Total Deflection 0.565 in Ratio = 473>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 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 = 22.330 ft 1 0.089 0.071 0.90 0.983 1.00 1.00 1.00 1.00 1.00 4.35 228.34 2565.72 1.20 18.41 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.431 0.318 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.41 1,228.64 2850.80 6.03 92.32 290.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.055 0.045 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.46 181.82 3278.42 0.98 15.01 333.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.280 0.214 1.15 0.983 1.00 1.00 1.00 1.00 1.00 17.47 916.79 3278.42 4.66 71.29 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.057 0.045 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.96 260.31 4561.28 1.37 20.98 464.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 5:04PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-11 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+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.206 0.158 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.90 939.55 4561.28 4.78 73.22 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.030 0.024 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.61 137.00 4561.28 0.72 11.04 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.023 0.018 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.00 105.04 4561.28 0.55 8.47 464.00 Overall Maximum Deflections Load Combination Span Max. "--" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.5654 10.354 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.659 2.677 Overall MINimum -0.222 -0.258 D Only 1.347 0.398 +D+L 6.659 2.677 +D+S 1.125 0.141 +D+0.750L+0.750S 5.165 1.914 +0.60D 0.808 0.239 L Only 5.312 2.278 S Only -0.222 -0.258 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads D(0.97) S(0.92) Software 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi Printed: 6 APR 2021, 5:17PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf i Span = 1.50 ft i Span = 4.750 ft i Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.970, S = 0.920 k @ 0.0 ft, (L 2-2) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.625 ft, (FLOOR) 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 Service loads entered. Load Factors will be applied for calculations. 0.119: 1 Maximum Shear Stress Ratio = 0.183 : 1 3.5x14 Section used for this span 3.5x14 314.79 psi fv: Actual = 65.10 psi 2,636.10 psi Fv: Allowable = 356.50 psi +D+S Load Combination +D+0.750L+0.750S 1.500ft Location of maximum on span = 1.500ft Span # 1 Span # where maximum occurs = Span # 1 0.006 in Ratio = 5986>=360 -0.002 in Ratio = 16322 >=360 0.012 in Ratio = 2984>=240 -0.005 in Ratio = 10954 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length =1.50 ft 1 0.082 0.130 0.90 0.986 1.00 1.00 Length = 4.750 ft 2 0.082 0.130 0.90 0.986 1.00 1.00 +D+L 0.986 1.00 1.00 Length =1.50 ft 1 0.085 0.150 1.00 0.986 1.00 1.00 Length = 4.750 ft 2 0.085 0.150 1.00 0.986 1.00 1.00 +D+S 0.986 1.00 1.00 Length =1.50 ft 1 0.119 0.181 1.15 0.986 1.00 1.00 Length = 4.750 ft 2 0.119 0.181 1.15 0.986 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.62 169.95 2063.03 1.19 36.40 279.00 1.00 1.00 1.00 1.62 169.95 2063.03 0.59 36.40 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.52 46.50 310.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.46 46.50 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 314.79 2636.10 2.11 64.56 356.50 1.00 1.00 1.00 3.00 314.79 2636.10 0.88 64.56 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 5:17PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 2-12 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+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 2.13 65.10 356.50 Length = 4.750 ft 2 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 1.46 65.10 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 1.36 41.49 496.00 Length = 4.750 ft 2 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 0.67 41.49 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 2.25 68.92 496.00 Length = 4.750 ft 2 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 1.52 68.92 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.71 21.84 496.00 Length = 4.750 ft 2 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.35 21.84 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.55 16.74 496.00 Length = 4.750 ft 2 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.27 16.74 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0121 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0052 1.937 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.585 0.767 Overall MINimum 1.211 -0.291 D Only 1.776 -0.095 +D+L 2.977 0.672 +D+S 2.986 -0.386 +D+0.750L+0.750S 3.585 0.262 +0.60D 1.065 -0.057 L Only 1.201 0.767 S Only 1.211 -0.291 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-13 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads D(0.97) S(0.92) Software 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi Printed: 6 APR 2021, 5:21 PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf i Span = 1.50 ft i Span = 4.750 ft i Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.970, S = 0.920 k @ 0.0 ft, (R 2-2) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.835 ft, (FLOOR) 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 Service loads entered. Load Factors will be applied for calculations. 0.119: 1 Maximum Shear Stress Ratio = 0.183 : 1 3.5x14 Section used for this span 3.5x14 314.79 psi fv: Actual = 65.10 psi 2,636.10 psi Fv: Allowable = 356.50 psi +D+S Load Combination +D+0.750L+0.750S 1.500ft Location of maximum on span = 1.500ft Span # 1 Span # where maximum occurs = Span # 1 0.006 in Ratio = 5986>=360 -0.002 in Ratio = 18840>=360 0.012 in Ratio = 2962>=240 -0.005 in Ratio = 10778 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length =1.50 ft 1 0.082 0.130 0.90 0.986 1.00 1.00 Length = 4.750 ft 2 0.082 0.130 0.90 0.986 1.00 1.00 +D+L 0.986 1.00 1.00 Length =1.50 ft 1 0.085 0.150 1.00 0.986 1.00 1.00 Length = 4.750 ft 2 0.085 0.150 1.00 0.986 1.00 1.00 +D+S 0.986 1.00 1.00 Length =1.50 ft 1 0.119 0.181 1.15 0.986 1.00 1.00 Length = 4.750 ft 2 0.119 0.181 1.15 0.986 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.62 169.95 2063.03 1.19 36.40 279.00 1.00 1.00 1.00 1.62 169.95 2063.03 0.56 36.40 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.52 46.50 310.00 1.00 1.00 1.00 1.87 195.93 2292.26 1.36 46.50 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 314.79 2636.10 2.11 64.56 356.50 1.00 1.00 1.00 3.00 314.79 2636.10 0.85 64.56 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 5:21 PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 2-13 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 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 2.13 65.10 356.50 Length = 4.750 ft 2 0.113 0.183 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.84 298.06 2636.10 1.38 65.10 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 1.36 41.49 496.00 Length = 4.750 ft 2 0.053 0.084 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.85 193.74 3667.62 0.64 41.49 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 2.25 68.92 496.00 Length = 4.750 ft 2 0.086 0.139 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.01 315.91 3667.62 1.44 68.92 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.71 21.84 496.00 Length = 4.750 ft 2 0.028 0.044 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.97 101.97 3667.62 0.34 21.84 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.55 16.74 496.00 Length = 4.750 ft 2 0.021 0.034 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 78.18 3667.62 0.26 16.74 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0121 0.000 0.0000 0.000 2 0.0000 0.000 +D+S -0.0053 1.964 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.506 0.692 Overall MINimum 1.211 -0.291 D Only 1.753 -0.118 +D+L 2.880 0.575 +D+S 2.964 -0.408 +D+0.750L+0.750S 3.506 0.184 +0.60D 1.052 -0.071 L Only 1.126 0.692 S Only 1.211 -0.291 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-14 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 : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Software Printed: 6 APR 2021, 5:25PM 6_enercalc trib_sl909026.ec6 INC. 1983-2020, Build:12.20.8.24 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,200.0 ksi 2,900.0 psi Eminbend - xx 1,118.19 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf D(0.111) L(013 _82 L(2.1*0.1) L(0. 7) S(-0.29) D(-0.12) L(0 69) S(-029) D(0.018) L(0.06) 7x14 Span = 22.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.0 ft, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = -0.10, L = 0.770, S = -0.290 k @ 6.750 ft, (R 2-12) Point Load : D =-0.120, L = 0.690, S = -0.290 k @ 17.250 ft, (R 2-13) Point Load : D = 0.820, L = 2.720 k @ 4.0 ft, (L 2-8) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.381: 1 Maximum Shear Stress Ratio = 0.290 : 1 Section used for this span 7x14 Section used for this span 7x14 fb: Actual = 1,086.02psi fv: Actual = 84.15 psi Fb: Allowable = 2,850.80 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.736ft 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 0.425 in Ratio = 630>=360 Max Upward Transient Deflection -0.048 in Ratio = 5619>=360 Max Downward Total Deflection 0.499 in Ratio = 536>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 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 = 22.330 ft 1 0.075 0.061 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.69 193.52 2565.72 1.04 15.86 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.381 0.290 1.00 0.983 1.00 1.00 1.00 1.00 1.00 20.69 1,086.02 2850.80 5.50 84.15 290.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.042 0.035 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.62 137.31 3278.42 0.77 11.76 333.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.242 0.192 1.15 0.983 1.00 1.00 1.00 1.00 1.00 15.14 794.78 3278.42 4.18 64.00 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.048 0.039 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.20 220.61 4561.28 1.18 18.08 464.00 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 5:25PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-14 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+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.179 0.142 1.60 0.983 1.00 1.00 1.00 1.00 1.00 15.53 814.93 4561.28 4.29 65.67 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.025 0.021 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.21 116.11 4561.28 0.62 9.52 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.020 0.016 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.70 89.02 4561.28 0.48 7.30 464.00 Overall Maximum Deflections Load Combination Span Max. "--" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4992 10.354 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.126 2.320 Overall MINimum -0.268 -0.312 D Only 1.181 0.265 +D+L 6.126 2.320 +D+S 0.913 -0.047 +D+0.750L+0.750S 4.688 1.573 +0.60D 0.709 0.159 L Only 4.944 2.055 S Only -0.268 -0.312 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 10:05AM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ElINC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 1850 psi Ebel 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebel 1600ksi Wood Grade : 241l Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 114 3.5x7.5 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) Maximum Bending Stress Ratio = 0.7121 Maximum Shear Stress Ratio = 0.543 : 1 Section used for this span 3.5x7.5 Section used for this span 3.5x7.5 fb: Actual = 1,726.69psi fv: Actual = 143.89 psi ll Allowable = 2,400.00 psi ll Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.737ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.123 in Ratio = 732>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.226 in Ratio = 398>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.347 0.262 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.05 749.56 2160.00 1.09 62.46 238.50 +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 0.719 0.543 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.72 1,726.69 2400.00 2.52 143.89 265.00 +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 0.423 0.319 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.19 1,167.42 2760.00 1.70 97.29 304.75 +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 0.651 0.491 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.91 1,795.80 2760.00 2.62 149.65 304.75 +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 0.223 0.168 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 854.50 3840.00 1.25 71.21 424.00 +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 = 7.50 ft 1 0.488 0.368 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.13 1,874.51 3840.00 2.73 156.21 424.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 10:05AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 2-15 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 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.117 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 449.74 3840.00 0.66 37.48 424.00 +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 0.090 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 344.80 3840.00 0.50 28.73 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.2257 3.763 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.619 2.619 Overall MINimum 0.609 0.609 D Only 1.093 1.093 +D+L 2.518 2.518 +D+S 1.703 1.703 +D+0.750L+0.750S 2.619 2.619 +0.60D 0.656 0.656 L Only 1.425 1.425 S Only 0.609 0.609 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 06 3.5x14.0 Span = 8.750 ft Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Printed: 7 APR 2021, 10:09AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1141 Maximum Shear Stress Ratio = 0.112 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 261.16 psi fv: Actual = 34.82 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.360ft 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 0.021 in Ratio = 4911 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.028 in Ratio = 3778>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.029 0.029 0.90 0.983 1.00 1.00 1.00 1.00 1.00 0.57 60.27 2057.00 0.26 8.04 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.114 0.112 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.49 261.16 2285.56 1.14 34.82 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.080 0.079 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.01 210.94 2628.39 0.92 28.13 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.019 0.018 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.65 68.70 3656.89 0.30 9.16 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.059 0.058 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.07 217.26 3656.89 0.95 28.97 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.010 0.010 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.34 36.16 3656.89 0.16 4.82 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.008 0.007 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.26 27.72 3656.89 0.12 3.70 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 10:09AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-16 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.0278 4.390 Support notation : Far left is #1 Support 1 Support 2 1.138 1.138 0.875 0.875 0.263 0.263 1.138 1.138 0.919 0.919 0.158 0.158 0.875 0.875 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Wood Species Wood Grade Beam Bracing Fc - Prll iLevel Truss Joist Fc - Perp Parallam PSL 2.2E Fv Ft Beam is Fully Braced against lateral -torsional buckling D(0.048) L(0.16) D(026) L(0.88) (0.018) L(0.06) 525x14.0 Span = 18.0 ft Software Printed: 7 APR 2021, 10:11AM )6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,200.0 ksi 2,900.0 psi Eminbend - xx 1,118.19 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 4.0 ft, (FLOOR) Point Load : D = 0.260, L = 0.880 k @ 8.0 ft, (L 2-16) Maximum Bending Stress Ratio = 0.2921 Maximum Shear Stress Ratio = 0.185 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 831.19 psi fv: Actual = 53.66 psi Fb: Allowable = 2,850.80 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.007ft 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 0.183 in Ratio = 1182>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.237 in Ratio = 910>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.074 0.047 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.73 190.86 2565.72 0.61 12.35 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.292 0.185 1.00 0.983 1.00 1.00 1.00 1.00 1.00 11.88 831.19 2850.80 2.63 53.66 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.205 0.130 1.15 0.983 1.00 1.00 1.00 1.00 1.00 9.59 671.11 3278.42 2.12 43.34 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.048 0.030 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.11 217.58 4561.28 0.69 14.08 464.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.152 0.096 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.88 691.15 4561.28 2.19 44.63 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.025 0.016 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.64 114.51 4561.28 0.36 7.41 464.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 10:11AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-17 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 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.019 0.012 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.25 87.79 4561.28 0.28 5.68 464.00 Overall Maximum Deflections Load Combination Span Max. '-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2372 8.609 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.630 1.578 Overall MINimum 2.024 1.216 D Only 0.605 0.363 +D+L 2.630 1.578 +D+0.750L 2.123 1.275 +0.60D 0.363 0.218 L Only 2.024 1.216 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:31AM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-24 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling IIII31R0IQ^; 2-2x10 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) Maximum Bending Stress Ratio = 0.6281 Maximum Shear Stress Ratio = 0.355 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 714.69psi fv: Actual = 73.45 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 3.750ft 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 0.037 in Ratio = 2448 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.082 in Ratio = 1098>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.433 0.245 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.37 385.57 891.00 0.73 39.63 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.509 0.288 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.80 503.91 990.00 0.96 51.79 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.620 0.351 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.52 706.06 1138.50 1.34 72.57 207.00 +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 = 7.50 ft 1 0.628 0.355 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.55 714.69 1138.50 1.36 73.45 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.277 0.157 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.57 439.55 1584.00 0.84 45.18 288.00 +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 = 7.50 ft 1 0.477 0.269 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.69 755.18 1584.00 1.44 77.62 288.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:31AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.94 DESCRIPTION: 2-24 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 = 7.50 ft 1 0.146 0.083 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.82 231.34 1584.00 0.44 23.78 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.112 0.063 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.63 177.36 1584.00 0.34 18.23 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0820 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.359 1.359 Overall MINimum 0.609 0.609 D Only 0.733 0.733 +D+L 0.958 0.958 +D+S 1.343 1.343 +D+0.750L+0.750S 1.359 1.359 +0.60D 0.440 0.440 L Only 0.225 0.225 S Only 0.609 0.609 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:00AM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 me DESCRIPTION: 2-18 GLB CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.47) S(0.79) D(0.47) S(0.79) D(0.114) L(0.38) "Eiw 1.75x14 L Span = 9250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Point Load : D = 0.470, S = 0.790 k @ 0.0 ft, (L 3-10) Point Load : D = 0.470, S = 0.790 k @ 9.250 ft, (R 3-10) Maximum Bending Stress Ratio = 0.4841 Maximum Shear Stress Ratio = 0.451 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 1,109.06 psi fv: Actual = 139.88 psi Fb: Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.610ft 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 0.101 in Ratio = 1094 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.132 in Ratio = 841 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.124 0.116 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.22 255.94 2063.03 0.53 32.28 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.484 0.451 1.00 0.986 1.00 1.00 1.00 1.00 1.00 5.28 1,109.06 2292.26 2.28 139.88 310.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.097 0.091 1.15 0.986 1.00 1.00 1.00 1.00 1.00 1.22 255.94 2636.10 0.53 32.28 356.50 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.340 0.317 1.15 0.986 1.00 1.00 1.00 1.00 1.00 4.27 895.78 2636.10 1.85 112.98 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.080 0.074 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.39 291.77 3667.62 0.60 36.80 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.252 0.235 1.60 0.986 1.00 1.00 1.00 1.00 1.00 4.40 922.65 3667.62 1.90 116.37 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:OOAM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 2-18 GLB 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 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.042 0.039 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.73 153.56 3667.62 0.32 19.37 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.032 0.030 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.56 117.73 3667.62 0.24 14.85 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1319 4.640 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.908 2.908 Overall MINimum 0.790 0.790 D Only 0.997 0.997 +D+L 2.755 2.755 +D+S 1.787 1.787 +D+0.750L+0.750S 2.908 2.908 +0.60D 0.598 0.598 L Only 1.758 1.758 S Only 0.790 0.790 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:01AM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 me DESCRIPTION: 2-19 GLB CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.53) L(0.88) S(1.4) D(0.53) L(0.88) S(1.4) 114) L10.38 1.75x14 Span = 10250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Point Load : D = 0.530, L = 0.880, S =1.40 k @ 0.0 ft, (L 3-11) Point Load : D = 0.530, L = 0.880, S =1.40 k @ 10.250 ft, (R 3-11) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5941 Maximum Shear Stress Ratio = 0.778 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 1,361.82psi fv: Actual = 241.33 psi Fb: Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.108ft Location of maximum on span = 10.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.153 in Ratio = 804>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.199 in Ratio = 618>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.152 0.245 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.50 314.27 2063.03 1.11 68.22 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.594 0.778 1.00 0.986 1.00 1.00 1.00 1.00 1.00 6.49 1,361.82 2292.26 3.94 241.33 310.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.119 0.432 1.15 0.986 1.00 1.00 1.00 1.00 1.00 1.50 314.27 2636.10 2.51 153.93 356.50 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.417 0.736 1.15 0.986 1.00 1.00 1.00 1.00 1.00 5.24 1,099.93 2636.10 4.28 262.34 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.098 0.157 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.71 358.26 3667.62 1.27 77.77 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.309 0.543 1.60 0.986 1.00 1.00 1.00 1.00 1.00 5.40 1,132.93 3667.62 4.40 269.50 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:01AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-19 GLB 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 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.051 0.083 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.90 188.56 3667.62 0.67 40.93 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.250 ft 1 0.039 0.063 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.69 144.56 3667.62 0.51 31.38 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+L 1 0.1989 5.142 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.285 4.285 Overall MINimum 1.400 1.400 D Only 1.114 1.114 +D+L 3.942 3.942 +D+S 2.514 2.514 +D+0.750L+0.750S 4.285 4.285 +0.60D 0.669 0.669 L Only 2.828 2.828 S Only 1.400 1.400 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-20 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.08) D(0.03) U0.1) 3.5x14.0 Span = 11.0 ft Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Printed: 7 APR 2021, 11:13AM )6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width =1.50 ft, (ROOF) Maximum Bending Stress Ratio = 0.1671 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 380.99psi fv: Actual = 40.41 psi Fb: Allowable = 2,285.56psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.500ft Location of maximum on span = 11.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 4941 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.065 in Ratio = 2032>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.108 0.084 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.12 222.24 2057.00 0.77 23.57 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.167 0.130 1.00 0.983 1.00 1.00 1.00 1.00 1.00 3.63 380.99 2285.56 1.32 40.41 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.107 0.084 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.68 281.77 2628.39 0.98 29.89 356.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.147 0.115 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.68 385.95 2628.39 1.34 40.93 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.069 0.054 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.41 253.36 3656.89 0.88 26.87 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.112 0.088 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.90 409.29 3656.89 1.42 43.41 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:13AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.94 DESCRIPTION: 2-20 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 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.036 0.029 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.27 133.35 3656.89 0.46 14.14 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.028 0.022 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.97 102.23 3656.89 0.35 10.84 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0649 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.337 1.337 Overall MINimum 0.206 0.206 D Only 0.770 0.770 +D+L 1.320 1.320 +D+S 0.976 0.976 +D+0.750L+0.750S 1.337 1.337 +0.60D 0.462 0.462 L Only 0.550 0.550 S Only 0.206 0.206 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-21 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.138) L(0.46) 3.5x14.0 Span =S.0ft r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 11.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0861 Maximum Shear Stress Ratio = 0.148 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 196.13 psi fv: Actual = 45.77 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.492ft 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 0.005 in Ratio = 11444 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 8803>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.022 0.038 0.90 0.983 1.00 1.00 1.00 1.00 1.00 0.43 45.26 2057.00 0.35 10.56 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.086 0.148 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.87 196.13 2285.56 1.50 45.77 310.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.060 0.104 1.15 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.42 2628.39 1.21 36.96 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.014 0.024 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.49 51.60 3656.89 0.39 12.04 496.00 +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.045 0.077 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.55 163.17 3656.89 1.24 38.07 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.007 0.013 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.26 27.16 3656.89 0.21 6.34 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.006 0.010 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.20 20.82 3656.89 0.16 4.86 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam rue: izo_enercaicmu_siyuauLo.eco Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 2-21 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.0068 2.508 Support notation : Far left is #1 Support 1 Support 2 1.495 1.495 1.150 1.150 0.345 0.345 1.495 1.495 1.208 1.208 0.207 0.207 1.150 1.150 Max.'W' Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-22 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.77) L(0 53}1(9(0.Y)14( .83) S(1.4) D 0.09 3.5x14.0 Span =2.0ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : D = 0.770, L = 0.550, S = 0.210 k @ 0.0 ft, (L 2-20) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load : D=1.110, L = 2.830, S =1.40 k @ 0.0 ft, (L 2-19) 3.5x14.0 Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Span = 18.50 ft Printed: 7 APR 2021, 11:17AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.1221 Maximum Shear Stress Ratio = 0.148 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 295.98 psi fv: Actual = 45.92 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 2738>=360 Max Upward Transient Deflection -0.018 in Ratio = 2644>=360 Max Downward Total Deflection 0.029 in Ratio = 1658>=240 Max Upward Total Deflection -0.034 in Ratio = 6494>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.088 0.104 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.72 180.52 2057.00 0.95 29.08 279.00 Length =18.50 ft 2 0.088 0.104 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.72 180.52 2057.00 0.24 29.08 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.129 0.148 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.98 2285.56 1.50 45.92 310.00 Length =18.50 ft 2 0.129 0.148 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.98 2285.56 0.79 45.92 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.085 0.100 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.14 224.61 2628.39 1.16 35.51 356.50 Length =18.50 ft 2 0.085 0.100 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.14 224.61 2628.39 0.26 35.51 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:17AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.94 DESCRIPTION: 2-22 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+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.114 0.131 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.86 300.17 2628.39 1.52 46.53 356.50 Length =18.50 ft 2 0.114 0.131 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.86 300.17 2628.39 0.67 46.53 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.056 0.067 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.96 205.80 3656.89 1.08 33.15 496.00 Length =18.50 ft 2 0.056 0.067 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.96 205.80 3656.89 0.27 33.15 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.087 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.04 319.13 3656.89 1.62 49.58 496.00 Length =18.50 ft 2 0.087 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.04 319.13 3656.89 0.70 49.58 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.030 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.03 108.31 3656.89 0.57 17.45 496.00 Length =18.50 ft 2 0.030 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.03 108.31 3656.89 0.14 17.45 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.023 0.027 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.79 83.04 3656.89 0.44 13.38 496.00 Length =18.50 ft 2 0.023 0.027 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.79 83.04 3656.89 0.11 13.38 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0289 0.000 0.0000 0.000 L Only 2 0.0811 9.818 +D+S -0.0135 1.240 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.474 0.487 Overall MINimum 1.633 -0.023 D Only 2.301 0.055 +D+L 6.232 0.487 +D+S 3.933 0.032 +D+0.750L+0.750S 6.474 0.362 +0.60D 1.380 0.033 L Only 3.932 0.433 S Only 1.633 -0.023 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-22 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.77) L(0 53}1(9(0.Y)14( .83) S(1.4) D 0.09 3.5x14.0 Span =2.0ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : D = 0.770, L = 0.550, S = 0.210 k @ 0.0 ft, (L 2-20) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width =1.330 ft, (FLOOR) Point Load : D=1.110, L = 2.830, S =1.40 k @ 0.0 ft, (L 2-19) 3.5x14.0 Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Span = 18.50 ft Printed: 7 APR 2021, 11:18AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.1221 Maximum Shear Stress Ratio = 0.148 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 295.98 psi fv: Actual = 45.92 psi Fb: Allowable = 2,285.56 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 2290>=360 Max Upward Transient Deflection -0.034 in Ratio = 6504>=360 Max Downward Total Deflection 0.043 in Ratio = 1124 >=240 Max Upward Total Deflection -0.056 in Ratio = 3955>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.088 0.104 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.72 180.52 2057.00 0.95 29.08 279.00 Length =18.50 ft 2 0.088 0.104 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.72 180.52 2057.00 0.24 29.08 279.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.129 0.148 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.98 2285.56 1.50 45.92 310.00 Length =18.50 ft 2 0.129 0.148 1.00 0.983 1.00 1.00 1.00 1.00 1.00 2.82 295.98 2285.56 0.30 45.92 310.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.085 0.100 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.14 224.61 2628.39 1.16 35.51 356.50 Length =18.50 ft 2 0.085 0.100 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.14 224.61 2628.39 0.26 35.51 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:18AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.94 DESCRIPTION: 2-22 C Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.114 0.131 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.86 300.17 2628.39 1.52 46.53 356.50 Length =18.50 ft 2 0.114 0.131 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.86 300.17 2628.39 0.30 46.53 356.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.056 0.067 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.96 205.80 3656.89 1.08 33.15 496.00 Length =18.50 ft 2 0.056 0.067 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.96 205.80 3656.89 0.27 33.15 496.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.087 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.04 319.13 3656.89 1.62 49.58 496.00 Length =18.50 ft 2 0.087 0.100 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.04 319.13 3656.89 0.33 49.58 496.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.030 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.03 108.31 3656.89 0.57 17.45 496.00 Length =18.50 ft 2 0.030 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.03 108.31 3656.89 0.14 17.45 496.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.023 0.027 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.79 83.04 3656.89 0.44 13.38 496.00 Length =18.50 ft 2 0.023 0.027 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.79 83.04 3656.89 0.11 13.38 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0427 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0561 6.925 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.105 -0.059 Overall MINimum 1.633 -0.023 D Only 2.301 0.055 +D+L 5.740 -0.005 +D+S 3.933 0.032 +D+0.750L+0.750S 6.105 -0.007 +0.60D 1.380 0.033 L Only 3.439 -0.059 S Only 1.633 -0.023 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-23 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 : Hem -Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0975) S(0.1625) D(0.114) L(0.38) Software 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi Printed: 7 APR 2021, 11:33AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.840pcf 2-2x10 Span =5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.63011 Maximum Shear Stress Ratio = 0.605 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 588.60psi fv: Actual = 90.74 psi Fb: Allowable = 935.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft 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 0.021 in Ratio = 2871 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.038 in Ratio = 1562>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.304 0.292 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.91 255.51 841.50 0.73 39.39 135.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.630 0.605 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.10 588.60 935.00 1.68 90.74 150.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.370 0.356 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.42 397.95 1075.25 1.14 61.35 172.50 +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 = 5.0 ft 1 0.569 0.547 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.18 612.16 1075.25 1.75 94.38 172.50 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.195 0.187 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.04 291.29 1496.00 0.83 44.91 240.00 +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 = 5.0 ft 1 0.427 0.410 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.28 638.99 1496.00 1.82 98.51 240.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:33AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.94 DESCRIPTION: 2-23 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 = 5.0 ft 1 0.102 0.098 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.55 153.31 1496.00 0.44 23.64 240.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.079 0.076 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.42 117.54 1496.00 0.34 18.12 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0384 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.746 1.746 Overall MINimum 0.406 0.406 D Only 0.729 0.729 +D+L 1.679 1.679 +D+S 1.135 1.135 +D+0.750L+0.750S 1.746 1.746 +0.60D 0.437 0.437 L Only 0.950 0.950 S Only 0.406 0.406 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-25 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Software Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination iBC 2015 Fb - 900.0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0(0.0975) S(0.1625) 2-2x10 Span = 2.50 ft Printed: 7 APR 2021, 11:54AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0981 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 111.62psi fv: Actual = 34.42 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 1.250ft 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 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 21090>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.058 0.099 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.19 52.05 891.00 0.30 16.05 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.097 0.164 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.34 95.87 990.00 0.55 29.56 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.077 0.131 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.31 87.66 1138.50 0.50 27.03 207.00 +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 = 2.50 ft 1 0.098 0.166 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 111.62 1138.50 0.64 34.42 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.037 0.064 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.21 59.33 1584.00 0.34 18.29 288.00 +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 = 2.50 ft 1 0.074 0.125 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.42 117.09 1584.00 0.67 36.10 288.00 Project Title: Engineer: Project ID: Project Descr: Printed: 7 APR 2021, 11:54AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.94 DESCRIPTION: 2-25 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 = 2.50 ft 1 0.020 0.033 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.11 31.23 1584.00 0.18 9.63 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.015 0.026 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.09 23.94 1584.00 0.14 7.38 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0014 1.259 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.637 0.637 Overall MINimum 0.203 0.203 D Only 0.297 0.297 +D+L 0.547 0.547 +D+S 0.500 0.500 +D+0.750L+0.750S 0.637 0.637 +0.60D 0.178 0.178 L Only 0.250 0.250 S Only 0.203 0.203 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 10:23AM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 1-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.16) 3.5x11.875 Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Maximum Bending Stress Ratio = 0.136: 1 Maximum Shear Stress Ratio = 0.115 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 362.99 psi fv: Actual = 41.05 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 = 4.360ft 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 0.011 in Ratio = 9591 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.046 in Ratio = 2305>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.132 0.112 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.89 275.73 2092.50 0.86 31.18 279.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.136 0.115 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.49 362.99 2673.75 1.14 41.05 356.50 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.128 0.108 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.34 341.17 2673.75 1.07 38.59 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.084 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.15 314.33 3720.00 0.99 35.55 496.00 +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 = 8.750 ft 1 0.099 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.54 370.13 3720.00 1.16 41.86 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.044 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 165.44 3720.00 0.52 18.71 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 10:23AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 1-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C rn C t C L M fb F'b V fv F'v Length = 8.750 ft 1 0.034 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 126.84 3720.00 0.40 14.34 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0455 4.390 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.138 1.138 Overall MINimum 0.273 0.273 D Only 0.864 0.864 +D+S 1.138 1.138 +D+0.750S 1.069 1.069 +0.60D 0.518 0.518 S Only 0.273 0.273 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi D(0.048) L(0.16) D(0.054) L(0.18) D Printed: 9 APR 2021, 10:34AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf D(0.86),S(0.27) I] 3.5x11.25 * 3.5x11.25 Span =5.0ft ISpan =10fti Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Point Load : D = 0.860, S = 0.270 k @ 1.0 ft, (L 1-1) Maximum Bending Stress Ratio = 0.070.1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 188.06 psi fv: Actual = 49.54 psi Fb: Allowable = 2,673.75 psi Fv: Allowable = 310.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 5.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 8433>=360 Max Upward Transient Deflection -0.004 in Ratio = 5592>=360 Max Downward Total Deflection 0.005 in Ratio = 5024>=240 Max Upward Total Deflection -0.003 in Ratio = 20798>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length = 5.0 ft 1 0.069 0.125 0.90 1.000 1.00 1.00 Length =1.0 ft 2 0.069 0.125 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 5.0 ft 1 0.068 0.160 1.00 1.000 1.00 1.00 Length =1.0 ft 2 0.068 0.160 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length = 5.0 ft 1 0.070 0.127 1.15 1.000 1.00 1.00 Length =1.0 ft 2 0.070 0.127 1.15 1.000 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.89 144.17 2092.50 0.91 34.82 279.00 1.00 1.00 1.00 0.89 144.17 2092.50 0.91 34.82 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.98 158.80 2325.00 1.30 49.54 310.00 1.00 1.00 1.00 0.98 158.80 2325.00 1.09 49.54 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.16 188.06 2673.75 1.18 45.10 356.50 1.00 1.00 1.00 1.16 188.06 2673.75 1.18 45.10 356.50 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 10:34AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 1-2 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 +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 = 5.0 ft 1 0.070 0.134 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.16 188.06 2673.75 1.25 47.68 356.50 Length =1.0 ft 2 0.070 0.134 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.16 188.06 2673.75 1.25 47.68 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.044 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 164.36 3720.00 1.04 39.69 496.00 Length =1.0 ft 2 0.044 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 164.36 3720.00 1.04 39.69 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.055 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 203.20 3720.00 1.35 51.33 496.00 Length =1.0 ft 2 0.055 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.25 203.20 3720.00 1.35 51.33 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.023 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 86.50 3720.00 0.55 20.89 496.00 Length =1.0 ft 2 0.023 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 86.50 3720.00 0.55 20.89 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.018 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 66.32 3720.00 0.42 16.02 496.00 Length =1.0 ft 2 0.018 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 66.32 3720.00 0.42 16.02 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 1 0.0071 2.486 0.0000 0.000 +D+S 2 0.0048 1.000 L Only -0.0018 0.425 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.910 2.394 Overall MINimum -0.054 0.324 D Only 0.078 1.346 +D+L 0.910 2.394 +D+S 0.024 1.670 +D+0.750L+0.750S 0.661 2.375 +0.60D 0.047 0.808 L Only 0.832 1.048 S Only -0.054 0.324 3838 36th Ave W Project Title: Engineer: Project ID: Project Descr: Wood Beam File =11File1sss\Jobs1s191s19091s1909026 - 546 Paradise Lanelwo 191010\191018_enercalc trib_s1909026.ec6 KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 1-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 03 2,325.0 psi E : Modulus of Elasticity 2,325.0 psi Ebend- xx 1,550.0 ksi 2,170.0 psi Eminbend - xx 787.82 ksi 900.0 psi 310.0 psi 1,070.0 psi Density 44.990pcf D(0.86) S(0.27) D(0.054) L(0.18) 3.5x11.25 3.5x11.25 Span = 5.0 ft Span = 1.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.750 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) Point Load : D = 0.860, S = 0.270 k @ 1.50 ft, (L 1-1) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.110 1 Maximum Shear Stress Ratio = 0.149 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb : Actual 293.61 psi fv : Actual 46.13 psi FIB: Allowable = 2,673.75 psi Fv : Allowable 310.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 5.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 10198>=360 Max Upward Transient Deflection -0.003 in Ratio = 13134 >=360 Max Downward Total Deflection 0.014 in Ratio = 2580>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations 3838 36th Ave W Project Title: Engineer: Project ID: Project Descr: Wood Beam File =11File1sss\Jobs1s191s19091s1909026 - 546 Paradise Lanelwo 191010\191018_enercalc trib_s1909026.ec6 KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-3 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 = 5.0 ft 1 0.105 0.128 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.105 0.128 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 = 5.0 ft 1 0.109 0.149 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.109 0.149 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 = 5.0 ft 1 0.107 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.107 0.129 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 = 5.0 ft 1 0.110 0.144 1.15 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.110 0.144 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +1.1401D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.067 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.067 0.082 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 = 5.0 ft 1 0.085 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.085 0.111 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 = 5.0 ft 1 0.035 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 2 0.035 0.043 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 = 5.0 ft 1 0.027 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 2 0.027 0.033 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 Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.35 219.55 2092.50 0.94 35.85 279.00 1.35 219.55 2092.50 0.94 35.85 279.00 0.00 0.00 0.00 0.00 1.55 252.46 2325.00 1.21 46.13 310.00 1.55 252.46 2325.00 1.21 46.13 310.00 0.00 0.00 0.00 0.00 1.76 285.38 2673.75 1.21 46.13 356.50 1.76 285.38 2673.75 1.21 46.13 356.50 0.00 0.00 0.00 0.00 1.81 293.61 2673.75 1.35 51.28 356.50 1.81 293.61 2673.75 1.35 51.28 356.50 0.00 0.00 0.00 0.00 1.54 250.29 3720.00 1.07 40.87 496.00 1.54 250.29 3720.00 1.07 40.87 496.00 0.00 0.00 0.00 0.00 1.95 316.66 3720.00 1.44 55.04 496.00 1.95 316.66 3720.00 1.44 55.04 496.00 0.00 0.00 0.00 0.00 0.81 131.73 3720.00 0.56 21.51 496.00 0.81 131.73 3720.00 0.56 21.51 496.00 0.00 0.00 0.00 0.00 0.62 100.99 3720.00 0.43 16.49 496.00 0.62 100.99 3720.00 0.43 16.49 496.00 Max.'W' Defl Location in Span 1 0.0000 0.000 +D+S-0.0063 2.989 +D+S 2 0.0140 1.500 0.0000 2.989 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.485 2.259 Overall MINimum -0.081 0.351 D Only -0.113 1.369 +D+L 0.372 2.204 +D+S -0.194 1.720 +D+0.750L+0.750S 0.190 2.259 +0.60D -0.068 0.821 L Only 0.485 0.836 S Only -0.081 0.351 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Printed: 9 APR 2021, 11:41AM )6_enercalc trib_sl909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990 pcf D(1.48) L(4.92) D(-0.02) L(0. 1) S(-0.081) D(-0.11) L(0 42PSt6Q D(P.49) (0.018) L(0.06) 1 3.5x11.875 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D =-0.020, L = 0.810, S =-0.0810 k @ 8.0 ft, (L 1-2) Point Load : D =-0.110, L = 0.480, S = -0.080 k @ 16.750 ft, (L 1-3) Point Load : D=1.480, L = 4.920 k @ 0.0 ft, (L 2-7.1) Point Load : D = 0.150, L = 0.490 k @ 18.0 ft, (R 2-7.1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.42R 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 996.81 psi fv: Actual = 73.53 psi Fb: Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.015ft Location of maximum on span = 18.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.438 in Ratio = 493>=360 Max Upward Transient Deflection -0.027 in Ratio = 8057>=360 Max Downward Total Deflection 0.483 in Ratio = 447>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.040 0.026 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.58 84.65 2092.50 0.20 7.25 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.429 0.237 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.83 996.81 2325.00 2.04 73.53 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.013 0.011 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 34.82 2673.75 0.11 3.85 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.271 0.151 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.96 724.20 2673.75 1.50 53.97 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.026 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 96.50 3720.00 0.23 8.26 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:41AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 1-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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 =18.0 ft 1 0.197 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.02 732.94 3720.00 1.52 54.73 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.014 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 50.79 3720.00 0.12 4.35 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.010 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 38.94 3720.00 0.09 3.33 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4826 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 7.567 2.037 Overall MINimum -0.051 -0.110 D Only 1.623 0.201 +D+L 7.567 2.037 +D+S 1.573 0.090 +D+0.750L+0.750S 6.043 1.495 +0.60D 0.974 0.120 L Only 5.943 1.837 S Only -0.051 -0.110 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:43AM Wood Beam File: 210406_enercalc trib_sl909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 me DESCRIPTION: 1-4.1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(-0.02) L( 1) S(-0.081) D(-0.11) L(0 48) S(-0.08) (0.018) L(0.06) 3.5x11.875 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D =-0.020, L = 0.810, S =-0.0810 k @ 8.0 ft, (L 1-2) Point Load : D =-0.110, L = 0.480, S = -0.080 k @ 16.750 ft, (L 1-3) Maximum Bending Stress Ratio = 0.429.1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 996.81 psi fv: Actual = 50.43 psi Fb: Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.015ft Location of maximum on span = 18.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.438 in Ratio = 493>=360 Max Upward Transient Deflection -0.027 in Ratio = 8057>=360 Max Downward Total Deflection 0.483 in Ratio = 447>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.040 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.58 84.65 2092.50 0.14 5.17 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.429 0.163 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.83 996.81 2325.00 1.40 50.43 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.013 0.011 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 34.82 2673.75 0.11 3.85 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.271 0.099 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.96 724.20 2673.75 0.98 35.29 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.026 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 96.50 3720.00 0.16 5.89 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.197 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.02 732.94 3720.00 0.98 35.49 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:43AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 1-4.1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.014 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 50.79 3720.00 0.09 3.10 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.010 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 38.94 3720.00 0.07 2.38 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4826 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 1.167 1.397 Overall MINimum -0.051 -0.110 D Only 0.143 0.051 +D+L 1.167 1.397 +D+S 0.093 -0.060 +D+0.750L+0.750S 0.873 0.978 +0.60D 0.086 0.030 L Only 1.023 1.347 S Only -0.051 -0.110 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 D(0.14) L(1.02) S(-0.05) 525x11.875 Span = 11.250 ft Software 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Printed: 9 APR 2021, 11:44AM )6_enercalc trib_sl909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 1111111IIi11-1 45.050 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 6.0 ft, Tributary Width = 9.0 ft, (FLOOR) Point Load : D = 0.140, L=1.020, S = -0.050 k @ 6.0 ft, (L 1-4.1) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 6.0 -->> 11.250 ft, Tributary Width = 4.0 ft, (FLOOR) DESIGN SUMMARY 1 • Maximum Bending Stress Ratio = 0.2921 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 846.86psi fv: Actual = 68.70 psi Fb: Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.995ft 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 0.093 in Ratio = 1446>=360 Max Upward Transient Deflection -0.002 in Ratio = 84946>=360 Max Downward Total Deflection 0.116 in Ratio = 1163>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.062 0.055 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.66 161.73 2610.00 0.60 14.42 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.292 0.237 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.71 846.86 2900.00 2.86 68.70 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.045 0.042 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.54 149.38 3335.00 0.58 13.86 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.199 0.164 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.84 665.11 3335.00 2.27 54.71 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.040 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.90 184.37 4640.00 0.68 16.44 464.00 +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 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:44AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 1-5 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=11.250 ft 1 0.147 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.01 681.99 4640.00 2.34 56.22 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.021 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 97.04 4640.00 0.36 8.65 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.250 ft 1 0.016 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.76 74.40 4640.00 0.28 6.63 464.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1160 5.584 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.855 2.205 Overall MINimum -0.023 -0.027 D Only 0.599 0.441 +D+L 2.855 2.205 +D+S 0.576 0.414 +D+0.750L+0.750S 2.274 1.744 +0.60D 0.360 0.264 L Only 2.256 1.764 S Only -0.023 -0.027 3838 36th Ave W Project Title: Engineer: Project ID: Project Descr: Wood Beam File =11File1sss\Jobs1s191s19091s1909026 - 546 Paradise Lanelwo 191010\191018_enercalc trib_s1909026.ec6 KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 1-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 2-2x6 Span = 3.250 ft 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width=11.250 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5551 Maximum Shear Stress Ratio = 0.576 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 612.80psi fv : Actual 86.42 psi FB : Allowable = 1,105.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.625ft Location of maximum on span = 3.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 1856>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.027 in Ratio = 1427>=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 = 3.250 ft 1 0.142 0.148 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.18 141.42 994.50 0.22 19.94 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.555 0.576 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.77 612.80 1105.00 0.95 86.42 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.389 0.405 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.62 494.95 1270.75 0.77 69.80 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.091 0.095 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 161.21 1768.00 0.25 22.74 240.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.288 0.300 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 509.80 1768.00 0.79 71.90 240.00 3838 36th Ave W Project Title: Engineer: Project ID: Project Descr: Wood Beam File =11File1sss\Jobs1s191s19091s1909026 - 546 Paradise Lanelwo 191010\191018_enercalc trib_s1909026.ec6 KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-6 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 Pv +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.048 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 84.85 1768.00 0.13 11.97 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.037 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 65.05 1768.00 0.10 9.17 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+L 1 0.0273 1.637 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.951 0.951 Overall MINimum 0.731 0.731 D Only 0.219 0.219 +D+L 0.951 0.951 +D+0.750L 0.768 0.768 +0.60D 0.132 0.132 L Only 0.731 0.731 Project Title: Engineer: Project ID: Project Descr: Wood Beam 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 + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span =5.0ft Software 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi Printed: 9 APR 2021, 10:59AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width =16.0 ft, (WALL) Point Load : D=1.350, L=1.050, S = 0.320 k @ 0.50 ft, (R 1-2) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width =1.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.112011 Maximum Shear Stress Ratio = 0.369 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb: Actual = 278.95psi fv: Actual = 114.36 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 0.511 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 9034>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.012 in Ratio = 4813 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.071 0.222 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.66 149.58 2092.50 1.37 61.85 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.120 0.369 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.22 278.95 2325.00 2.53 114.36 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.069 0.213 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.81 183.60 2673.75 1.68 75.91 356.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.102 0.314 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.19 272.12 2673.75 2.48 111.78 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.046 0.142 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 170.52 3720.00 1.56 70.51 496.00 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 10:59AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 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 +1.105D+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 = 5.0 ft 1 0.077 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 287.83 3720.00 2.62 118.27 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.024 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 89.75 3720.00 0.82 37.11 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.018 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 68.81 3720.00 0.63 28.45 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0125 2.263 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.535 0.506 Overall MINimum 0.312 0.033 D Only 1.371 0.200 +D+L 2.535 0.506 +D+S 1.683 0.233 +D+0.750L+0.750S 2.478 0.454 +0.60D 0.823 0.120 L Only 1.164 0.306 S Only 0.312 0.033 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-8 CODE REFERENCES Software 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 Load Combination iBC 2015 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0 2-2x6 Span =5.0ft Printed: 9 APR 2021, 10:59AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020. Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Maximum Bending Stress Ratio = 0.871: 1 Maximum Shear Stress Ratio = 0.588 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 1,107.02 psi fv: Actual = 101.48 psi Fb: Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 2.500ft 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 0.039 in Ratio = 1529>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.117 in Ratio = 513>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.683 0.461 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.86 679.34 994.50 0.69 62.27 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.794 0.536 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.11 877.69 1105.00 0.89 80.45 150.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.827 0.559 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.33 1,051.24 1270.75 1.06 96.36 172.50 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.871 0.588 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.40 1,107.02 1270.75 1.12 101.48 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.438 0.296 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 774.45 1768.00 0.78 70.99 240.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.666 0.450 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.49 1,178.36 1768.00 1.19 108.02 240.00 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 10:59AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 1-8 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 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.231 0.156 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 407.60 1768.00 0.41 37.36 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.177 0.119 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 312.50 1768.00 0.32 28.65 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1168 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.116 1.116 Overall MINimum 0.375 0.375 D Only 0.685 0.685 +D+L 0.885 0.885 +D+S 1.060 1.060 +D+0.750L+0.750S 1.116 1.116 +0.60D 0.411 0.411 L Only 0.200 0.200 S Only 0.375 0.375 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.050pcf D(0.03) S(0.05) D(1.48) L(1 876Rf9J4) D(1.42) L(1 66) S(0.34) D(0.036) L(0.12) 525x11.875 Span = 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 5.50 ft, Tributary Width =16.0 ft, (WALL) Point Load : D=1.480, L=1.870, S = 0.340 k @ 2.0 ft, (L 2-9) Point Load : D=1.420, L=1.660, S = 0.340 k @ 12.670 ft, (L 2-10) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY =• Maximum Bending Stress Ratio = 0.5451 Maximum Shear Stress Ratio = 0.486 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,580.33psi fv: Actual = 140.96 psi Fb: Allowable = 2,900.00 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.777ft 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 0.282 in Ratio = 692 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.522 in Ratio = 373 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.276 0.265 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.41 720.92 2610.00 2.88 69.25 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.545 0.486 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.25 1,580.33 2900.00 5.86 140.96 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.292 0.264 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.01 973.53 3335.00 3.66 88.00 333.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.466 0.411 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.99 1,555.23 3335.00 5.70 137.09 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.177 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.45 821.85 4640.00 3.28 78.94 464.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam rIIC.LIVILV_CIICIVGIVUIU_J1UUUVLV.CVV ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-9 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+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.351 0.311 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.77 1,630.71 4640.00 6.00 144.36 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.093 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.45 432.55 4640.00 1.73 41.55 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.071 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.41 331.63 4640.00 1.32 31.85 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.5225 8.184 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 5.859 4.474 Overall MINimum 0.779 0.713 D Only 2.878 1.974 +D+L 5.859 4.474 +D+S 3.657 2.688 +D+0.750L+0.750S 5.698 4.384 +0.60D 1.727 1.185 L Only 2.981 2.499 S Only 0.779 0.713 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Software 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Printed: 9 APR 2021, 11:14AM )6_enercalc trib_sl909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.050pcf D(0.075) S(0.125) D(0.16) D(0.036) L(0.12) D(0.075) S 0.125) D( 36) S(1.16) D(1.74) L(1 26) S(1.16) D 0.012 L 0.04 5.25x11.875 Span = 16.250 ft -I Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width =16.0 ft, (WALL) Point Load : D=1.770, L=1.360, S =1.160 k @ 1.0 ft, (L 2-9) Point Load : D=1.740, L=1.260, S =1.160 k @ 12.0 ft, (L 2-10) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 12.0 ft, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.541: 1 Maximum Shear Stress Ratio = 0.459 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,570.33psi fv: Actual = 133.11 psi Fb: Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.150ft 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 0.248 in Ratio = 786>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.508 in Ratio = 384>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.317 0.259 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.50 826.24 2610.00 2.81 67.60 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.541 0.459 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.15 1,570.33 2900.00 5.53 133.11 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.387 0.317 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.28 1,291.89 3335.00 4.39 105.68 333.50 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:14AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 1-9 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+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.518 0.436 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.77 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.203 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.69 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.391 0.328 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.67 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.107 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.10 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.082 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.91 Overall Maximum Deflections Load Combination Span Max. ' -" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.5078 8.540 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.039 4.971 Overall MINimum 1.583 1.394 D Only 2.810 2.525 +D+L 5.532 4.392 +D+S 4.392 3.919 +D+0.750L+0.750S 6.039 4.971 +0.60D 1.686 1.515 L Only 2.723 1.867 S Only 1.583 1.394 Shear Values fb F'b V fv F'v 0.00 0.00 0.00 0.00 1,728.58 3335.00 6.04 145.29 333.50 0.00 0.00 0.00 0.00 941.91 4640.00 3.20 77.06 464.00 0.00 0.00 0.00 0.00 1,815.33 4640.00 6.33 152.39 464.00 0.00 0.00 0.00 0.00 495.74 4640.00 1.69 40.56 464.00 0.00 0.00 0.00 0.00 380.07 4640.00 1.29 31.10 464.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-9.1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Software 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Printed: 9 APR 2021, 11:17AM )6_enercalc trib_sl909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.050pcf D(0.075) S(0.125) D(0.16) D(0.036) L(0.12) D(0.075) S(0.125) D( 15) S(1.08) D(1.76) L(1 64) S(1.08) D 0.012 L 0.04 5.25x11.875 Span = 16.250 ft -I Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width =16.0 ft, (WALL) Point Load : D = 3.230, L = 4.150, S =1.080 k @ 1.0 ft, (L 2-3) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.0 -->> 12.0 ft, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D=1.760, L=1.640, S =1.080 k @ 12.0 ft, (L 24) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.627.. 1 Maximum Shear Stress Ratio = 0.799 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,818.93psi fv: Actual = 231.59 psi Fb: Allowable = 2,900.00psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.438ft 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 0.324 in Ratio = 602>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.586 in Ratio = 332>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.333 0.386 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.94 869.65 2610.00 4.19 100.69 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.627 0.799 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.70 1,818.93 2900.00 9.63 231.59 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.392 0.409 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.46 1,308.88 3335.00 5.67 136.46 333.50 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:17AM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software coovriaht ENERCALC. INC.1983-2020, Build:12.20.8.94 DESCRIPTION: 1-9.1 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+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.567 0.677 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.46 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.214 0.247 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.19 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.428 0.509 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.40 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.112 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.37 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.086 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.11 Overall Maximum Deflections Load Combination Span Max. ' -" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.5859 8.362 Vertical Reactions Support notation : Far left is #1 Shear Values fb F'b V fv F'v 0.00 0.00 0.00 0.00 1,892.49 3335.00 9.38 225.69 333.50 0.00 0.00 0.00 0.00 991.40 4640.00 4.77 114.79 464.00 0.00 0.00 0.00 0.00 1,983.80 4640.00 9.82 236.27 464.00 0.00 0.00 0.00 0.00 521.79 4640.00 2.51 60.42 464.00 0.00 0.00 0.00 0.00 400.04 4640.00 1.93 46.32 464.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.626 5.367 Overall MINimum 1.487 1.330 D Only 4.185 2.630 +D+L 9.626 4.949 +D+S 5.672 3.959 +D+0.750L+0.750S 9.380 5.367 +0.60D 2.511 1.578 L Only 5.441 2.319 S Only 1.487 1.330 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span =S.0ft Printed: 9 APR 2021, 12:05PM Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent =1.750 -->> 5.0 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent =1.750 -->> 5.0 ft, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =1.750 -->> 5.0 ft, Tributary Width = 9.50 ft, (FLOOR) Point Load : D =1.0, L=1.760, S = 0.790 k @ 1.50 ft, (R 2-18) Point Load : D = 0.050, L = 0.430, S = -0.020 k @ 3.750 ft, (R 2-22) Maximum Bending Stress Ratio = 0.566: 1 Maximum Shear Stress Ratio = 0.593 : 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb: Actual = 1,315.90 psi fv: Actual = 183.98 psi Fb: Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.117ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio = 1371 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.067 in Ratio = 890>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Length = 5.0 ft 1 0.222 0.232 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 5.0 ft 1 0.566 0.593 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length = 5.0 ft 1 0.256 0.262 1.15 1.000 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 Length = 5.0 ft 1 0.473 0.495 1.15 1.000 1.00 1.00 +1.140D 1.000 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values N Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.04 464.91 2092.50 1.43 64.60 279.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.77 1,315.90 2325.00 4.08 183.98 310.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.00 683.97 2673.75 2.07 93.26 356.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.55 1,265.82 2673.75 3.92 176.64 356.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 12:05PM Wood Beam File: 210406_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 1-11 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 = 5.0 ft 1 0.142 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 530.00 3720.00 1.63 73.65 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.353 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.77 1,314.56 3720.00 4.06 183.21 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.075 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.22 278.95 3720.00 0.86 38.76 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.057 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 213.86 3720.00 0.66 29.72 496.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750L+0.750S +0.60D L Only S Only 1 0.0674 2.464 Support notation : Far left is #1 Support 1 Support 2 4.078 4.066 0.680 0.496 1.387 1.432 4.078 4.066 2.067 1.928 3.915 3.780 0.832 0.859 2.691 2.634 0.680 0.496 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-12 CODE REFERENCES rue: ciu izo enercaic IriD_s lWUU o.eco Software comriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 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 Load Combination iBC 2015 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2-2X8 Span = 3.250 ft E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =15.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Maximum Bending Stress Ratio = 0.6031 Maximum Shear Stress Ratio = 0.762 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 614.90 psi fv: Actual = 114.31 psi Fb: Allowable = 1,020.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.620ft 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 0.012 in Ratio = 3189>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.021 in Ratio = 1876>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.276 0.349 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.55 253.20 918.00 0.68 47.07 135.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.603 0.762 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.35 614.90 1020.00 1.66 114.31 150.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.267 0.338 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.69 313.48 1173.00 0.85 58.28 172.50 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.486 0.614 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.25 569.69 1173.00 1.54 105.91 172.50 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.177 0.224 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.63 288.64 1632.00 0.78 53.66 240.00 +1.105D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.365 0.462 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.31 596.28 1632.00 1.61 110.85 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 1-12 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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.093 0.118 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.33 151.92 1632.00 0.41 28.24 240.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.071 0.090 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.26 116.47 1632.00 0.31 21.65 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0208 1.630 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.658 1.658 Overall MINimum 0.163 0.163 D Only 0.683 0.683 +D+L 1.658 1.658 +D+S 0.845 0.845 +D+0.750L+0.750S 1.536 1.536 +0.60D 0.410 0.410 L Only 0.975 0.975 S Only 0.163 0.163 Project Title: Engineer: Project ID: Project Descr: Wood Beam 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 + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 11 r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend- xx 2200 ksi Eminbend - xx 1118.19 ksi Density 45.07pcf D(0.1) S(0.125) D(1.68) L(9.76 (Vg 2. 114) L(0.38) D(0.18) 5.25x18.0 Span = 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent =10.0 -->> 16.250 ft, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =10.0 » 16.250 ft, Tributary Width = 9.50 ft, (FLOOR; Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =10.0 » 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D=1.640, L = 2.780, S =1.530 k @ 10.0 ft, (R 2-19) Point Load : D = 0.790, L = 2.650 k @ 11.50 ft, (L 2-24) Point Load : D=1.780, L = 0.790, S = 0.260 k @ 10.0 ft, (L 2-22) Maximum Bending Stress Ratio = 0.941: 1 Maximum Shear Stress Ratio = 0.802 : 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 fb: Actual = 2,608.62 psi fv: Actual = 232.65 psi Fb: Allowable = 2,772.37 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.986ft Location of maximum on span = 16.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.291 in Ratio = 669>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.465 in Ratio = 419>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.403 0.339 0.90 0.956 1.00 1.00 1.00 1.00 1.00 23.74 1,004.69 2495.14 5.58 88.55 261.00 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.941 0.802 1.00 0.956 1.00 1.00 1.00 1.00 1.00 61.63 2,608.62 2772.37 14.66 232.65 290.00 +D+S 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.426 0.348 1.15 0.956 1.00 1.00 1.00 1.00 1.00 32.11 1,359.21 3188.23 7.31 116.05 333.50 +D+0.750L+0.750S 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.776 0.651 1.15 0.956 1.00 1.00 1.00 1.00 1.00 58.44 2,473.52 3188.23 13.69 217.25 333.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam rIIC.LIVILV_CIICIVGIVUIU_J1UUUVLV.CVV ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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 +1.140D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.258 0.218 1.60 0.956 1.00 1.00 1.00 1.00 1.00 27.06 1,145.35 4435.80 6.36 100.95 464.00 +1.105D+0.750L+0.750S 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.581 0.488 1.60 0.956 1.00 1.00 1.00 1.00 1.00 60.93 2,579.02 4435.80 14.27 226.55 464.00 +0.60D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.136 0.115 1.60 0.956 1.00 1.00 1.00 1.00 1.00 14.24 602.82 4435.80 3.35 53.13 464.00 +0.460D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.104 0.088 1.60 0.956 1.00 1.00 1.00 1.00 1.00 10.92 462.16 4435.80 2.57 40.73 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750L+0.750S +0.60D L Only S Only 1 0.4648 8.624 Support notation : Far left is #1 Support 1 Support 2 8.638 14.657 0.839 1.733 2.946 5.579 8.638 14.657 3.785 7.311 7.844 13.687 1.768 3.347 5.692 9.078 0.839 1.733 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Column DESCRIPTION: R 1-13 Code References Software copvrioht ENERCALC. INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in12 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi Ix 48.526 in14 Cf or Cv for Tension 1.30 Fb - 900.0 psi Ft 575.0 psi I y 19.651 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 33.367 Ibs * Dead Load Factor AXIAL LOADS ... R 1-13: Axial Load at 8.0 ft, D = 5.580, L = 9.080, S = 1.730 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7252 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 14.693 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 1,052.54 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 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.743 0.2938 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.709 0.7252 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.660 0.3384 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.660 0.6323 PASS 0.0 ft 0.0 PASS 8.0 ft +1.140D 1.600 0.535 0.2614 PASS 0.0 ft 0.0 PASS 8.0 ft +1.105D+0.750L+0.750S 1.600 0.535 0.5845 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.535 0.1376 PASS 0.0 ft 0.0 PASS 8.0 ft +0.460D 1.600 0.535 0.1055 PASS 0.0 ft 0.0 PASS 8.0 ft Project Title: Engineer: Project ID: Project Descr: Wood Column rIIC. LIV ILV_CIICIVGIV UIU_J 17VyVLV.CVV ' Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: R 1-13 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 5.613 +D+L 14.693 +D+S 7.343 +D+0.750L+0.750S 13.721 +0.60D 3.368 L Only 9.080 S Only 1.730 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only +D+L +D+S +D+0.750L+0.750S +0.60D L Only S Only Sketches 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft Kt676m Load 1 +x 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 16� a Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-14 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 : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling to 2-2x6 Span =5.0ft r IIC. L I V IL"J_C11VIUCIII: MU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7051 Maximum Shear Stress Ratio = 0.476 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 778.50psi fv: Actual = 71.36 psi Fb: Allowable = 1,105.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.508ft 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 0.021 in Ratio = 2868>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.087 in Ratio = 692>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.583 0.394 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.73 580.16 994.50 0.59 53.18 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.705 0.476 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.98 778.50 1105.00 0.79 71.36 150.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.554 0.374 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.89 704.12 1270.75 0.71 64.55 172.50 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.647 0.437 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.04 821.89 1270.75 0.83 75.34 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.374 0.253 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 661.38 1768.00 0.67 60.63 240.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.499 0.337 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.11 882.81 1768.00 0.89 80.93 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-14 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 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 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.197 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.44 348.10 1768.00 0.35 31.91 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.151 0.102 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 266.87 1768.00 0.27 24.46 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0867 2.508 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.829 0.829 Overall MINimum 0.125 0.125 D Only 0.585 0.585 +D+L 0.785 0.785 +D+S 0.710 0.710 +D+0.750L+0.750S 0.829 0.829 +0.60D 0.351 0.351 L Only 0.200 0.200 S Only 0.125 0.125 Project Title: Engineer: Project ID: Project Descr: Wood Beam File: 210125_enercalc trib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 1-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebel 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Y 2-2xio Y Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6151 Maximum Shear Stress Ratio = 0.522 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 609.20psi fv: Actual = 93.92 psi ll Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft 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 0.017 in Ratio = 3533>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 1932>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.310 0.263 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.98 276.11 891.00 0.79 42.57 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.615 0.522 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.17 609.20 990.00 1.74 93.92 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.300 0.255 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.86 1138.50 0.98 52.70 207.00 +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 = 5.0 ft 1 0.505 0.428 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.05 575.24 1138.50 1.64 88.68 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.199 0.168 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.12 314.77 1584.00 0.90 48.53 288.00 +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 = 5.0 ft 1 0.381 0.323 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.15 604.23 1584.00 1.72 93.15 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 1-15 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 = 5.0 ft 1 0.105 0.089 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.59 165.67 1584.00 0.47 25.54 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.080 0.068 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.45 127.01 1584.00 0.36 19.58 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0311 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.738 1.738 Overall MINimum 0.188 0.188 D Only 0.788 0.788 +D+L 1.738 1.738 +D+S 0.975 0.975 +D+0.750L+0.750S 1.641 1.641 +0.60D 0.473 0.473 L Only 0.950 0.950 S Only 0.188 0.188 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties r IIC. L I V IL"J_C11VIUCIn: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 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.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1) L(0.4) D(o.16) D(0.1) S(0.125) 2-2x8 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) Maximum Bending Stress Ratio = 0.251: 1 Maximum Shear Stress Ratio = 0.364 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 271.11 psi fv: Actual = 65.52 psi Fb: Allowable = 1,080.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.250ft 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 0.002 in Ratio = 12932 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 6806 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.132 0.192 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.28 128.42 972.00 0.45 31.03 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.251 0.364 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.59 271.11 1080.00 0.95 65.52 180.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.139 0.202 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.38 173.01 1242.00 0.61 41.81 207.00 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.216 0.314 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.59 268.88 1242.00 0.94 64.98 207.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.085 0.123 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 146.40 1728.00 0.51 35.38 288.00 +1.105D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.163 0.237 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.62 282.36 1728.00 0.99 68.24 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-16 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.045 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.17 77.05 1728.00 0.27 18.62 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.034 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 59.07 1728.00 0.21 14.28 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0044 1.259 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.950 0.950 Overall MINimum 0.156 0.156 D Only 0.450 0.450 +D+L 0.950 0.950 +D+S 0.606 0.606 +D+0.750L+0.750S 0.942 0.942 +0.60D 0.270 0.270 L Only 0.500 0.500 S Only 0.156 0.156 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling r IIC. L I V IL"J_C11VIUCIn: MU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf D(0.075) S(0.125) D(o.16) D(0.162) L(0.54) 2-2x8 Span = 2.50 ft _I r � Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Maximum Bending Stress Ratio = 0.32& 1 Maximum Shear Stress Ratio = 0.539 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 334.24 psi fv: Actual = 80.78 psi Fb: Allowable = 1,020.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.254ft 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 0.004 in Ratio = 7786>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 4487>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.154 0.254 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.31 141.62 918.00 0.50 34.22 135.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.328 0.539 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.73 334.24 1020.00 1.17 80.78 150.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.159 0.261 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.20 1173.00 0.65 45.00 172.50 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.272 0.448 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.70 319.53 1173.00 1.12 77.22 172.50 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.099 0.163 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.35 161.44 1632.00 0.57 39.02 240.00 +1.105D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.205 0.337 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.73 334.40 1632.00 1.17 80.81 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 1-17 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 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.052 0.086 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 84.97 1632.00 0.30 20.53 240.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.040 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.14 65.14 1632.00 0.23 15.74 240.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0067 1.254 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.171 1.171 Overall MINimum 0.156 0.156 D Only 0.496 0.496 +D+L 1.171 1.171 +D+S 0.653 0.653 +D+0.750L+0.750S 1.120 1.120 +0.60D 0.298 0.298 L Only 0.675 0.675 S Only 0.156 0.156 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-20 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.108) L(0.36) 3.5x11.875 Span = 9.750 ft Software 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi Printed: 9 APR 2021, 11:48AM I6_enercalc trib_sl909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 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 = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.349t 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 811.26 psi fv: Actual = 82.34 psi Fb: Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.875ft 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 0.097 in Ratio = 1203>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.126 in Ratio = 925>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.089 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.28 187.21 2092.50 0.53 19.00 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.349 0.266 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.56 811.26 2325.00 2.28 82.34 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.245 0.187 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.49 655.25 2673.75 1.84 66.51 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.057 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.46 213.42 3720.00 0.60 21.66 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.181 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.63 674.91 3720.00 1.90 68.50 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.030 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 112.33 3720.00 0.32 11.40 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.023 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 86.12 3720.00 0.24 8.74 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-20 Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination +D+L 0.1264 4.911 Printed: 9 APR 2021, 11:48AM Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 Max. °+° Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.282 2.282 Overall MINimum 1.755 1.755 D Only 0.527 0.527 +D+L 2.282 2.282 +D+0.750L 1.843 1.843 +0.60D 0.316 0.316 L Only 1.755 1.755 Project Title: Engineer: Project ID: Project Descr: Wood Column DESCRIPTION: L 1-4 Code References Printed: 9APR 2021, 11:51AM Software copvrioht ENERCALC. INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in12 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi Ix 48.526 in14 Cf or Cv for Tension 1.30 Fb - 900.0 psi Ft 575.0 psi I y 19.651 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 33.367 Ibs * Dead Load Factor AXIAL LOADS ... L 1-4: Axial Load at 8.0 ft, D = 1.620, L = 5.940 k R 1-20: Axial Load at 8.0 ft, D = 0.530, L = 1.760 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9095 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.883 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 564.48 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 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.415 0.2044 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.380 0.9095 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L 1.150 0.337 0.7187 PASS 0.0 ft 0.0 PASS 8.0 ft +1.140D 1.600 0.250 0.2176 PASS 0.0 ft 0.0 PASS 8.0 ft +1.105D+0.750L 1.600 0.250 0.7159 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.250 0.1145 PASS 0.0 ft 0.0 PASS 8.0 ft +0.460D 1.600 0.250 0.08782 PASS 0.0 ft 0.0 PASS 8.0 ft Project Title: Engineer: Project ID: Project Descr: Printed: 9 APR 2021, 11:51AM Wood Column File: 210406_enercalctrib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: L 1-4 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 2.183 +D+L 9.883 +D+0.750L 7.958 +0.60D 1.310 L Only 7.700 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 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches L6 3.50 in +x W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Truss Layout 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 General Beam E330i.ii..011111111 DESCRIPTION: 3-2 General Beam Prope Elastic Modulus Span #1 Project Title: Engineer: Project ID: Project Descr: Software Printed: 6 APR 2021, 11:58AM )6_enercalc trib_s1909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 29,000.0 ksi Span Length = 21.750 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 1 Span = 21750 ft X CX- Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 11.826 k-ft Maximum Shear = 2.175 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 10.911 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.218 in 1196 Max Upward Transient Deflection 0.002 in 112364 Max Downward Total Deflection 0.349 in 747 Max Upward Total Deflection 0.001 in 312124 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 = 21.75 ft 1 11.83 D Only Dsgn. L = 21.75 ft 1 4.43 +D+S Dsgn. L = 21.75 ft 1 11.83 +D+0.750S Dsgn. L = 21.75 ft 1 9.98 +1.140D Dsgn. L = 21.75 ft 1 5.06 +1.105D+0.750S Dsgn. L = 21.75 ft 1 10.44 +0.60D Dsgn. L = 21.75 ft 1 2.66 +0.460D Dsgn. L = 21.75 ft 1 2.04 Overall Maximum Deflections 11.83 4.43 11.83 9.98 5.06 10.44 2.66 2.04 Load Combination Span Max. "-" Defl Location in Span Load Combination 2.18 0.82 2.18 1.84 0.93 1.92 0.49 0.38 Max.'W' Defl Location in Span +D+S 1 0.3491 10.911 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.175 2.175 Overall MINimum D Only 0.816 0.816 +D+S 2.175 2.175 +D+0.750S 1.835 1.835 +0.60D 0.489 0.489 S Only 1.359 1.359 General Beam E330i.ii..011111111 DESCRIPTION: 3-3 General Beam Prope Elastic Modulus Span #1 Project Title: Engineer: Project ID: Project Descr: Software Printed: 6 APR 2021, 12:00PM )6_enercalc trib_s1909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 29,000.0 ksi Span Length = 22.330 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 1 Span = 22.330 ft X CX- Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 12.466 k-ft Maximum Shear = 2.233 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 11.128 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.242 in 1105 Max Upward Transient Deflection 0.003 in 103834 Max Downward Total Deflection 0.388 in 690 Max Upward Total Deflection 0.001 in 288429 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 22.33 ft 1 12.47 12.47 2.23 D Only Dsgn. L = 22.33 ft 1 4.67 4.67 0.84 +D+S Dsgn. L = 22.33 ft 1 12.47 12.47 2.23 +D+0.750S Dsgn. L = 22.33 ft 1 10.52 10.52 1.88 +1.140D Dsgn. L = 22.33 ft 1 5.33 5.33 0.95 +1.105D+0.750S Dsgn. L = 22.33 ft 1 11.01 11.01 1.97 +0.60D Dsgn. L = 22.33 ft 1 2.80 2.80 0.50 +0.460D Dsgn. L = 22.33 ft 1 2.15 2.15 0.39 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+S 1 0.3879 11.202 0.0000 0.000 Vertical Reactions I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.233 2.233 Overall MINimum D Only 0.837 0.837 +D+S 2.233 2.233 +D+0.750S 1.884 1.884 +0.60D 0.502 0.502 S Only 1.396 1.396 General Beam E330i.ii..011111111 DESCRIPTION: 3-4 General Beam Prope Elastic Modulus Span #1 Project Title: Engineer: Project ID: Project Descr: Software Printed: 6 APR 2021, 12:03PM )6_enercalc trib_s1909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 29,000.0 ksi Span Length = 15.670 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 Span - 15.670 R x Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 6.139 k-ft Maximum Shear = 1.567 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 7.809 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.059 in 3198 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.094 in 1999 Max Upward Total Deflection 0.000 in 834638 Maximum Forces & Stresses for Load Combination: Load Combination Max Stress Ratios Segment Length Span # M V Moment Values (k-ft) Shear Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 15.67 ft 1 D Only Dsgn. L = 15.67 ft 1 +D+S Dsgn. L = 15.67 ft 1 +D+0.750S Dsgn. L = 15.67 ft 1 +1.140D Dsgn. L = 15.67 ft 1 +1.105D+0.750S Dsgn. L = 15.67 ft 1 +0.60D Dsgn. L = 15.67 ft 1 +0.460D Dsgn. L = 15.67 ft 1 Overall Maximum Deflections 6.14 6.14 1.57 2.30 2.30 0.59 6.14 6.14 1.57 5.18 5.18 1.32 2.62 2.62 0.67 5.42 5.42 1.38 1.38 1.38 0.35 1.06 1.06 0.27 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.0941 Support 1 Support 2 0.588 0.588 1.567 1.567 1.322 1.322 0.353 0.353 0.979 0.979 Max.'W' Defl Location in Span 7.861 0.0000 0.000 Support notation : Far left is #1 Values in KIPS General Beam DESCRIPTION: 3-5 General Beam Prope Elastic Modulus Span #1 Project Title: Engineer: Project ID: Project Descr: 29,000.0 ksi Span Length = 22.0 ft Area = D(O.59)iS(O.98) D(0.075) S(0.12 Span = 22.0 ft Software Printed: 6 APR 2021, 12:13PM )6_enercalc trib_s1909026.ec6 C. INC. 1983-2020, Build:12.20.8.24 10.0 in"2 Moment of Inertia = D(O.59)iS(O.98) 100.0 in"4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Point Load : D = 0.590, S = 0.980 k @ 7.50 ft, (L 3-4) Point Load : D = 0.590, S = 0.980 k @ 14.50 ft, (L 3-4) DESIGN SUMMARY Maximum Bending = 23.875 k-ft Maximum Shear = 3.770 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 10.963 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.453 in 582 Max Upward Transient Deflection 0.005 in 55372 Max Downward Total Deflection 0.726 in 363 Max Upward Total Deflection 0.002 in 153556 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 - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 22.00 ft 1 23.87 23.87 3.77 D Only Dsgn. L = 22.00 ft 1 8.96 8.96 1.42 +D+S Dsgn. L = 22.00 ft 1 23.87 23.87 3.77 +D+0.750S Dsgn. L = 22.00 ft 1 20.15 20.15 3.18 +1.140D Dsgn. L = 22.00 ft 1 10.22 10.22 1.61 +1.105D+0.750S Dsgn. L = 22.00 ft 1 21.09 21.09 3.33 +0.60D Dsgn. L = 22.00 ft 1 5.38 5.38 0.85 +0.460D Dsgn. L = 22.00 ft 1 4.12 4.12 0.65 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.7260 11.037 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum D Only 1.415 1.415 +D+S 3.770 3.770 Project Title: Engineer: Project ID: Project Descr: General Beam DESCRIPTION: 3-5 Printed: 6 APR 2021, 12:13PM Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.849 0.849 S Only 2.355 2.355 Project Title: Engineer: Project ID: Project Descr: General Beam Software Printed: 6 APR 2021, 1:14PM 6_enercalc trib_s1909026.ec6 INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 3-7 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 17.670 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in"4 D(O.72I S(m(D)82),S(11IM721 S(1-2P(O.82)IS(1-36) D O_'16'12115 S O.26875 D O.14475 X Span = 17.670 it Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 6.0 -->> 9.0 ft, Tributary Width = 9.650 ft, (ROOF) Point Load : D = 0.720, S =1.20 k @ 9.0 ft, (L 3-1) Point Load : D = 0.720, S =1.20 k @ 6.0 ft, (L 3-1) Point Load : D = 0.820, S =1.360 k @ 7.50 ft, (R 3-2) Point Load : D = 0.820, S =1.360 k @ 11.0 ft, (R 3-2) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 7.50 -->> 11.0 ft, Tributary Width=10.750 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 39.824 k-ft Maximum Shear = 5.671 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 8.687 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.441 in 480 Max Upward Transient Deflection 0.004 in 47286 Max Downward Total Deflection 0.707 in 300 Max Upward Total Deflection 0.002 in 131095 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 werau wirvwnuni urveiupe Dsgn. L = 17.67 ft 1 39.82 39.82 5.67 D Only Dsgn. L = 17.67 ft 1 14.95 14.95 2.13 +D+S Dsgn. L = 17.67 ft 1 39.82 39.82 5.67 +D+0.750S Dsgn. L = 17.67 ft 1 33.61 33.61 4.79 +1.140D Dsgn. L = 17.67 ft 1 17.04 17.04 2.43 +1.105D+0.750S Dsgn. L = 17.67 ft 1 35.18 35.18 5.01 +0.60D Dsgn. L = 17.67 ft 1 8.97 8.97 1.28 +0.460D Dsgn. L = 17.67 ft 1 6.88 6.88 0.98 Project Title: Engineer: Project ID: Project Descr: Printed: 6 APR 2021, 1:14PM General Beam File: 210406_enercalctrib_s1909026.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 DESCRIPTION: 3-7 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.7065 Support 1 Support 2 2.129 1.949 5.671 5.192 4.786 4.381 1.277 1.170 3.542 3.242 8.746 0.0000 0.000 Support notation : Far left is #1 Values in KIPS W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Overstrength Calculations 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-13 Overstrength CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 11 5.25x18.0 Span = 16.250 ft r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.070pcf D(0.1) S(0.125) L(0.38) D(0.18) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent =10.0 -->> 16.250 ft, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =10.0 » 16.250 ft, Tributary Width = 9.50 ft, (FLOOR; Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =10.0 » 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D=1.640, L = 2.780, S =1.530 k @ 10.0 ft, (R 2-19) Point Load : D = 0.790, L = 2.650 k @ 11.50 ft, (L 2-24) Point Load : D=1.780, L = 0.790, S = 0.260 k @ 10.0 ft, (L 2-22) Point Load : E = 7.235 k @ 10.670 ft, (OS) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.9421 Maximum Shear Stress Ratio = 0.802 : 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 fb: Actual = 2,610.81 psi fv: Actual = 232.65 psi Fb: Allowable = 2,772.37 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 16.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio = 671 >=360 Max Upward Transient Deflection -0.175 in Ratio = 1112>=360 Max Downward Total Deflection 0.526 in Ratio = 370>=240 Max Upward Total Deflection -0.019 in Ratio = 10193>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.403 0.339 0.90 0.956 1.00 1.00 1.00 1.00 1.00 23.76 1,005.76 2495.14 5.58 88.55 261.00 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.942 0.802 1.00 0.956 1.00 1.00 1.00 1.00 1.00 61.68 2,610.81 2772.37 14.66 232.65 290.00 +D+S 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.427 0.348 1.15 0.956 1.00 1.00 1.00 1.00 1.00 32.15 1,360.77 3188.23 7.31 116.05 333.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: 1-13 Overstrength 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+0.750L+0.750S 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.777 0.651 1.15 0.956 1.00 1.00 1.00 1.00 1.00 58.49 2,475.80 3188.23 13.69 217.25 333.50 +1.118D+0.70E 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.419 0.327 1.60 0.956 1.00 1.00 1.00 1.00 1.00 43.95 1,860.16 4435.80 9.56 151.75 464.00 +1.118D-0.70E 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.087 0.134 1.60 0.956 1.00 1.00 1.00 1.00 1.00 9.16 387.93 4435.80 3.91 62.11 464.00 +1.088D+0.750L+0.750S+0.5250E 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.703 0.570 1.60 0.956 1.00 1.00 1.00 1.00 1.00 73.63 3,116.60 4435.80 16.67 264.65 464.00 +1.088D+0.750L+0.750S-0.5250E 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.454 0.400 1.60 0.956 1.00 1.00 1.00 1.00 1.00 47.54 2,012.42 4435.80 11.68 185.47 464.00 +0.60D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.136 0.115 1.60 0.956 1.00 1.00 1.00 1.00 1.00 14.26 603.46 4435.80 3.35 53.13 464.00 +0.4824D+0.70E 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.281 0.206 1.60 0.956 1.00 1.00 1.00 1.00 1.00 29.43 1,245.60 4435.80 6.02 95.50 464.00 +0.4824D-0.70E 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.073 0.092 1.60 0.956 1.00 1.00 1.00 1.00 1.00 7.62 322.64 4435.80 2.68 42.50 464.00 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 1 0.5257 8.696 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.148 16.181 Overall MINimum -2.484 -4.751 D Only 2.946 5.579 +D+L 8.638 14.657 +D+S 3.785 7.311 +D+0.750L+0.750S 7.844 13.687 +D+0.70E 4.685 8.904 +D-0.70E 1.207 2.253 +D+0.750L+0.750S+0.5250E 9.148 16.181 +D+0.750L+0.750S-0.5250E 6.540 11.193 +0.60D 1.768 3.347 +0.60D+0.70E 3.507 6.673 +0.60D-0.70E 0.029 0.022 L Only 5.692 9.078 S Only 0.839 1.733 E Only 2.484 4.751 E Only' -1.0 -2.484 -4.751 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-13 Overturning CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 11 5.25x18.0 Span = 16.250 ft r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.070pcf D(0.1) S(0.125) L(0.38) D(0.18) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent =10.0 -->> 16.250 ft, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =10.0 » 16.250 ft, Tributary Width = 9.50 ft, (FLOOR; Uniform Load : D = 0.020, S = 0.0250 ksf, Extent =10.0 » 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Point Load : D=1.640, L = 2.780, S =1.530 k @ 10.0 ft, (R 2-19) Point Load : D = 0.790, L = 2.650 k @ 11.50 ft, (L 2-24) Point Load : D=1.780, L = 0.790, S = 0.260 k @ 10.0 ft, (L 2-22) Point Load : W=1.408, E = 3.763 k @ 10.670 ft, (OT) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.9421 Maximum Shear Stress Ratio = 0.802 : 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 fb: Actual = 2,610.81 psi fv: Actual = 232.65 psi Fb: Allowable = 2,772.37 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 16.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio = 671 >=360 Max Upward Transient Deflection -0.091 in Ratio = 2139 > 360 Max Downward Total Deflection 0.482 in Ratio = 404 > 240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values N Fv D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.403 0.339 0.90 0.956 1.00 1.00 1.00 1.00 1.00 23.76 1,005.76 2495.14 5.58 88.55 261.00 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.942 0.802 1.00 0.956 1.00 1.00 1.00 1.00 1.00 61.68 2,610.81 2772.37 14.66 232.65 290.00 +D+S 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.427 0.348 1.15 0.956 1.00 1.00 1.00 1.00 1.00 32.15 1,360.77 3188.23 7.31 116.05 333.50 Wood Beam DESCRIPTION: 1-13 Overturning Load Combination Max Stress Ratios Segment Length Span # M V +D+0.750L+0.750S Length=16.250 ft 1 0.777 0.651 +D+0.60W Length=16.250 ft 1 0.254 0.210 +D-0.60W Length=16.250 ft 1 0.199 0.172 +1.118D+0.70E Length=16.250 ft 1 0.340 0.272 +1.118D-0.70E Length=16.250 ft 1 0.167 0.154 +D+0.750L+0.750S+0.450W Length=16.250 ft 1 0.579 0.482 +D+0.750L+0.750S-0.450W Length=16.250 ft 1 0.537 0.454 +1.088D+0.750L+0.750S+0.5250E Length=16.250 ft 1 0.643 0.529 +1.088D+0.750L+0.750S-0.5250E Length=16.250 ft 1 0.513 0.441 +0.60D+0.60W Length=16.250 ft 1 0.164 0.133 +0.60D-0.60W Length=16.250 ft 1 0.108 0.096 +0.4824D+0.70E Length=16.250 ft 1 0.196 0.151 +0.4824D-0.70E Length=16.250 ft 1 0.023 0.063 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 0.956 1.00 1.00 1.00 1.00 1.00 58.49 2,475.80 3188.23 13.69 217.25 333.50 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 26.66 1,128.55 4435.80 6.13 97.36 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 20.86 882.97 4435.80 5.02 79.75 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 35.60 1,506.90 4435.80 7.96 126.42 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 17.51 741.18 4435.80 4.51 71.51 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 60.67 2,567.90 4435.80 14.10 223.86 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 56.32 2,383.71 4435.80 13.27 210.65 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 67.37 2,851.66 4435.80 15.48 245.65 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 53.80 2,277.37 4435.80 12.88 204.47 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 17.16 726.25 4435.80 3.90 61.94 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 11.36 480.67 4435.80 2.79 44.33 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 20.54 869.41 4435.80 4.42 70.17 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 2.43 102.74 4435.80 1.84 29.25 464.00 Load Combination Span Max. '-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.4816 8.696 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.638 14.984 Overall MINimum -1.292 -2.471 D Only 2.946 5.579 +D+L 8.638 14.657 +D+S 3.785 7.311 +D+0.750L+0.750S 7.844 13.687 +D+0.60W 3.236 6.134 +D-0.60W 2.656 5.024 +D+0.70E 3.851 7.308 +D-0.70E 2.042 3.849 +D+0.750L+0.750S+0.450W 8.062 14.103 +D+0.750L+0.750S-0.450W 7.627 13.271 +D+0.750L+0.750S+0.5250E 8.522 14.984 +D+0.750L+0.750S-0.5250E 7.166 12.390 +0.60D+0.60W 2.058 3.902 +0.60D-0.60W 1.478 2.793 +0.60D+0.70E 2.672 5.077 +0.60D-0.70E 0.863 1.618 L Only 5.692 9.078 S Only 0.839 1.733 W Only 0.483 0.925 -W -0.483 -0.925 E Only 1.292 2.471 E Only " -1.0 -1.292 -2.471 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-14 Overstrength CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F-V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E4 9.081 D 0.0 L .08 D018 D 0.03 S 0.05 3.5x9 Span = 5.0 ft r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2400 psi E : Modulus of Elasticity 1850 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 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Point Load : E = 9.081 k @ 2.50 ft, (OS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.64R 1 Maximum Shear Stress Ratio = 0.430 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb: Actual = 1,921.66psi fv: Actual = 182.48 psi Fb: Allowable = 2,960.00 psi Fv: Allowable = 424.00 psi Load Combination +0.4824D-0.70E Load Combination +1.118D+0.70E Location of maximum on span = 2.508ft 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 0.107 in Ratio = 559>=360 Max Upward Transient Deflection -0.107 in Ratio = 559>=360 Max Downward Total Deflection 0.084 in Ratio = 716>=240 Max Upward Total Deflection -0.070 in Ratio = 858>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.086 0.117 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.73 185.71 2160.00 0.59 27.86 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.104 0.141 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.98 249.20 2400.00 0.79 37.38 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.082 0.111 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.89 225.39 2760.00 0.71 33.81 304.75 +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 = 5.0 ft 1 0.095 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.04 263.09 2760.00 0.83 39.46 304.75 +1.118D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.578 0.430 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.74 2,218.80 3840.00 3.83 182.48 424.00 +1.118D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-14 Overstrength Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 5.0 ft 1 0.609 0.357 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.088D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.466 0.367 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.088D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.415 0.267 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 = 5.0 ft 1 0.029 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.4824D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.547 0.389 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.4824D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.649 0.357 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 1 0.0000 0.000 E Only * -1.0 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum -4.541 -4.541 Overall MINimum -4.541 -4.541 D Only 0.585 0.585 +D+L 0.785 0.785 +D+S 0.710 0.710 +D+0.750L+0.750S 0.829 0.829 +D+0.70E 3.763 3.763 +D-0.70E -2.593 -2.593 +D+0.750L+0.750S+0.5250E 3.213 3.213 +D+0.750L+0.750S-0.5250E -1.555 -1.555 +0.60D 0.351 0.351 +0.60D+0.70E 3.529 3.529 +0.60D-0.70E -2.827 -2.827 L Only 0.200 0.200 S Only 0.125 0.125 E Only 4.541 4.541 E Only * -1.0 -4.541 -4.541 Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 Moment Values Shear Values M fb F'b V fv F'v 7.10 1,803.70 2960.00 3.18 151.25 424.00 0.00 0.00 0.00 0.00 7.04 1,787.91 3840.00 3.26 155.43 424.00 0.00 0.00 0.00 0.00 4.84 1,228.97 2960.00 2.38 113.37 424.00 0.00 0.00 0.00 0.00 0.44 111.43 3840.00 0.35 16.71 424.00 0.00 0.00 0.00 0.00 8.27 2,100.84 3840.00 3.46 164.79 424.00 0.00 0.00 0.00 0.00 7.57 1,921.66 2960.00 3.18 151.31 424.00 Max. "+" Defl Location in Span -0.1073 2.508 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-14 Overturning CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade : 24F-V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling W $ .321 E(4.722) D 0.024 L 0.08 D018 D 0.03 S 0.05 3.5x9 Span = 5.0 ft Applied Loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Point Load : W = 5.321, E = 4.722 k @ 2.50 ft, (OT) DESIGN SUMMARY r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 950.0 ksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend - yy 850.0 ksi 1,100.0 psi Density 31.210 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.3261 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb: Actual = 1,253.38psi fv: Actual = 109.83 psi Fb: Allowable = 3,840.00psi Fv: Allowable = 424.00 psi Load Combination +1.118D+0.70E Load Combination +1.118D+0.70E Location of maximum on span = 2.508ft 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 0.063 in Ratio = 954 >=360 Max Upward Transient Deflection -0.063 in Ratio = 954 >=360 Max Downward Total Deflection 0.048 in Ratio = 1257 >=240 Max Upward Total Deflection -0.034 in Ratio = 1771 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.086 0.117 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.73 185.71 2160.00 0.59 27.86 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.104 0.141 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.98 249.20 2400.00 0.79 37.38 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.082 0.111 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.89 225.39 2760.00 0.71 33.81 304.75 +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 = 5.0 ft 1 0.095 0.129 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.04 263.09 2760.00 0.83 39.46 304.75 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.311 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.71 1,195.85 3840.00 2.18 103.87 424.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam DESCRIPTION: 1-14 Overturning Load Combination Max Stress Ratios Segment Length Span # M V Length = 5.0 ft 1 0.279 0.179 +1.118D+0.70E Length = 5.0 ft 1 0.326 0.259 +1.118D-0.70E Length = 5.0 ft 1 0.283 0.185 +D+0.750 L+0.750 S+0.450 W Length = 5.0 ft 1 0.266 0.228 +D+0.750 L+0.750 S-0.450 W Length = 5.0 ft 1 0.167 0.134 +1.088D+0.750L+0.750S+0.5250E Length = 5.0 ft 1 0.277 0.238 +1.088D+0.750L+0.750S-0.5250E Length = 5.0 ft 1 0.171 0.139 +0.60D+0.60W Length = 5.0 ft 1 0.292 0.219 +0.60D-0.60W Length = 5.0 ft 1 0.304 0.179 +0.4824D+0.70E Length = 5.0 ft 1 0.296 0.217 +0.4824D-0.70E Length = 5.0 ft 1 0.323 0.186 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.25 824.42 2960.00 1.59 75.92 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.94 1,253.38 3840.00 2.31 109.83 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.30 838.27 2960.00 1.65 78.60 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 1,020.69 3840.00 2.03 96.48 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.95 494.51 2960.00 1.19 56.88 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.19 1,063.84 3840.00 2.12 100.95 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.99 504.90 2960.00 1.24 58.88 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.42 1,121.56 3840.00 1.95 92.73 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.54 898.71 2960.00 1.60 75.96 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.47 1,135.41 3840.00 1.93 92.14 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.77 956.24 2960.00 1.65 78.66 424.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 -W-0.0629 2.508 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -2.661 -2.661 Overall MINimum -2.661 -2.661 D Only 0.585 0.585 +D+L 0.785 0.785 +D+S 0.710 0.710 +D+0.750L+0.750S 0.829 0.829 +D+0.60W 2.181 2.181 +D-0.60W -1.011 -1.011 +D+0.70E 2.238 2.238 +D-0.70E -1.068 -1.068 +D+0.750L+0.750S+0.450W 2.026 2.026 +D+0.750L+0.750S-0.450W -0.368 -0.368 +D+0.750L+0.750S+0.5250E 2.068 2.068 +D+0.750L+0.750S-0.5250E -0.411 -0.411 +0.60D+0.60W 1.947 1.947 +0.60D-0.60W -1.245 -1.245 +0.60D+0.70E 2.004 2.004 +0.60D-0.70E -1.302 -1.302 L Only 0.200 0.200 S Only 0.125 0.125 W Only 2.661 2.661 -W -2.661 -2.661 E Only 2.361 2.361 E Only' -1.0 -2.361 -2.361 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-17 Overstrength CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Hem Fir Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling r IIC. L I V IL"J_C11VIUCIII: MU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Point Load : E = 6.605 k @ 1.250 ft, (OS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.9031 Maximum Shear Stress Ratio = 0.833 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 1,473.29 psi fv: Actual = 199.81 psi Fb: Allowable = 1,632.00psi Fv: Allowable = 240.00 psi Load Combination +1.118D+0.70E Load Combination +1.088D+0.750L+0.750S+0.5250E Location of maximum on span = 1.254ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 995>=360 Max Upward Transient Deflection -0.030 in Ratio = 995>=360 Max Downward Total Deflection 0.024 in Ratio = 1253 >=240 Max Upward Total Deflection -0.019 in Ratio = 1546>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V N Fv D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.154 0.254 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.31 141.62 918.00 0.50 34.22 135.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.328 0.539 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.73 334.24 1020.00 1.17 80.78 150.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.159 0.261 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.41 186.20 1173.00 0.65 45.00 172.50 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.272 0.448 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.70 319.53 1173.00 1.12 77.22 172.50 +1.118D+0.70E 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.903 0.824 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.23 1,473.29 1632.00 2.87 197.68 240.00 +1.118D-0.70E 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-17 Overstrength Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 2.50 ft 1 0.709 0.664 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +1.088D+0.750L+0.750S+0.5250E 1.200 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.808 0.833 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +1.088D+0.750L+0.750S-0.5250E 1.200 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.401 0.497 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.052 0.086 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0.4824D+0.70E 1.200 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.848 0.733 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0.4824D-0.70E 1.200 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.764 0.664 1.60 1.200 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 Moment Values Shear Values M fb F'b V fv F'v 2.53 1,156.75 1632.00 2.31 159.30 240.00 0.00 0.00 0.00 0.00 2.89 1,318.28 1632.00 2.90 199.81 240.00 0.00 0.00 0.00 0.00 1.43 654.25 1632.00 1.73 119.30 240.00 0.00 0.00 0.00 0.00 0.19 84.97 1632.00 0.30 20.53 240.00 0.00 0.00 0.00 0.00 3.03 1,383.33 1632.00 2.55 175.94 240.00 0.00 0.00 0.00 0.00 2.73 1,246.70 1632.00 2.31 159.38 240.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 E Only * -1.0-0.0301 1.254 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -3.303 -3.303 Overall MINimum -3.303 -3.303 D Only 0.496 0.496 +D+L 1.171 1.171 +D+S 0.653 0.653 +D+0.750L+0.750S 1.120 1.120 +D+0.70E 2.808 2.808 +D-0.70E -1.816 -1.816 +D+0.750L+0.750S+0.5250E 2.854 2.854 +D+0.750L+0.750S-0.5250E -0.614 -0.614 +0.60D 0.298 0.298 +0.60D+0.70E 2.610 2.610 +0.60D-0.70E -2.014 -2.014 L Only 0.675 0.675 S Only 0.156 0.156 E Only 3.303 3.303 E Only * -1.0 -3.303 -3.303 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-17 Overturning CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =16.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) Point Load : W = 1.408, E = 3.763 k @ 1.250 ft, (OT) 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 r IIC. L I V IL"J_C11VIUCIII: UIU_J 1 VUUVLV.CUV Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580 ksi 625 psi 180 psi 575 psi Density 31.21 pcf Service loads entered. Load Factors will be applied for calculations. 0.4161 Maximum Shear Stress Ratio 4x8 Section used for this span 777.82 psi fv: Actual 1,872.00 psi Fv: Allowable +1.118D+0.70E Load Combination 1.254ft Location of maximum on span Span # 1 Span # where maximum occurs 0.012 in Ratio = 2507>=360 -0.012 in Ratio = 2507>=360 0.011 in Ratio = 2795>=240 -0.007 in Ratio = 4172 >=240 0.442 :1 4x8 = 127.17 psi = 288.00 psi +1.088D+0.750L+0.750S+0.5250E = 0.000 ft = Span # 1 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 N Fv D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.115 0.181 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 121.38 1053.00 0.50 29.33 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.245 0.385 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.73 286.49 1170.00 1.17 69.24 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.119 0.186 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 159.60 1345.50 0.65 38.57 207.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.204 0.320 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.70 273.88 1345.50 1.12 66.19 207.00 +D+0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.175 0.189 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.84 327.34 1872.00 0.92 54.30 288.00 +D-0.60W 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam DESCRIPTION: 1-17 Overturning Load Combination Max Stress Ratios Segment Length Span # M V Length = 2.50 ft 1 0.045 0.086 +1.118D+0.70E Length = 2.50 ft 1 0.416 0.384 +1.118D-0.70E Length = 2.50 ft 1 0.271 0.270 +D+0.750 L+0.750 S+0.450 W Length = 2.50 ft 1 0.229 0.295 +D+0.750 L+0.750 S-0.450 W Length = 2.50 ft 1 0.075 0.165 +1.088D+0.750L+0.750S+0.5250E Length = 2.50 ft 1 0.409 0.442 +1.088D+0.750L+0.750S-0.5250E Length = 2.50 ft 1 0.105 0.202 +0.60D+0.60W Length = 2.50 ft 1 0.149 0.148 +0.60D-0.60W Length = 2.50 ft 1 0.071 0.086 +0.4824D+0.70E Length = 2.50 ft 1 0.374 0.319 +0.4824D-0.70E Length = 2.50 ft 1 0.312 0.270 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.24 C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 84.57 1872.00 0.42 24.87 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.99 777.82 1872.00 1.87 110.64 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.29 506.50 1872.00 1.32 77.75 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.09 428.34 1872.00 1.44 84.92 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.82 1872.00 0.80 47.46 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.96 766.21 1872.00 2.15 127.17 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 197.04 1872.00 0.98 58.16 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 278.78 1872.00 0.72 42.57 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 133.12 1872.00 0.42 24.91 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.79 700.72 1872.00 1.56 92.01 288.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.49 583.61 1872.00 1.32 77.81 288.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 E Only * -1.0-0.0120 1.254 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.107 2.107 Overall MINimum -1.882 -1.882 D Only 0.496 0.496 +D+L 1.171 1.171 +D+S 0.653 0.653 +D+0.750L+0.750S 1.120 1.120 +D+0.60W 0.919 0.919 +D-0.60W 0.074 0.074 +D+0.70E 1.813 1.813 +D-0.70E -0.821 -0.821 +D+0.750L+0.750S+0.450W 1.436 1.436 +D+0.750L+0.750S-0.450W 0.803 0.803 +D+0.750L+0.750S+0.5250E 2.107 2.107 +D+0.750L+0.750S-0.5250E 0.132 0.132 +0.60D+0.60W 0.720 0.720 +0.60D-0.60W -0.125 -0.125 +0.60D+0.70E 1.615 1.615 +0.60D-0.70E -1.019 -1.019 L Only 0.675 0.675 S Only 0.156 0.156 W Only 0.704 0.704 -W -0.704 -0.704 E Only 1.882 1.882 E Only * -1.0 -1.882 -1.882 W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 FWS - FOUNDATION WALL STEM Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 100 Roof 15 25 Wall 10 Bearing Capacity 2000 (0-1) (0-2) Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 0 Deck 0 0 0 0 9 Roof 135 0 225 360 20 Floor 240 800 0 1040 24 Wall 240 0 0 240 4 Fnd 400 0 0 400 Total 1015 800 225 2040 Minimum Ft Width USE (in)Stress 1.02 16 77% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 0 Deck 0 0 0 0 9 Roof 135 0 225 360 20 Floor 240 800 0 1040 24 Wall 240 0 0 240 4 Fnd 400 0 0 400 Total 1015 800 225 2040 Minimum Ft Width USE (in) Stress 1.02 16 77% W74 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 SOUND STRUCTURAL SOLUTIONS SSSIE H G IN E E R S C D P--r- -rq P 1< - 1*7-P t-p" �=o0R L-rv>~ (poFsF) $ -M-T A L, IlJI-�,) 5� n * (;) -'- MAx1MvrV T-[sl�Z LC4�-r ON S7" P r.02 4-55c) D. -f 5zaC 9 2-. 4 S E—e-T111 U E'P T ri = 1 I 7(,q C FC Ph:425-778-1023 - www.ssseng.com