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REVIEWED BLD BLD2021-1482+Structural_Calculations+10.28.2021_9.45.38_AM+2488210RECEIVED Nov 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Client BLD2021-1482 SOUND STRUCTURAL. SOLUTIONS SSS1 E N G I N E E R S REVIEWED Chris & Lisa Burdett BY Chris Burdett CITY OF E D M O phone email chris.burdett@cbre.com SSS # s2105014 Project 332 Sunset Ave. N Identification Blake Fisher Architecture (2068525054) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations Ll I Fw-a"Iffil %0 p0373 4, RfGI 11F�E 'SION AN, 2A 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 SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 332 Sunset Ave N Edmonds, Washington 98020 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 43.27 ft (NAVD 88) Risk Category: II Latitude: 47.81493 Soil Class: D - Stiff Soil Longitude:-122.379163 Area r UT � N, r 7 K d 4. • Pi its ti 23tW l_ TTRR n S Wind Results: Wind Speed: 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph ihb iF it l- h.n wniLk L1111 �ie^k _ Lynnw od �lcnds %//j Iww sno�lne mch k'.ne I w,rlarmR — � h:in i. `e Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Oct 19 2021 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 7-16 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 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Tue Oct 19 2021 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.288 Sol N/A S, 0.454 TL 6 Fa 1 PGA: 0.548 FV N/A PGA M : 0.603 SMs : 1.288 FPGA 1.1 SM1 N/A le 1 SIDS 0.859 Cv 1.358 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Oct 19 2021 Date Source: USGS Seismic Design Maps https://asce7hazardtool.onIine/ Page 2 of 3 Tue Oct 19 2021 -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 Tue Oct 19 2021 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS WEST - WOOD 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2105014 Number of Diaphragms Code General Design Criteria 1 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 1 18 --- 25 18 Rf Deck 1 20 60 25 20 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 Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters DF PLY 16" oc II 2016 Envelope Procedure 98 mph B D 40 ft Kzt: 1.00 ke: 1.00 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.288 Sl 0.454 TL 6 SDS 0.86 Spl 0.56 D Provided Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.132 0.132 14774 14774 �0 2.5 Cd 4 0.020 hsx 0.02 Ct sec. IL:P 0.75 x 210929_SSSlateral_210615_API_s2105014_WEST DC Building Orientation and Height Wall Lines B D E F 1 3 5 Stories 7i c T Transverse o � J Trans C J Number of Diaphragms 1 Building Height 13.00 Diaphragm 1 Framing ft 1.00 Story ft 12.00 Transverse Lonqitudinal Structure is regular in Yes Yes Ian at all levels? Shrinkage 0.000 in Wind Loads Wind Loads Help XPELWL Ridge Elevation 24 ft Eave Height 24 ft Mean Roof Height, h 24 ft Least Horizontal Dimension, LHD 43 ft Transverse Direction B Dimension 43 ft L Dimension 62 ft End Zone, 2a 8.6 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 387 sq ft Isq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 387 sq ft 0 sq ft:] XPELBD Longitudinal Direction (WW) B Dimension 62 ft L Dimension 43 ft End Zone, 2a 8.6 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 533 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 533 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 98 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 1.12 Gust Effect Factor, Gf 0.85 Velocity Pressure, gn 23.28 psf Ground Elevation Factor, Ke 1.00 Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelone Procedure Direction Transverse Longitudinal SUM 6848 9165 Load Case 1 1 1 6848 9165 210929_SSSlateral_210615_API_s2105014_WEST WF(2) Seismic Loads No XPELSL Diaphragm 1 1area (ft) unit weight (psf) trans - w, long - wx height (ft) 1 Roof 1 3072 18 111840 111840 Misc 1 L3072 12 (Ibs) Mass (Ibs) 92160 trans - w, long - w,, Sum of Effective Seismic Weights (Ibs) 131520 131520 210929_SSSlateral_210615_API_s2105014_WEST EF Mapped Spectral Accelerations XPEMSA Ss 1.288 Fa 1.000 Sps 0.86 S, 0.454 Fv 1.846 Sol 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.137 sec 0.137 sec hn= 13.0 ft TL = 6 sec Ts = 0.65 sec Transverse Longitudinal CS = 0.132 0.132 Ibs EQ 12.8-2 (Maximum) CS = 0.628 0.628 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 1 6.5 0.132 111840 14774 6.5 0.132 111840 14774 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 14774 Ibs k= 1.00 Transverse Diaph. hX wX wXhXk CVX 1 13 111840 1453920 1.000 1453920 Diaphragm 1 Transverse 1 Ibs sum 14774 wX wXhXk 111840 1453920 1453920 Longitudinal 14774 Ibs sum 14774 Longitudinal V = 14774 Ibs XPEVDS CvX 1.000 210929_SSSlateral_210615_API_s2105014_WEST EF Allowable Stress Desian Loads 2016 Envelope Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 4109 5499 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall 2016 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 1.30 Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 13445 13445 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 VF Max Tx VS w 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 Maximum uplift force of the SW's, Ibs 12.3.4.2 (Vxh 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 210929_SSSlateral_210615_API_s2105014_WEST DL Shear Transfer Connections XPSTC Fasteners and Spacing U M O C)O tD C) Ln Ln M N CD .--i CD .--I CD Ln C) r" C) 00 N 000 0 ♦' a Ln lD .--I lD .--i Ln N lD O .-- 7 .-- N .-- CO .-- ~ M .0-I .M-I 2x Plates 3x Plates u M^. u u 00 N in O x x '--' Lf'1 Lan r� N_ N _ _ N i N t f0 C a 2 J N 2 = MC' U N v CD 7 CD 01 ua+ m ID u .-i CoC VI C O a C O C O ( � un a a atp ayZ d O a O Q Q _o tefp afo te-6 1 M � (n lD E (n J E 00 _- bf_o/1 d LU .--I (n Ln (n = M .\-i L \-i In 150 13 44 10 52 93 50 8 40 20 97 83 119 207 9 32 37 67 36 6 29 14 57 60 86 265 7 25 29 52 28 4 23 11 40 47 67 A 332 5 20 23 42 22 3 18 9 30 37 53 350 5 19 22 39 21 3 17 8 28 35 51 B 450 4 14 17 31 16 2 13 6 21 27 39 600 3 11 13 23 12 2 10 5 15 20 29 780 2 8 10 17 9 1 7 3 11 16 22 18 29 C 900 2.0 7.0 8 15 8 1 6 3 9 13 19 16 25 935 2.0 7.0 8 14 8 1 6 3 9 13 19 15 24 D 1190 1.5 5.5 6.5 11.5 6 1 5 2 7 10 15 12 19 1250 1.5 5.0 6 11 6 1 4 2 6 9 14 11 18 1500 1.0 4.0 5 9 5 0 4 2 5 8 11 9 15 1750 1.0 3.5 4 7.5 4 0 3 1 10812 2000 0.5 3.0 3.5 6.5 3.5 0 3 1 E EE 8 7 11 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated MINIMUM NOMINAL value Adjusted 3 V PANEL THICKNESS Nail or Staple size for OF @ Ga .2m (inch) based on 16" oc a 6 310 15/32" 10d @ 6"oc 310 310 14 4 460 15/32" 10d @ 4"oc 460 460 17 3 600 15/32" 10d @ 3"oc 600 600 19 2 770 15/32" 10d @ 2"oc 770 770 23 44 920 15/32" BOTH SIDES 10d @ 4"oc 920 920 34 33 1200 15/32" BOTH SIDES 10d @ 3"oc 1200 1200 38 22 1540 15/32" BOTH SIDES 10d @ 2"oc 1540 1540 46 0 1740 19/32" BOTH SIDES 10d @ 2"oc 1740 1740 44 2300 Custom Custom 2300 2300 0 2400 Custom Custom 2400 2400 0 2500 Custom Custom 2500 2500 0 WSW. 1620 Simpson Strong Wall WSW18x8 1620 1620 ### PF 1 600 APA Portal Frame See Detail PF 600 600 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... 210929_SSSlate ral_210615_API_s2105014_WEST 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 SPF/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] 210929_SSSlate ral_210615_API_s2105014_WEST ST Rigid Diaphragm Distribution Story x 1 Geometry - 1 Center of Mass x - width y - length ft ft 68.25 45 CMx CMy ft ft 34.13 22.50 Wind - 1 Center of Rigidity V_trans V_lon lb lb 4109 5499 CRx Cry ft ft 43.98 17.77 Seismic - 1 True Eccentricity V_trans V_lon lb lb 13445 13445 Ecc_x Ecc_y ft ft 9.86 4.73 5% +/- 3.4125 2.25 Ax Transl 1.00 Long 1 1.00 J 3 N Force, E Elastic Seismic Deflection Rx, Rigidity Ry, Rigidity X Y XRy YRx 1 1 4064.66 0.22 18760.8923 44.0 825479.26 3 1 6722.33 0.15 44879.9723 18.0 807839.50 5 1 2657.67 0.09 29948.8883 1.0 29948.89 0 1 0.00 0.00 0 0.00 0 1 0.00 0.00 0 0.00 0 1 0.00 0.00 0 0.00 0 1 0.00 0.00 0 0.00 B 1 9085.61 0.31 29075.158 29.3 850448.4 D 1 0.00 0.00 0 0.0 E 1 4338.63 0.16 27167.4883 59.8 1623257.4 F 1 0.00 0.00 0 1 0.0 0 1 20.42 6.89 2.96448824 9.7 28.7 0 1 0.00 0.00 0 0.0 0 1 0.00 0.00 0Off- 0.0 93589.75 56245.61 2473734 1663268 1 0 True Eccentricity CRx Cry CRx Cry Ecc_x Ecc_y ft ft ft ft ft ft 43.98 17.77 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Wind - 1 Seismic - 1 V_trans V_long lb lb 4109 5499 V_trans V_long lb lb 13445 13445 210929_SSSlateral_210615_API_s2105014_WEST SW Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 1 Trans --- % V W V E W h dr dra df dfa Twx+1 Twx TeX+1 TeX WIND SEISMIC VTx 1234 4037 Wood Shrinkage v 76 250 v, amp'd 76 250 Cntrl'g 250 Max Tx 568 2818 A (in) 0.101 0.245 1.00 64% 76 250 10.33 12.5 568 2818 1.00 36% 1 67 218 6.67 1 12 558 2420 L VF vs 17.00 250 250 LL Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 1 1 Trans --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1979 6475 Wood Shrinkage v 65 212 v, amp'd 65 212 Cntrl'g 212 Max Tx 0 1670 A (in) 0.069 0.158 1.00 100% 65 212 30.50 12 -319 1670 L VF VS 30.50 212 212 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 5 1 1 Trans --- % V W V E W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1733 5672 Wood Shrinkage v 73 238 v, amp'd 73 238 Cntrl'g 238 Max Tx 442 2561 A (in) 0.095 0.235 1.00 71 % 73 238 16.92 13 284 2561 0.90 11% 1 44 144 4.42 12.5 1 384 1 1665 0.99 18% 54 177 5.75 12 442 1958 L VF vs 27.08 238 238 210929_SSSIate ral_210615_API_s2105014_WEST FIR 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 3751 9171 Wood Shrinkage v 226 553 v, amp'd 226 553 Cntrl'g 553 Max Tx 2587 6723 A (in) 0.224 0.371 0.99 35% 1 218 533 1 6.04 12.5 2498 6479 1.00 39% 226 553 6.46 12.5 2587 6723 0.94 26% 195 476 5.00 12.5 2244 5795 L VF Vs 17.50 553 553 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 Long --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3565 8716 Wood Shrinkage v 210 513 v, amp'd 210 513 Cntrl'g 513 Max Tx 1825 5427 A (in) 0.205 0.339 1.00 100% 210 513 1 17.00 11.5 1825 5427 L VF Vs 17.00 513 513 210929_SSSlateral_210615_API_s2105014_WEST FIR Shear Wall Summary Holdown Summary T Width SW vF Stressed vs Stressed 1 1 17.00 B 2 250 56% 250 32% 3 1 30.50 A 3 220 66% 212 35% 5 1 27.08 B 3 238 53% 238 40% B 1 17.50 D 22 553 47% 553 36% E 1 17.00 C 2 513 57% t 513 67% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125 /o T Uplift W Uplift E 1 1 568 2818 3 1 0 1670 5 1 442 2561 B 1 2587 6723 E 1 1825 5427 210929_SSSlateral_210615_API_s2105014_WEST SW Shear Wall Deflection & Story Drift Summary Elastic Inelastic J Wind Seismic NO SRINK Seismic Allowable o Width Story Height Drift Che cn Deflection Deflection SHRINK ONLY Deflection Drift [p = 1.01 [Cd = 4] 1 1 17.00 12 0.10 0.25 0.22 0.00 0.89 2.9 31 % 3 1 30.50 12 0.07 0.16 0.14 0.00 0.58 2.9 20% 5 1 27.08 12 0.10 0.24 0.21 0.00 0.86 2.9 30% B 1 17.50 12.5 0.22 0.37 0.34 0.00 1.35 3.0 45% E 1 17.00 12 0.21 0.34 0.31 0.00 1.24 2.9 43% F 1 0.00 11.5 0.00 0.00 0.00 0.00 0.00 2.8 0% 0 1 0.10 13.75 0.36 0.60 0.55 0.00 2.20 3.3 67% 210929_SSSlateral_210615_API_s2105014_WEST SW Rigid Diaphragm Wind Deflection Summary J F Flex F Rigid/ Wind o F Rigid p Rigid cn Seismic F Flex Deflection M 1 1 1234 1242 0.99 0.10 0.10 3 1 1979 2054 0.96 0.07 0.07 5 1 1733 812 2.13 0.03 0.07 B 1 3751 3716 1.01 0.21 0.21 E 1 3565 1775 2.01 0.10 0.21 210929_SSSlateral_210615_API_s2105014_WEST SW Rigid Diaphragm Seismic Deflection Summary Elastic J F Flex F Rigid/ Seismic o F Rigid p Rigid Cu cn Seismic F Flex Deflection [p = 1.01 1 1 4037 4065 0.99 0.24 0.24 3 1 6475 6722 0.96 0.16 0.16 5 1 5672 2658 2.13 0.10 0.21 B 1 9171 9086 1.01 0.34 0.35 E 1 8716 4339 2.01 0.18 0.35 210929_SSSlateral_210615_API_s2105014_WEST SW Seismic Torsional Irregularity Determination Torsional Torsional T o max/ Irregularity Irregularity Ax, J A average A max cis a A ave Type 1 a Type 1 b Amplification (>1.2) (>1.4) Transverse 0.20 0.24 1.18 No No 1.00 1 Longitudinal 0.39 0.46 1.19 No No 1.00 I HORIZONTAL STRUCTURAL IRREGULARITIES Horizontal Irregularity Type 1 a: TORSIONAL IRREGULARITY Horizontal Irregularity Type 1 b.- EXTREME TORSIONAL IRREGULARITY 1--`----------- r------------- , T d, Torsional irregularily exists when A, 51.2di +A-, 2 ❑, and A2 include the efletls of accidenleI torsion Mth A. = 1.0. Torsional irregularity is to be considered only when diaphragms are not flexible. • Extreme torsional irregularity exists when A.2 > i_4 !' +A--, 2 6, and d3 include the egects -of accidental torsion with A, =1.0. ., Extreme torsional irregularity is to be considered only when diaphragms are not flexible. 210929_SSSlateral_210615_API_s2105014_W EST SW SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS WEST - CONCRE7 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2105014 Number of Diaphragms Code General Design Criteria 1 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Floor 1 65 40 --- 65 Wall 10 --- --- 10 Wall 100 --- --- 100 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 Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters HF PLY 16" oc II 2016 Envelope Procedure 98 mph B D 40 ft Kzt: 1.00 ke: 1.00 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.288 Sl 0.454 TL 6 SDS 0.86 Spl 0.56 D Provided Table 12.2-1: A-15 Transverse Longitudinal 5.0 5.0 0.172 0.172 48863 48863 00 2.5 Cd 5 0.020 hsx 0.02 Ct sec. IL:P 0.75 x 210929_SSSlateral_210615_API_s2105014_WEST CONC DC Seismic Loads No Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Misc 1 Mass (Ibs) area (ft) 2838 2838 218526 unit weight (psf) 65 12 trans - w, 284526 long - wx 284526 Walls height (ft) 12 trans -wall (ft) H unit weight (psf) 10 100 long -wall (ft) Wall 1 Wall Mass (Ibs) 0 unit weight (psf) 10 100 Wall 1 370 Wall 73 Mass (Ibs) 132000 trans - w, long - wx Sum of Effective Seismic Weights (Ibs) 350526 350526 210929_SSSlateral_210615_API_s2105014_WEST CONC EF Mapped Spectral Accelerations XPEMSA Ss 1.288 Fa 1.000 Sps 0.86 S, 0.454 Fv 1.846 Sol 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.137 sec 0.137 sec hn= 13.0 ft TL = 6 sec Ts = 0.65 sec Transverse Longitudinal CS = 0.132 0.132 Ibs EQ 12.8-2 (Maximum) CS = 0.628 0.628 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 1 5 0.172 284526 48863 5 0.172 284526 48863 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 48863 Ibs V= k= 1.00 Transverse Longitudinal Diaph. hX wX wXhXk CVX wX w,,hXk CVX 1 13 284526 3698838 1.000 1 284526 3698838 1.000 3698838 3698838 Diaphragm 1 Transverse 1 Ibs sum 48863 Longitudinal 48863 Ibs sum 48863 Longitudinal 48863 Ibs XPEVDS 210929_SSSlateral_210615_API_s2105014_WEST CONC EF Allowable Stress Desian Loads 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 1.30 Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 44465 44465 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 12.3.4.2 (Vxh 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 SlNI LV E1r1S Total force in the SW's (VDx + VTx+1), Ibs ABOUT con Total length of the S (V (� feet (ft) Linear force in the SW's (VTxIL), pounds per foot (plf) Greater of v induced by wind or earthquake, plf .i�w 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 210929_SSSlateral_210615_API_s2105014_WEST CONC DL SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS EAST - W001 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2105014 Number of Diaphragms Code General Design Criteria 1 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads Seismic Dead Live Snow (Psf) Mass Roof 1 18 --- 25 18 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Desian Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters DF OSB 16" oc II 2016 Directional Procedure 98 mph B D 40 ft Kzt: 1.00 ke: 1.00 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D Ss 1.288 Sl 0.454 TL 6 Sps 1.03 Spl 0.56 D Default Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.159 0.159 8474 8474 00 2.5 Cd 4 0.020 hsx 0.02 Ct 61081 Ibs 0.75 x 210901_SSSlateral_210615_API_s2105014_EAST DC Building Orientation and Height Wall Lines G H I J 6 7 8 Stories 7i c T Transverse o � J Trans C J Number of Diaphragms 1 Building Height 9.00 Diaphragm 1 Framing ft 1.00 Story ft 8.00 Transverse Lonqitudinal Structure is regular in Yes Yes Ian at all levels? Shrinkage 0.000 in Wind Loads Wind Loads Help XPELWL Ridge Elevation 22 ft Eave Height 22 ft Mean Roof Height, h 22 ft Least Horizontal Dimension, LHD ft Transverse Direction B Dimension 23 ft L Dimension 53 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 115 sq ft sq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 115sgft ft:] XPELBD Longitudinal Direction (WW) B Dimension 53 ft L Dimension 23 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 300 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 300 sq ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 98 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 1.10 Gust Effect Factor, Gf 0.85 Velocity Pressure, gn 22.93 psf Ground Elevation Factor, Ke 1.00 Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Directional Procedure Direction Transverse Longitudinal SUM 1840 4800 Load Case T-16psf L-16psf 1 1840 4800 210901_SSSlateral_210615_API_s2105014_EAST WF(2) Seismic Loads No Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm 1 area (ft) unit weight (psf) trans - w, long - wx height (ft) 1 Roof 1 1182 18 53454 53454 Roof 2 20 Rf Deck 1 1 340 20 Rf Deck 2 40 Misc 1 1522 9 (Ibs) Mass (Ibs) 41774 Walls trans -wall (ft) H unit weight (psf) long -wall (ft) unit weight (psf) height (ft) 8 7 Wall 1 7 Wall 1 Wall 292 10 Wall 10 Mass (Ibs) 23360 Mass (Ibs) 0 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 65134 65134 210901 _SSSlateral_210615_AP I_s2105014_EAST E F Mapped Spectral Accelerations XPEMSA Ss 1.288 Fa 1.200 Sps 1.03 S, 0.454 Fv 1.846 Sol 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.104 sec 0.104 sec hn= 9.0 ft TL = 6 sec Ts = 0.54 sec Transverse Longitudinal CS = 0.159 0.159 Ibs EQ 12.8-2 (Maximum) CS = 0.827 0.827 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.045 0.045 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 Dia h. Trans Cs Mass V Long Cs Mass V 1 6.5 0.159 53454 8474 6.5 0.159 53454 8474 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 8474 Ibs k= 1.00 Transverse Diaph. hX wX wXhXk CVX 1 9 53454 481086 1.000 481086 Diaphragm 1 Transverse 1 Ibs sum 8474 wX wXhXk 53454 481086 481086 Longitudinal 8474 Ibs sum 8474 Longitudinal V = 8474 Ibs XPEVDS CvX 1.000 210901 _SSSlateral_210615_AP I_s2105014_EAST E F Allowable Stress Desian Loads 2016 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) 1 1104 2880 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 46% Seismic Design Loads, Fx p = 1.30 1.30 Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 7711 7711 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 VF Max Tx VS w 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 Maximum uplift force of the SW's, Ibs 12.3.4.2 (Vxh 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 210901 _SSSlateral_210615_AP I_s2105014_EAST DL Shear Transfer Connections XPSTC Fasteners and Spacing U M O O t0 Ln M N CD .--i CD .--I CD .--i O r" O co CO ♦' a LO lD .--I lD .--i Ln N l0 O .-- 7 .-- N .-- W .-- ~ M .O-I .M-I 2x Plates 3x Plates ,� 3 u M^. u u C N '--' Ln Lf'1 O U N_ N M_ M i C Q Q = a J La = _ 3 W O1 ti t ui Vl •� Z DO C C C O v�i v N CO Q u M Q u CO Q -- Co Q f0 -0 Q 0 Q 0 d 0 CL d +) ru +Z.+ M N � N I 4-1 0 E (n l0 E E E Ln E n E fV 00 _� fV CL 00 CL LU .--I (n Ln (n � .\-i L 1 \-i In 150 13 44 10 52 93 50 8 40 16 97 83 119 207 9 32 37 67 36 6 29 12 57 60 86 265 7 25 29 52 28 4 23 9 40 47 A 332 5 20 23 42 22 3 18 7 30 37 350 5 19 22 39 21 3 17 7 28 35 J2218 B 450 4 14 17 31 16 2 13 5 21 27 600 3 11 13 23 12 2 10 4 15 20 780 2 8 10 17 9 1 7 3 11 16 29 C 900 2.0 7.0 8 15 8 1 6 2 9 13 19 16 25 935 2.0 7.0 8 14 8 1 6 2 9 13 19 15 24 D 1190 1.5 5.5 6.5 11.5 6 1 5 2 7 10 15 12 19 1250 1.5 5.0 6 11 6 1 4 2 6 9 14 11 18 1500 1.0 4.0 5 9 5 0 4 1 5 8 11 9 15 1750 1.0 3.5 4 7.5 4 0 3 1 710 8 12 2000 0.5 3.0 3.5 6.5 3.5 0 3 1 EE 6 8 7 11 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated MINIMUM NOMINAL value Adjusted 3 V PANEL THICKNESS Nail or Staple size for OF @ Ga .2m (inch) based on 16" oc a 6 310 15/32" 10d @ 6"oc 310 310 22 4 460 15/32" 10d @ 4"oc 460 460 30 3 600 15/32" 10d @ 3"oc 600 600 37 2 770 15/32" 10d @ 2"oc 770 770 52 920 15/32" BOTH SIDES 10d @ 4"oc 920 920 60 1200 15/32" BOTH SIDES 10d @ 3"oc 1200 1200 74 1540 15/32" BOTH SIDES 10d @ 2"oc 1540 1540 104 1540 15/32" BOTH SIDES 10d @ 2"oc 1540 1540 104 1740 19/32" BOTH SIDES 10d @ 2"oc 1740 1740 96 2300 Custom Custom 2300 2300 0 2400 Custom Custom 2400 2400 0 2500 Custom Custom 2500 2500 0 WSW 1620 Simpson Strong Wall WSW18x8 1620 1620 ### PF 600 APA Portal Frame See Detail PF 600 600 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... 210901_SSSlate ral_210615_API_s2105014_EAST 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 SPF/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] 210901_SSSlate ral_210615_API_s2105014_EAST ST Rigid Diaphragm Distribution Story x 1 Geometry - 1 x - width y - length ft ft 57.5 26.5 Wind - 1 V_trans V_lon lb lb 1104 2880 Seismic - 1 V_trans V_lon lb lb 7711 7711 5% +/- Center of Mass CMx CMy ft ft 28.75 13.25 Center of Rigidity CRx Cry ft ft 31.89 18.62 True Eccentricity Ecc_x Ecc_y ft ft 3.14 5.37 2.875 1.325 Ax Transl 1.00 Long 1 1.00 J 3 N Force, E Elastic Seismic Deflection Rx, Rigidity Ry, Rigidity X Y XRy YRx 6 1 1710.35 0.01 122368.829 21.5 2630929.83 7 1 3333.73 0.14 24566.6735 15.9 390610.11 8 1 2666.98 0.15 17686.9877 2.5 44217.47 0 1 0.00 0.00 0 0.00 0 1 0.00 0.00 0 0.00 0 1 0.00 0.00 0 0.00 0 1 0.00 0.00 0 0.00 G 1 2223.01 0.06 36746.2809 2.5 91865.7 H 1 2500.88 0.07 35626.332 29.6 1054539.4 1 1 1806.19 0.04 43821.759 1 38.5 1687137.7 J 1 1180.97 0.03 36899.2068 55.5 2047906.0 0 1 0.00 0.00 0 0.0 0 1 0.00 0.00 0 0.0 0 1 0.00 0.00 0 0.0 164622.49 153093.58 4881448.83 3065757.41 1 0 True Eccentricity CRx Cry CRx Cry Ecc_x Ecc_y ft ft ft ft ft ft 31.89 18.62 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Wind - 1 V_trans V_long lb lb 1104 2880 Seismic - 1 V_trans V_long lb lb 7711 7711 210901_SSSlateral_210615_API_s2105014_EAST SW Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 6 1 1 Trans --- % V W V E W h dr dra df dfa Twx+1 Twx TeX+1 TeX WIND SEISMIC VTx 864 6034 Wood Shrinkage v 20 140 v, amp'd 20 140 Cntrl'g 140 Max Tx 0 749 A (in) 0.008 0.063 1.00 53% 20 140 22.92 8 -390 699 1.00 37% 1 19 132 17.00 1 8 -256 749 0.98 5% 11 78 3.75 8 -1 555 0.98 5% 11 78 3.75 8 1 1 1 1 -1 1 555 L VF vs 47.42 140 140 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 7 1 1 Trans --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 173 1208 Wood Shrinkage v 15 102 v, amp'd 15 102 Cntrl'g 102 Max Tx 0 601 A (in) 0.009 0.052 1.00 100% 15 102 11.83 8 -167 601 L VF VS 11.83 102 102 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift $ 1 1 Trans --- % V W V E W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 154 1073 Wood Shrinkage v 11 77 v, amp'd 11 80 Cntrl'g 80 Max Tx 13 556 A (in) 0.008 0.065 0.85 15% 9 64 2.50 8 13 463 0.92 20% 1 10 71 3.00 8 9 513 0.85 15% 9 64 2.50 8 13 463 0.96 25% 11 77 3.50 8 5 556 0.96 25% 11 77 3.50 8 5 556 L VF vs 15.00 77 80 210901_SSSlateral_210615_API_s2105014_EAST FIR Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 1 1 Long --- % vW VE w h dr dra df dfa Twx+1 Twx TeX+, TeX WIND E-QUAKE VTx 1002 2682 Wood Shrinkage v 77 205 v, amp'd 77 205 Cntrl'g 205 Max Tx 299 1402 A (in) 0.041 0.081 1.00 100% 77 205 13.08 8 299 1402 L VF vs 13.08 205 205 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift H 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 694 1857 Wood Shrinkage v 54 145 v, amp'd 54 145 Cntrl'g 145 Max Tx 124 924 A (in) 0.028 0.056 1.00 100% 54 145 12.83 8 124 924 L VF VS 12.83 145 145 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 Long --- % vW VE w h dr dra df dfa Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 908 2430 Wood Shrinkage v 50 133 v, amp'd 50 133 Cntrl'g 133 Max Tx 0 733 A (in) 0.031 0.062 1.00 100% 50 133 18.25 8 -40 733 L 18.25 VF 133 vs 133 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift J 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 945 2529 Wood Shrinkage v 61 162 v, amp'd 61 162 Cntrl'g 162 Max Tx 161 1054 A (in) 0.045 0.099 1.00 87% 61 162 13.50 8 161 1054 1.00 13% 1 31 84 4.00 8 1 155 1 600 L VF VS 17.50 162 162 j ELL 210901_SSSlateral_210615_API_s2105014_EAST FIR Shear Wall Summary Holdown Summary T Width SW vF Stressed vs Stressed 6 1 47.42 A 6 140 42% 140 45% 7 1 11.83 A 6 282 85% 102 33% 8 1 15.00 A 6 77 23% 80 26% G 1 13.08 A 4 205 62% 205 45% H 1 12.83 A 4 195 59% 145 31% 1 1 18.25 A 6 133 40% 133 43% J 1 17.50 A 6 162 49% 162 52% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125 /o T Uplift W Uplift E Holdown 6 1 0 749 7 1 39 601 8 1 13 556 G 1 299 1402 HTT5KT H 1 274 924 HTT5KT 1 1 0 733 J 1 161 1054 MSTC40 (b) 210901_SSSlateral_210615_API_s2105014_EAST SW Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 5445 @ 26% DNA DNA DNA DNA DNA DNA 5445 @ 17% DNA DNA DNA DNA DNA DNA 3080 @ 34% DNA I DNA I DNA DNA I DNA I DNA 210901_SSSlateral_210615_API_s2105014_EAST SW Shear Wall Deflection & Story Drift Summary Elastic Inelastic Wind Seismic NO SRINK Seismic Allowable J o Width Story Height Drift Check cn Deflection Deflection SHRINK ONLY Deflection Drift [p = 1.01 [Cd = 4] 6 1 47.42 8 0.01 0.06 0.06 0.00 0.23 1.9 12% 7 1 11.83 8 0.01 0.05 0.05 0.00 0.19 1.9 10% 8 1 15.00 8 0.01 0.06 0.06 0.00 0.24 1.9 12% G 1 13.08 8 0.04 0.08 0.07 0.00 0.29 1.9 15% H 1 12.83 8 0.03 0.06 0.05 0.00 0.21 1.9 11 % 1 1 18.25 8 0.03 0.06 0.06 0.00 0.23 1.9 12% J 1 17.50 8 0.05 0.10 0.09 0.00 0.36 1.9 19% 210901_SSSlateral_210615_API_s2105014_EAST SW Rigid Diaphragm Wind Deflection Summary J F Flex F Rigid/ Wind o F Rigid p Rigid cn Seismic F Flex Deflection M 6 1 864 245 3.53 0.00 0.01 7 1 173 477 0.36 0.03 0.01 8 1 154 382 0.40 0.03 0.01 G 1 1002 830 1.21 0.03 0.04 H 1 694 934 0.74 0.04 0.03 1 1 908 675 1.35 0.02 0.03 J 1 945 441 2.14 0.02 0.03 210901_SSSlateral_210615_API_s2105014_EAST SW Rigid Diaphragm Seismic Deflection Summary Elastic J F Flex F Rigid/ Seismic o F Rigid p Rigid Cu cn Seismic F Flex Deflection [p = 1.01 6 1 6034 1710 3.53 0.02 0.05 7 1 1208 3334 0.36 0.15 0.05 8 1 1073 2667 0.40 0.17 0.07 G 1 2682 2223 1.21 0.07 0.08 H 1 1857 2501 0.74 0.08 0.06 1 1 2430 1806 1.35 0.05 0.06 J 1 2529 1181 2.14 0.04 0.08 210901_SSSlateral_210615_API_s2105014_EAST SW Seismic Torsional Irregularity Determination Torsional Torsional T A max/ Irregularity Irregularity Ax, J A average A max cis a A ave Type 1 a Type 1 b Amplification (>1.2) (>1.4) Transverse 0.06 0.07 1.14 No No 1.00 1 Longitudinal 0.07 0.08 1.17 No No 1.00 I HORIZONTAL STRUCTURAL IRREGULARITIES Horizontal Irregularity Type 1 a: TORSIONAL IRREGULARITY Horizontal Irregularity Type 1 b.- EXTREME TORSIONAL IRREGULARITY ------------------------ 11 __ 0 93 o _ ----------I r------------ r � Al Torsional irregularily exists when A, 51.(Ai +A� ) A, and A2 include the effects of acrid enleI torsion MthA;= 11.0. Torsional irregularity is to be considered only when diaphragms are not flexible. • Extreme torsional irregularity exists when A.2 > IL 61 +A2 z A, and A3 include the effects -of accidental torsion with A, =1 A. • Extreme torsional irregularity is to be considered ❑niy when diaphragms are not flexible. 210901_SSSlateral_210615_API_s2105014_EAST SW SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS EAST- CONCRETE 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2105014 Number of Diaphragms Code General Design Criteria 1 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Floor 1 65 40 --- 65 Wall 10 --- --- 10 Wall 100 --- --- 100 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 Site Elevation Topographic Factor Ground Elevation 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 Site Class Provided or Assumed? Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit Period Parameters HF OSB 16" oc II 2016 Directional Procedure 98 mph B D 40 ft Kzt: 1.00 ke: 1.00 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.288 Sl 0.454 TL 6 SDS 0.86 Spl 0.56 D Provided Table 12.2-1: A-15 Transverse Longitudinal 5.0 5.0 0.172 0.172 19685 19685 00 2.5 Cd 4 0.020 hsx 0.02 Ct sec. Ibs 0.75 x 210901_SSSlateral_210615_API_s2105014_EAST CONC DC Seismic Loads No Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Roof 2 Rf Deck 1 Rf Deck 2 Misc 1 Mass (Ibs) area (ft) 1105 1105 80665 unit weight (psf) 65 20 20 40 8 trans - w, 114625 long - wX 114625 Walls height (ft) 12 trans -wall (ft) H unit weight (psf) 10 100 15 4 5 long -wall (ft) Wall 1 Wall Wall 3 Wall 4 Wall 5 Mass (Ibs) 0 unit weight (psf) 10 100 15 4 5 Wall 1 186 Wall 38 Wall 3 Wall 4 Wall 5 Mass (Ibs) 67920 trans - w, long - wX Sum of Effective Seismic Weights (Ibs) 148585 148585 210901_SSSlateral_210615_API_s2105014_EAST CONC EF Mapped Spectral Accelerations XPEMSA Ss 1.288 Fa 1.000 Sps 0.86 S, 0.454 Fv 1.846 Sol 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.137 sec 0.137 sec hn= 13.0 ft TL = 6 sec Ts = 0.65 sec Transverse Longitudinal CS = 0.132 0.132 Ibs EQ 12.8-2 (Maximum) CS = 0.628 0.628 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.038 0.038 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Dia h. Trans Cs Mass V Long Cs Mass V 1 5 0.172 114625 19685 5 0.172 114625 19685 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 19685 Ibs k= 1.00 Longitudinal V = 19685 Ibs Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 1 13 114625 1490125 1.000 114625 1490125 1.000 0 0 33960 0 0.000 33960 0 0.000 1490125 1490125 Diaphragm Transverse 1 1 Ibs sum 19685 Longitudinal 19685 Ibs sum 19685 XPEVDS 210901_SSSlateral_210615_API_s2105014_EAST CONC EF 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 1.30 Transverse Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 0 17913 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 VF Max Tx VS w 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 Maximum uplift force of the SW's, Ibs 12.3.4.2 (Vxh 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 210901_SSSlateral_210615_API_s2105014_EAST CONC DL SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS WEST - RIGID DIAPHRAGM 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Analysis of Rigid Diaphragm File: RIGID CONC DIAPHRAGM.ec6 Torsional Anal Y 9� Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: WEST CONC DIAPHRAGM General Information IBC 2018, CBC 2019, ASCE 7-16 Applied Lateral Force 88.50 k Center of Shear Application : .....Additional Orthogonal Force k Distance from "X" datum point 32.750 ft Distance from "Y" datum point 21.50 ft Maximum Load Used for Analysis: 88.50 k Accidental Torsion values per ASCE 7-0512.8.4.2 Note: This load is the vector resolved from the above Ecc. as /o of Maximum Dimension 0 5.00 /o two entries and will be applied to the system of elements at angular increments. Maximum Dimensions: Along "X" Axis 65.50 ft Load Orientation Angular Increment 45.0 deg Along "Y" Axis 43.0 ft Load Location Angular Increment 45.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum 41.678 ft "Y" dist. from Datum 26.260 ft Accidental Eccentricity +/- from "X" Coord. of Load Application : 3.275 ft Accidental Eccentricity +/- from "Y" Coord. of Load Application : 2.150 ft Wall Information Label : L1 X Wall C.G. Location 20.6 ft Length 10.75 ft Y Wall C.G. Location 32.6 ft Height 8 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 8 in Along Wall "y" Dir 4.8514E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 5.3860E+003 in E - Shear 0.4 Mpsi Label: L2 X Wall C.G. Location 32.4 ft Length 14.33 ft Y Wall C.G. Location 7.67 ft Height 8 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 8 in Along Wall "y" Dir 2.9635E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 4.0404E+003 in E - Shear 0.4 Mpsi Label: L3 X Wall C.G. Location 64.67 ft Length 14 ft Y Wall C.G. Location 7.5 ft Height 8 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 8 in Along Wall "y" Dir 3.0758E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 4.1357E+003 in E - Shear 0.4 Mpsi Label: T1 X Wall C.G. Location 18.67 ft Length 11.33 ft Y Wall C.G. Location 14.5 ft Height 8 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 8 in Along Wall "y" Dir 4.4080E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 5.1103E+003 in E - Shear 0.4 Mpsi Label : T2 X Wall C.G. Location 30 ft Length 5.417 ft Y Wall C.G. Location 14.5 ft Height 8 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 8 in Along Wall "y" Dir 2.1643E-003 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 1.0688E+004 in E - Shear 0.4 Mpsi Label: T3 X Wall C.G. Location 56.5 ft Length 17 ft Y Wall C.G. Location 33.6 ft Height 8 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 8 in Along Wall "y" Dir 2.2858E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 3.4058E+003 in E - Shear 0.4 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Resisting Element Load Angle Max Shear along Member Local "y-y" Axis X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle Max Shear along Member Local "x-x" Axis X-Ecc (ft) Y-Ecc (ft) Shear Force (k) L1 90 6.61 -3.24 ' 28.185 0 12.20 -4.76 0.000 L2 09 90 6.61 -3.24 39.555 Im 12.20 -4.76 0.000 L3 90 12.20 -4.76 55.938 0 12.20 -4.76 0.000 T1 0 8.93 -6.91 32.867 90 12.20 -4.76 0.000 T2 0 8.93 -6.91 6.694 90 12.20 -4.76 0.000 T3 0 12.20 -4.76 54.490 90 12.20 -4.76 0.000 Project Title: Engineer: Project ID: Project Descr: Analysis of Rigid Diaphragm File: RIGID CONC DIAPHRAGM.ec6 All Torsional Anal Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 KW-06006655 SOUNDSTRUCTURAL SOLUTIONS DESCRIPTION: WEST CONC DIAPHRAGM of Resistina Elements Project Title: Engineer: Project ID: Project Descr: Analysis of Rigid Diaphragm File: RIGID CONC DIAPHRAGM.ec6 All Torsional Anal Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: WEST CONC DIAPHRAGM Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS EAST - RIGID DIAPHRAGM 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Analysis of Rigid Diaphragm File: RIGID CONC DIAPHRAGM.ec6 Torsional Anal Y 9� Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: EAST CONC DIAPHRAGM General Information IBC 2018, CBC 2019, ASCE 7-16 Applied Lateral Force 39.90 k Center of Shear Application : .....Additional Orthogonal Force k Distance from "X" datum point 26.50 ft Distance from "Y" datum point 11.50 ft Maximum Load Used for Analysis: 39.90 k Accidental Torsion values per ASCE 7-0512.8.4.2 Note: This load is the vector resolved from the above Ecc. as /o of Maximum Dimension 0 5.00 /o two entries and will be applied to the system of elements at angular increments. Maximum Dimensions: Along "X" Axis 53.0 ft Load Orientation Angular Increment 45.0 deg Along "Y" Axis 23.0 ft Load Location Angular Increment 45.0 deg Center of Rigidity Location (calculated) ... "X" dist. from Datum 15.686 ft "Y" dist. from Datum 22.250 ft Accidental Eccentricity +/- from "X" Coord. of Load Application : 2.650 ft Accidental Eccentricity +/- from "Y" Coord. of Load Application : 1.150 ft Wall Information Label : L4 X Wall C.G. Location 0.5 ft Length 11.67 ft Y Wall C.G. Location 6.33 ft Height 13 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 8 in Along Wall "y" Dir 1.1089E-003 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.1221E+004 in E - Shear 0.4 Mpsi Label: L5 X Wall C.G. Location 35.25 ft Length 10.167 ft Y Wall C.G. Location 17.5 ft Height 13 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 8 in Along Wall "y" Dir 1.5247E-003 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 2.4358E+004 in E - Shear 0.4 Mpsi Label: L6 X Wall C.G. Location 52.25 ft Length 3 ft Y Wall C.G. Location 13.5 ft Height 13 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 90 deg Thickness 8 in Along Wall "y" Dir 4.2310E-002 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 8.2549E+004 in E - Shear 0.4 Mpsi Label : T4 X Wall C.G. Location 29 ft Length 13 ft Y Wall C.G. Location 22.25 ft Height 13 ft Wall Deflections (Stiffness) for 1.0 kip load : Wall Angle CCW 0 deg Thickness 8 in Along Wall "y" Dir 8.7500E-004 in Wall Fixity Fix -Pin E - Bending 1 Mpsi Along Wall 'Y' Dir 1.9050E+004 in E - Shear 0.4 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) L4 90 -13.46 -10.75 37.751 ' 0 -8.16 -10.75 0.000 L5 45 -8.94 ' -11.56 26.831 0 -8.16 -10.75 0.000 L6 45 -8.94 -11.56 1.441 0 -8.16 -10.75 0.000 T4 0 -8.16 -10.75 39.900 90 -8.16 -10.75 0.000 Project Title: Engineer: Project ID: Project Descr: Analysis of Rigid Diaphragm File: RIGID CONC DIAPHRAGM.ec6 All Torsional Anal Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 KW-06006655 SOUNDSTRUCTURAL SOLUTIONS DESCRIPTION: EAST CONC DIAPHRAGM of Resistina Elements Project Title: Engineer: Project ID: Project Descr: Analysis of Rigid Diaphragm File: RIGID CONC DIAPHRAGM.ec6 All Torsional Anal Y 9Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: EAST CONC DIAPHRAGM Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 lb load. Each resisting element may be entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections define the stiffness of each resisting element. Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element can be entered with respect to a traditional "+X" axis line. A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element. SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS SPECIAL CONCRETE SHEAR WALLS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS b aa_j E N G I N E E R 5 Special Concrete Shea rwa I I per ACI 318-14 SHEAR WALL L3 0 T1 Relevant Chapters: 11 - Walls 18 - Earthquake -Resistant Structures 22 - Sectional Strength ASCE 7-10 System Parameters: R:= 5 S?:= 2.5 Cd := 5 T3 Rebar Information: A#3 := 0.11 in d03 := 0.375 in A#4 := 0.20 in d#4 := 0.5 in A#5:=0.31 in d05:=0.625 in A#6 := 0.44 in d#6:= 0.75 in A#7 := 0.60 in d#7 := 0.875 in A#8:=0.79 in d08:=1.0 in A#9:=1.0 in dog:=1.128 in 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 1 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Demand Loads: E := 56.9 kip *lateral shear force due to seismic V.:=E=56.9 kip Wall Geometry & Properties: bw := 8 in iw :=168 in h.:=8 ft h ar:= w =0.57 ar>2.0=0 lz„ A,„ := b,, • 1,, = 1344 in Concrete Properties: f'C := 3500 lb A :=1.0 Oi := 0.85 in E, := 57000 • A • f'� • lb = 3372165 lb in in Steel Properties: ft•- 60000 lb y 2n 2 .f60000 lb yt�= in 2 ES := 29000000 lb an 2 *thickness of shearwall *length of shearwall *overall height of shearwall *aspect ratio, must be less than 2.0 *net shearing area *concrete compressive strength *modulus of elasticity of concrete *transverse steel yield strength *longitudinal steel yield strength *modulus of elasticity of steel 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 2 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Strength: Required Number of Curtains: V„=56.9 kip Vl._ 2 .Acv • A• lb kip =159 ki f . in2 1000 lb p ar = 0.57 n:=1 Strength Check: 0 := 0.6 OVC := 0 • Vc = 95.415 kip V.<0VC=1 Minimum Reinforcina: V, = 56.9 kip V,<0.5 O•Vc=O Transverse: pt := 0.002 Vu < Vc =1 or ar<2.0=1 *if 0, then (2) layers required *for shear dominated wall V. =0.60 *concrete only oV, *therefore minimum steel required Longitudinal, Since only min steel req'd, less of the following: Pl min 0.0025 pl 1:= 0. 00 12 h Pl_2 := 0.0025 + 0.5. 2.5 — l u' • (Pt — 0.0025) = 0.002 w pl := min (pl_min � P11 i P12) = 0. 00 12 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 3 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Saacina of Transverse Steel: l sl := 5 = 33.6 in s2:=3•b,,=24 in s3 :=18 in *only applies if transverse steel is required St_min := min (S2 , S3) =18 in n=1 pt = 0.002 At_regd := pt • bw • 12 in = 0.19 in n•A#5.1 ft sregd :_=19.375 in At_regd *ACI 318-14 11.7.3.2 *required transverse steel per foot st:=16 in *lesser of sregd and s_min Pt,:= A#5 • n = 0.0024 pt,> Pt =1 Pt = 0.83 bw • st Pt' Spacing of Longitudinal Steel: l sl:= w =56 in *applies if transverse steel is required 3 S2:=3•b,,=24 in s3 :=18 in Sl_,nin := min (S2 , S3) =18 in *ACI 318-14 11.7.3.2 n=1 pl = 0.0012 Al_regd := A • bw • 12 in = 0.12 in n•A#5.1 ft sregd :_ = 32.292 in Al_regd s1:=16 in *lesser of sregd and s_min pr := A #5 • n = 0.0024 pl, > pt =1 A = 0.50 b,w • st A, OK OK 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 4 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Shear Reinforcing: Added Shear Reinforcement: if: Vu>0V' =0 Vu=56.9 kip V. > OV, = 0 OV, = 95.415 kip A,:=0 in *area of added transverse shear steel s:=8 in *spacing of added transverse shear steel V A„•fyt•l, 1 kip _0 ki s s (1000 lb) p Total Shear Strength: V,=159.024 kip VS=0 kip Vn := Vc + Vs=159.024 kip 0 := 0.6 OVa:=0-Vn=95.415 kip ar=0.57 when r <= 1.5, a = 3.0 when r >= 2.0, a = 2.0 cxc:-3 Wn_max :=O'Acv' ac'A' frc• in +pt, fyt 1 kip _240 kip 1000 lb OV n < OV n max =1 VU Vu < Wn =1 oV = 0. 60 OK n 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 5 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Flexure: M.a:=Va•h,,=455.2 kip •ft 0 := 0.9 f'c = 3500 lb f yl = 60000 lb in in nbars 4 As:=nbars•A#5=1.24 in *4 #5 bars 0m.=0•As• fy• d— a2 a:— As-fyl =3.13 in c:= a =3.678 in 0.85•f'c.bw %31 d:=lw—(2 in+0.5•d#5+3 in) =162.7 in *distance to centroid of flexure steel Mn•—As.fyl. d— a kip =999 kip•ft 2 1000 lb 0Ma:=0•M,a=899 kip•ft 0m.>Mn=1 Mu =0.51 OMn 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 6 of 6 SOUND STRUCTURAL SOLUTIONS b aa_j E N G I N E E R 5 Special Concrete Shea rwa I I per ACI 318-14 SHEAR WALL T2 L1 0 T1 T2 L2 Relevant Chapters: 11 - Walls 18 - Earthquake -Resistant Structures 22 - Sectional Strength ASCE 7-10 System Parameters: R:= 5 S?:= 2.5 Cd := 5 T3 L3 Rebar Information: A#3 := 0.11 in d03 := 0.375 in A#4 := 0.20 in d#4 := 0.5 in A#5:=0.31 in d05:=0.625 in A#6 := 0.44 in d#6:= 0.75 in A#7 := 0.60 in d#7 := 0.875 in A#8:=0.79 in d08:=1.0 in A#9:=1.0 in dog:=1.128 in 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 1 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Demand Loads: E:=6.81 kip *lateral shear force due to seismic Vu:=E=6.81 kip Wall Geometry & Properties: bw := 8 in lw := 65 in h.:=8 ft h ar:= w =1.48 ar>2.0=0 lz„ A,„ := b,, • 1,, = 520 in Concrete Properties: f'C := 3500 lb A :=1.0 Oi := 0.85 in E, := 57000 • A • f'� • lb = 3372165 lb in in Steel Properties: ft•- 60000 lb y 2n 2 .f60000 lb yt�= in 2 ES := 29000000 lb an 2 *thickness of shearwall *length of shearwall *overall height of shearwall *aspect ratio, must be less than 2.0 *net shearing area *concrete compressive strength *modulus of elasticity of concrete *transverse steel yield strength *longitudinal steel yield strength *modulus of elasticity of steel 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 2 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Strength: Required Number of Curtains: V,=6.81 kip Vl._2.Acv•A• lb kip =61.5 ki f . in2 1000 lb p ar =1.48 n:=1 Strength Check: 0 := 0.6 OVC:= 0 - Vc = 36.916 kip V.<0VC=1 Minimum Reinforcina: V,=6.81 kip V,<0.5 O•Vc=1 Transverse: pt := 0.002 Vu < Vc =1 or ar<2.0=1 *if 0, then (2) layers required *for shear dominated wall V. =0.18 *concrete only oV, *therefore minimum steel required Longitudinal, Since only min steel req'd, less of the following: Pl min 0.0012 pl 1:= 0.002 h Pl_2 := 0.0025 + 0.5. 2.5 — l u' • (Pt — 0.0025) = 0.0022 w pl := min (pl_min � Pt_i i P12) = 0. 00 12 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 3 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Saacina of Transverse Steel: lw s1:= =13 in 5 s2:=3•b,,,=24 in s3 :=18 in *only applies if transverse steel is required St_min := min (S2 , S3) =18 in n=1 pt = 0.002 At_regd := pt • bw • 12 in = 0.19 in n•A#4.1 ft sregd :_ =12.5 in At_regd *ACI 318-14 11.7.3.2 *required transverse steel per foot st:=16 in *lesser of sregd and s_min Pt,:= A#5 • n = 0.0024 pt,> Pt =1 Pt = 0.83 bw • st Pt' Spacing of Longitudinal Steel: l sl:= w=21.667 in *applies if transverse steel is required 3 S2:=3•b,,,=24 in s3 :=18 in Sl_,nin := min (S2 , S3) =18 in *ACI 318-14 11.7.3.2 n=1 pl = 0.0012 Al_regd := A • b,,, • 12 in = 0.12 in n•A#5.1 ft sregd :_ = 32.292 in Al_regd s1:=16 in *lesser of sregd and s_min pr := A #5 • n = 0.0024 pl, > pt =1 A = 0.50 b„w • st A, OK OK 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 4 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Shear Reinforcing: Added Shear Reinforcement: if: Vu>0V' =0 Vu=6.81 kip V. > OV, = 0 OV, = 36.916 kip A,:=O in *area of added transverse shear steel s:=8 in *spacing of added transverse shear steel V A„•fyt•l, 1 kip _0 ki s s (1000 lb) p Total Shear Strength: V,=61.527 kip VS=O kip V.:=Vc+Vs=61.527 kip 0 := 0.6 OVa:=0-Vn=36.916 kip ar=1.48 when r <= 1.5, a = 3.0 when r >= 2.0, a = 2.0 cxc:-3 Wn_max:=O'Acv' ac'A' frc• in +Pt, fyt 1 kip _93 kip 1000 lb OV n < OV n max =1 VU Vu<Wn=1 oV =0.18 OK n 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 5 of 6 SOUND STRUCTURAL SOLUTIONS b aa-i E N G I N E E R 5 Flexure: M.a:=V,a•h,,=54.5 kip• ft 0 := 0.9 f'c = 3500 lb f yl = 60000 lb in in nbars 4 As:=nbars•A#5=1.24 in *4 #5 bars 0m.=0•As• fy• d— a2 a:— As-fyl =3.13 in c:= a =3.678 in 0.85•f'c.bw %31 d:=lw—(2 in+0.5•d#5+3 in) =59.7 in *distance to centroid of flexure steel Mn•—As.fyl. d— a kip =360 kip•ft 2 1000 lb 0Ma:=0•M,a=324 kip •ft 0m.>Mn=1 Mu =0.17 OMn 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com Page 6 of 6 Boundary Element Check T4 SHEAR WALL Conc Unit Wt Mu Demand Thickness Width Height Top Bars BTM bars Clear Cover Beta 1 f c Ec Es n 150 pcf k ft in in ft in psi psi psi 519 8 169 13 #5 #5 2 0.85 3500 3372165 29000000 8.6 x to N.A. in Goal Seek 0.00 = 0 Dead Live Snow 800 0 1900 Ib Number of bars Area of Steel 2 0.62 2 0.62 Elastic Modulus of Concrete Elastic Modulus of Steel Modular Ratio Depth to neutral axis Use goal seak to set to 0 a 11.4 in depth of compression stress block Area 91.0 inA2 Area of compression stress block d 161.0 in Moment arm F 38.7 kip Force magnitude from flexure Stress 425 psi Max flexural compression stess Conc wt 18308 Ib Weight of concrete shear wall Total Dead 26752 Ib Total Dead load Stress 27.7 psi Stress due to Dead Load Total Stress 453 psi Combined total stress demand 0.2*f'c Allow 700 psi Stress limit for no boundary element 0.15*f'c Allow 525 psi Stress limit for no boundary element 0.2*f'c Unity 65% OK:) Triggers need for Boundary Element 0.15*f'c Unity 86% OK:) Provide BE to a point at 0.15f'c Boundary Element Check L6 SHEAR WALL Conc Unit Wt Mu Demand Thickness Width Height Top Bars BTM bars Clear Cover Beta 1 f c Ec Es n 150 pcf k ft in in ft in psi psi psi 19.2 8 36 13 #5 #5 2 0.85 3500 3372165 29000000 8.6 x to N.A. in Goal Seek-126.64 = 0 Dead Live Snow 3400 1400 1 Ib Number of bars Area of Steel 4 1.24 4 1.24 Elastic Modulus of Concrete Elastic Modulus of Steel Modular Ratio Depth to neutral axis Use goal seak to set to 0 a 4.8 in depth of compression stress block Area 38.3 inA2 Area of compression stress block d 31.3 in Moment arm F 7.4 kip Force magnitude from flexure Stress 192 psi Max flexural compression stess Conc wt 3900 Ib Weight of concrete shear wall Total Dead 10220 Ib Total Dead load Stress 49.7 psi Stress due to Dead Load Total Stress 242 psi Combined total stress demand 0.2*f'c Allow 700 psi Stress limit for no boundary element 0.15*f'c Allow 525 psi Stress limit for no boundary element 0.2*f'c Unity 35% OK:) Triggers need for Boundary Element 0.15*f'c Unity 46% OK:) Provide BE to a point at 0.15f'c Boundary Element Check L5 SHEAR WALL Conc Unit Wt Mu Demand Thickness Width Height Top Bars BTM bars Clear Cover Beta 1 f c Ec Es n 150 pcf k ft in in ft in psi psi psi 348 8 122 13 #5 #5 2 0.85 3500 3372165 29000000 8.6 x to N.A. in Goal Seek 0.00 = 0 Dead Live Snow 3400 1400 1 Ib Number of bars Area of Steel 4 1.24 4 1.24 Elastic Modulus of Concrete Elastic Modulus of Steel Modular Ratio Depth to neutral axis Use goal seak to set to 0 a 12.8 in depth of compression stress block Area 102.5 inA2 Area of compression stress block d 113.3 in Moment arm F 36.9 kip Force magnitude from flexure Stress 360 psi Max flexural compression stess Conc wt 13217 Ib Weight of concrete shear wall Total Dead 23263 Ib Total Dead load Stress 33.4 psi Stress due to Dead Load Total Stress 393 psi Combined total stress demand 0.2*f'c Allow 700 psi Stress limit for no boundary element 0.15*f'c Allow 525 psi Stress limit for no boundary element 0.2*f'c Unity 56% OK:) Triggers need for Boundary Element 0.15*f'c Unity 75% OK:) Provide BE to a point at 0.15f'c Boundary Element Check L4 SHEAR WALL Conc Unit Wt Mu Demand Thickness Width Height Top Bars BTM bars Clear Cover Beta 1 f c Ec Es n 150 pcf k ft in in ft in psi psi psi 491 8 140 13 #5 #5 2 0.85 3500 3372165 29000000 8.6 x to N.A. in Goal Seek 0.00 = 0 Dead Live Snow 6700 2100 13300 Ib Number of bars Area of Steel 4 1.24 4 1.24 Elastic Modulus of Concrete Elastic Modulus of Steel Modular Ratio Depth to neutral axis Use goal seak to set to 0 a 13.9 in depth of compression stress block Area 110.8 inA2 Area of compression stress block d 130.8 in Moment arm F 45.1 kip Force magnitude from flexure Stress 407 psi Max flexural compression stess Conc wt 15167 Ib Weight of concrete shear wall Total Dead 30613 Ib Total Dead load Stress 38.3 psi Stress due to Dead Load Total Stress 445 psi Combined total stress demand 0.2*f'c Allow 700 psi Stress limit for no boundary element 0.15*f'c Allow 525 psi Stress limit for no boundary element 0.2*f'c Unity 64% OK:) Triggers need for Boundary Element 0.15*f'c Unity 85% OK:) Provide BE to a point at 0.15f'c Boundary Element Check L3 SHEAR WALL Conc Unit Wt Mu Demand Thickness Width Height Top Bars BTM bars Clear Cover Beta 1 f c Ec Es n 150 pcf k ft in in ft in psi psi psi 503 8 168 9 #5 #5 2 0.85 3500 3372165 29000000 8.6 x to N.A. in Goal Seek 0.00 = 0 Dead Live Snow 5000 1200 12700 Ib Number of bars Area of Steel 4 1.24 4 1.24 Elastic Modulus of Concrete Elastic Modulus of Steel Modular Ratio Depth to neutral axis Use goal seak to set to 0 a 15.4 in depth of compression stress block Area 122.9 inA2 Area of compression stress block d 158.0 in Moment arm F 38.2 kip Force magnitude from flexure Stress 311 psi Max flexural compression stess Conc wt 12600 Ib Weight of concrete shear wall Total Dead 24640 Ib Total Dead load Stress 25.7 psi Stress due to Dead Load Total Stress 337 psi Combined total stress demand 0.2*f'c Allow 700 psi Stress limit for no boundary element 0.15*f'c Allow 525 psi Stress limit for no boundary element 0.2*f'c Unity 48% OK:) Triggers need for Boundary Element 0.15*f'c Unity 64% OK:) Provide BE to a point at 0.15f'c Boundary Element Check L2 SHEAR WALL Conc Unit Wt Mu Demand Thickness Width Height Top Bars BTM bars Clear Cover Beta 1 f c Ec Es n 150 pcf k ft in in ft in psi psi psi 356.4 8 172 9 #5 #5 2 0.85 3500 3372165 29000000 8.6 x to N.A. in Goal Seek 0.00 = 0 Dead Live Snow 11100 3700 1 Ib Number of bars Area of Steel 4 1.24 4 1.24 Elastic Modulus of Concrete Elastic Modulus of Steel Modular Ratio Depth to neutral axis Use goal seak to set to 0 a 15.6 in depth of compression stress block Area 124.5 inA2 Area of compression stress block d 161.9 in Moment arm F 26.4 kip Force magnitude from flexure Stress 212 psi Max flexural compression stess Conc wt 12900 Ib Weight of concrete shear wall Total Dead 33600 Ib Total Dead load Stress 34.2 psi Stress due to Dead Load Total Stress 246 psi Combined total stress demand 0.2*f'c Allow 700 psi Stress limit for no boundary element 0.15*f'c Allow 525 psi Stress limit for no boundary element 0.2*f'c Unity 35% OK:) Triggers need for Boundary Element 0.15*f'c Unity 47% OK:) Provide BE to a point at 0.15f'c W71 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS BEAMS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-1 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.144) S(0.2) D(0.144)S(0.2) W 14x74 Span = 10.670 ft W 14x74 Span = 22.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.076: 1 Maximum Shear Stress Ratio = 0.044 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 23.794 k-ft Va : Applied 5.680 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.670ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 12,703>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.042 in Ratio = 6078 >=180 Max Upward Total Deflection -0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.039 0.023 -12.41 12.41 525.00 314.37 1.00 1.00 2.96 191.70 127.80 Dsgn. L = 22.00 ft 2 0.039 0.023 7.71 -12.41 12.41 525.00 314.37 1.00 1.00 2.96 191.70 127.80 +D+S Dsgn. L = 10.67 ft 1 0.076 0.044 -23.79 23.79 525.00 314.37 1.00 1.00 5.68 191.70 127.80 Dsgn. L = 22.00 ft 2 0.076 0.044 14.79 -23.79 23.79 525.00 314.37 1.00 1.00 5.68 191.70 127.80 +D+0.750S Dsgn. L = 10.67 ft 1 0.067 0.039 -20.95 20.95 525.00 314.37 1.00 1.00 5.00 191.70 127.80 Dsgn. L = 22.00 ft 2 0.067 0.039 13.02 -20.95 20.95 525.00 314.37 1.00 1.00 5.00 191.70 127.80 +0.60D Dsgn. L = 10.67 ft 1 0.024 0.014 -7.45 7.45 525.00 314.37 1.00 1.00 1.78 191.70 127.80 Dsgn. L = 22.00 ft 2 0.024 0.014 4.63 -7.45 7.45 525.00 314.37 1.00 1.00 1.78 191.70 127.80 +1.140D Dsgn. L = 10.67 ft 1 0.045 0.026 -14.15 14.15 525.00 314.37 1.00 1.00 3.38 191.70 127.80 Dsgn. L = 22.00 ft 2 0.045 0.026 8.79 -14.15 14.15 525.00 314.37 1.00 1.00 3.38 191.70 127.80 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.071 0.042 -22.25 22.25 525.00 314.37 1.00 1.00 5.31 191.70 127.80 Dsgn. L = 22.00 ft 2 0.071 0.042 13.83 -22.25 22.25 525.00 314.37 1.00 1.00 5.31 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-1 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.018 0.011 -5.71 5.71 525.00 314.37 1.00 1.00 1.36 191.70 127.80 Dsgn. L = 22.00 ft 2 0.018 0.011 3.55 -5.71 5.71 525.00 314.37 1.00 1.00 1.36 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0421 0.000 +D+S -0.0002 10.201 +D+S 2 0.0429 12.584 0.0000 10.201 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.140 3.516 Overall MINimum 3.173 1.100 D Only 5.288 1.834 +D+S 10.140 3.516 +D+0.750S 8.927 3.096 +0.60D 3.173 1.100 S Only 4.851 1.683 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-1 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.144) D(0.144) S(0.2) W 14x74 /� Span = 10.670 ft W 14x74 Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.062 : 1 Maximum Shear Stress Ratio = 0.040 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 19.465 k-ft Va : Applied 5.162 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 12.320ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio = 5,737>=360 Max Upward Transient Deflection -0.071 in Ratio = 3,608 >=360 Max Downward Total Deflection 0.068 in Ratio = 3883 >=180 Max Upward Total Deflection -0.049 in Ratio = 5227 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.039 0.023 -12.41 12.41 525.00 314.37 1.00 1.00 2.96 191.70 127.80 Dsgn. L = 22.00 ft 2 0.039 0.023 7.71 -12.41 12.41 525.00 314.37 1.00 1.00 2.96 191.70 127.80 +D+S Dsgn. L = 10.67 ft 1 0.039 0.040 -12.41 12.41 525.00 314.37 1.00 1.00 5.16 191.70 127.80 Dsgn. L = 22.00 ft 2 0.062 0.040 19.46 -12.41 19.46 525.00 314.37 1.00 1.00 5.16 191.70 127.80 +D+0.750S Dsgn. L = 10.67 ft 1 0.039 0.036 -12.41 12.41 525.00 314.37 1.00 1.00 4.61 191.70 127.80 Dsgn. L = 22.00 ft 2 0.052 0.036 16.49 -12.41 16.49 525.00 314.37 1.00 1.00 4.61 191.70 127.80 +0.60D Dsgn. L = 10.67 ft 1 0.024 0.014 -7.45 7.45 525.00 314.37 1.00 1.00 1.78 191.70 127.80 Dsgn. L = 22.00 ft 2 0.024 0.014 4.63 -7.45 7.45 525.00 314.37 1.00 1.00 1.78 191.70 127.80 +1.140D Dsgn. L = 10.67 ft 1 0.045 0.026 -14.15 14.15 525.00 314.37 1.00 1.00 3.38 191.70 127.80 Dsgn. L = 22.00 ft 2 0.045 0.026 8.79 -14.15 14.15 525.00 314.37 1.00 1.00 3.38 191.70 127.80 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.044 0.039 -13.71 13.71 525.00 314.37 1.00 1.00 4.92 191.70 127.80 Dsgn. L = 22.00 ft 2 0.055 0.039 17.29 -13.71 17.29 525.00 314.37 1.00 1.00 4.92 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-1 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.018 0.011 -5.71 5.71 525.00 314.37 1.00 1.00 1.36 191.70 127.80 Dsgn. L = 22.00 ft 2 0.018 0.011 3.55 -5.71 5.71 525.00 314.37 1.00 1.00 1.36 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 S Only -0.0710 0.000 +D+S 2 0.0680 11.616 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 7.488 4.034 Overall MINimum 2.200 1.100 D Only 5.288 1.834 +D+S 7.488 4.034 +D+0.750S 6.938 3.484 +0.60D 3.173 1.100 S Only 2.200 2.200 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-1 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 14x74 Span = 10.670 ft W 14x74 Span = 22.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.076: 1 Maximum Shear Stress Ratio = 0.035 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 23.794 k-ft Va : Applied 4.460 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.670ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.091 in Ratio = 2,810>=360 Max Upward Transient Deflection -0.027 in Ratio = 9,861 >=360 Max Downward Total Deflection 0.122 in Ratio = 2106 >=180 Max Upward Total Deflection -0.016 in Ratio = 16604 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.039 0.021 -12.41 12.41 525.00 314.37 1.00 1.00 2.70 191.70 127.80 Dsgn. L = 22.00 ft 2 0.039 0.021 6.35 -12.41 12.41 525.00 314.37 1.00 1.00 2.70 191.70 127.80 +D+S Dsgn. L = 10.67 ft 1 0.076 0.035 -23.79 23.79 525.00 314.37 1.00 1.00 4.46 191.70 127.80 Dsgn. L = 22.00 ft 2 0.076 0.025 2.85 -23.79 23.79 525.00 314.37 1.00 1.00 3.22 191.70 127.80 +D+0.750S Dsgn. L = 10.67 ft 1 0.067 0.031 -20.95 20.95 525.00 314.37 1.00 1.00 3.93 191.70 127.80 Dsgn. L = 22.00 ft 2 0.067 0.024 3.60 -20.95 20.95 525.00 314.37 1.00 1.00 3.09 191.70 127.80 +0.60D Dsgn. L = 10.67 ft 1 0.024 0.013 -7.45 7.45 525.00 314.37 1.00 1.00 1.62 191.70 127.80 Dsgn. L = 22.00 ft 2 0.024 0.013 3.81 -7.45 7.45 525.00 314.37 1.00 1.00 1.62 191.70 127.80 +1.140D Dsgn. L = 10.67 ft 1 0.045 0.024 -14.15 14.15 525.00 314.37 1.00 1.00 3.08 191.70 127.80 Dsgn. L = 22.00 ft 2 0.045 0.024 7.24 -14.15 14.15 525.00 314.37 1.00 1.00 3.08 191.70 127.80 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.071 0.033 -22.25 22.25 525.00 314.37 1.00 1.00 4.17 191.70 127.80 Dsgn. L = 22.00 ft 2 0.071 0.026 4.23 -22.25 22.25 525.00 314.37 1.00 1.00 3.37 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-1 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.018 0.010 -5.71 5.71 525.00 314.37 1.00 1.00 1.24 191.70 127.80 Dsgn. L = 22.00 ft 2 0.018 0.010 2.92 -5.71 5.71 525.00 314.37 1.00 1.00 1.24 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1216 0.000 0.0000 0.000 2 0.0000 0.000 S Only -0.0268 9.328 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.676 1.570 Overall MINimum 2.651 -0.517 D Only 5.024 1.570 +D+S 7.676 1.052 +D+0.750S 7.013 1.182 +0.60D 3.014 0.942 S Only 2.651 -0.517 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-2 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.243) S(0.3375) D(0.243) S(0.3375) W 14x68 Span = 10.670 ft W 14x68 Span = 22.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.129 : 1 Maximum Shear Stress Ratio = 0.076 : 1 Section used for this span W14x68 Section used for this span W14x68 Ma : Applied 36.916 k-ft Va : Applied 8.811 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.670ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 6,836>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.072 in Ratio = 3558 >=180 Max Upward Total Deflection -0.000 in Ratio = 343184 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.062 0.036 -17.70 17.70 479.17 286.93 1.00 1.00 4.23 174.30 116.20 Dsgn. L = 22.00 ft 2 0.062 0.036 11.00 -17.70 17.70 479.17 286.93 1.00 1.00 4.23 174.30 116.20 +D+S Dsgn. L = 10.67 ft 1 0.129 0.076 -36.92 36.92 479.17 286.93 1.00 1.00 8.81 174.30 116.20 Dsgn. L = 22.00 ft 2 0.129 0.076 22.95 -36.92 36.92 479.17 286.93 1.00 1.00 8.81 174.30 116.20 +D+0.750S Dsgn. L = 10.67 ft 1 0.112 0.066 -32.11 32.11 479.17 286.93 1.00 1.00 7.67 174.30 116.20 Dsgn. L = 22.00 ft 2 0.112 0.066 19.96 -32.11 32.11 479.17 286.93 1.00 1.00 7.67 174.30 116.20 +0.60D Dsgn. L = 10.67 ft 1 0.037 0.022 -10.62 10.62 479.17 286.93 1.00 1.00 2.54 174.30 116.20 Dsgn. L = 22.00 ft 2 0.037 0.022 6.60 -10.62 10.62 479.17 286.93 1.00 1.00 2.54 174.30 116.20 +1.140D Dsgn. L = 10.67 ft 1 0.070 0.041 -20.18 20.18 479.17 286.93 1.00 1.00 4.82 174.30 116.20 Dsgn. L = 22.00 ft 2 0.070 0.041 12.55 -20.18 20.18 479.17 286.93 1.00 1.00 4.82 174.30 116.20 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.118 0.070 -33.97 33.97 479.17 286.93 1.00 1.00 8.11 174.30 116.20 Dsgn. L = 22.00 ft 2 0.118 0.070 21.12 -33.97 33.97 479.17 286.93 1.00 1.00 8.11 174.30 116.20 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-2 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.028 0.017 -8.14 8.14 479.17 286.93 1.00 1.00 1.94 174.30 116.20 Dsgn. L = 22.00 ft 2 0.028 0.017 5.06 -8.14 8.14 479.17 286.93 1.00 1.00 1.94 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0720 0.000 +D+S -0.0003 10.201 +D+S 2 0.0733 12.584 0.0000 10.201 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 15.731 5.456 Overall MINimum 4.526 1.570 D Only 7.544 2.616 +D+S 15.731 5.456 +D+0.750S 13.684 4.746 +0.60D 4.526 1.570 S Only 8.187 2.839 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-2 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.243) D(0.243)S(0.3375) W 14x74 /� W 14x74 Span = 10.670 ft Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180 ksf, Tributary Width =13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width =13.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.099 : 1 Maximum Shear Stress Ratio = 0.063 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 31.089 k-ft Va : Applied 8.020 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 12.232ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio = 3,399>=360 Max Upward Transient Deflection -0.120 in Ratio = 2,138 >=360 Max Downward Total Deflection 0.110 in Ratio = 2409 >=180 Max Upward Total Deflection -0.088 in Ratio = 2917 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.057 0.034 -18.05 18.05 525.00 314.37 1.00 1.00 4.31 191.70 127.80 Dsgn. L = 22.00 ft 2 0.057 0.034 11.22 -18.05 18.05 525.00 314.37 1.00 1.00 4.31 191.70 127.80 +D+S Dsgn. L = 10.67 ft 1 0.057 0.063 -18.05 18.05 525.00 314.37 1.00 1.00 8.02 191.70 127.80 Dsgn. L = 22.00 ft 2 0.099 0.063 31.09 -18.05 31.09 525.00 314.37 1.00 1.00 8.02 191.70 127.80 +D+0.750S Dsgn. L = 10.67 ft 1 0.057 0.055 -18.05 18.05 525.00 314.37 1.00 1.00 7.09 191.70 127.80 Dsgn. L = 22.00 ft 2 0.083 0.055 26.06 -18.05 26.06 525.00 314.37 1.00 1.00 7.09 191.70 127.80 +0.60D Dsgn. L = 10.67 ft 1 0.034 0.020 -10.83 10.83 525.00 314.37 1.00 1.00 2.58 191.70 127.80 Dsgn. L = 22.00 ft 2 0.034 0.020 6.73 -10.83 10.83 525.00 314.37 1.00 1.00 2.58 191.70 127.80 +1.140D Dsgn. L = 10.67 ft 1 0.065 0.038 -20.57 20.57 525.00 314.37 1.00 1.00 4.91 191.70 127.80 Dsgn. L = 22.00 ft 2 0.065 0.038 12.79 -20.57 20.57 525.00 314.37 1.00 1.00 4.91 191.70 127.80 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.063 0.059 -19.94 19.94 525.00 314.37 1.00 1.00 7.54 191.70 127.80 Dsgn. L = 22.00 ft 2 0.087 0.059 27.22 -19.94 27.22 525.00 314.37 1.00 1.00 7.54 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-2 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.026 0.016 -8.30 8.30 525.00 314.37 1.00 1.00 1.98 191.70 127.80 Dsgn. L = 22.00 ft 2 0.026 0.016 5.16 -8.30 8.30 525.00 314.37 1.00 1.00 1.98 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 S Only -0.1197 0.000 +D+S 2 0.1096 11.616 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 11.402 6.379 Overall MINimum 3.713 1.600 D Only 7.690 2.667 +D+S 11.402 6.379 +D+0.750S 10.474 5.451 +0.60D 4.614 1.600 S Only 3.713 3.713 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-2 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.243) S(0.3375) D(0.243) W 14x68 Span = 10.670 ft W 14x68 Span = 22.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180 ksf, Tributary Width = 13.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.129 : 1 Maximum Shear Stress Ratio = 0.060 : 1 Section used for this span W14x68 Section used for this span W14x68 Ma : Applied 36.916 k-ft Va : Applied 6.919 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.670ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.169 in Ratio = 1,512>=360 Max Upward Transient Deflection -0.050 in Ratio = 5,307 >=360 Max Downward Total Deflection 0.204 in Ratio = 1256 >=180 Max Upward Total Deflection -0.025 in Ratio = 10413 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.062 0.036 -17.70 17.70 479.17 286.93 1.00 1.00 4.23 174.30 116.20 Dsgn. L = 22.00 ft 2 0.062 0.036 11.00 -17.70 17.70 479.17 286.93 1.00 1.00 4.23 174.30 116.20 +D+S Dsgn. L = 10.67 ft 1 0.129 0.060 -36.92 36.92 479.17 286.93 1.00 1.00 6.92 174.30 116.20 Dsgn. L = 22.00 ft 2 0.129 0.044 4.88 -36.92 36.92 479.17 286.93 1.00 1.00 5.10 174.30 116.20 +D+0.750S Dsgn. L = 10.67 ft 1 0.112 0.052 -32.11 32.11 479.17 286.93 1.00 1.00 6.02 174.30 116.20 Dsgn. L = 22.00 ft 2 0.112 0.042 6.18 -32.11 32.11 479.17 286.93 1.00 1.00 4.88 174.30 116.20 +0.60D Dsgn. L = 10.67 ft 1 0.037 0.022 -10.62 10.62 479.17 286.93 1.00 1.00 2.54 174.30 116.20 Dsgn. L = 22.00 ft 2 0.037 0.022 6.60 -10.62 10.62 479.17 286.93 1.00 1.00 2.54 174.30 116.20 +1.140D Dsgn. L = 10.67 ft 1 0.070 0.041 -20.18 20.18 479.17 286.93 1.00 1.00 4.82 174.30 116.20 Dsgn. L = 22.00 ft 2 0.070 0.041 12.55 -20.18 20.18 479.17 286.93 1.00 1.00 4.82 174.30 116.20 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.118 0.055 -33.97 33.97 479.17 286.93 1.00 1.00 6.37 174.30 116.20 Dsgn. L = 22.00 ft 2 0.118 0.046 7.27 -33.97 33.97 479.17 286.93 1.00 1.00 5.32 174.30 116.20 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-2 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.028 0.017 -8.14 8.14 479.17 286.93 1.00 1.00 1.94 174.30 116.20 Dsgn. L = 22.00 ft 2 0.028 0.017 5.06 -8.14 8.14 479.17 286.93 1.00 1.00 1.94 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.2038 0.000 0.0000 0.000 2 0.0000 0.000 S Only -0.0497 9.328 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 12.018 2.616 Overall MINimum 4.474 -0.873 D Only 7.544 2.616 +D+S 12.018 1.743 +D+0.750S 10.900 1.961 +0.60D 4.526 1.570 S Only 4.474 -0.873 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-2 WIND CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.243) S(0.3375) W(-1.35) D(0.243) S(0.3375) W 14x74 Span = 10.670 ft W 14x74 Span = 22.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250, W = -0.10 ksf, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.213 : 1 Maximum Shear Stress Ratio = 0.098 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 67.036 k-ft Va : Applied 12.565 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+0.750S-0.45OW Load Combination +D+0.750S-0.450W Location of maximum on span 10.670ft Location of maximum on span 10.670 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.615 in Ratio = 416>=360 Max Upward Transient Deflection -0.615 in Ratio = 416 >=360 Max Downward Total Deflection 0.401 in Ratio = 639 >=180 Max Upward Total Deflection -0.350 in Ratio = 732 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.67 ft 1 0.057 0.034 -18.05 18.05 525.00 314.37 1.00 1.00 4.31 191.70 127.80 Dsgn. L = 22.00 ft 2 0.057 0.034 11.22 -18.05 18.05 525.00 314.37 1.00 1.00 4.31 191.70 127.80 +D+S Dsgn. L = 10.67 ft 1 0.119 0.070 -37.26 37.26 525.00 314.37 1.00 1.00 8.89 191.70 127.80 Dsgn. L = 22.00 ft 2 0.119 0.070 23.16 -37.26 37.26 525.00 314.37 1.00 1.00 8.89 191.70 127.80 +D+0.750S Dsgn. L = 10.67 ft 1 0.103 0.061 -32.45 32.45 525.00 314.37 1.00 1.00 7.75 191.70 127.80 Dsgn. L = 22.00 ft 2 0.103 0.061 20.17 -32.45 32.45 525.00 314.37 1.00 1.00 7.75 191.70 127.80 +D+0.60W Dsgn. L = 10.67 ft 1 0.089 0.041 28.06 28.06 525.00 314.37 1.00 1.00 5.26 191.70 127.80 Dsgn. L = 22.00 ft 2 0.114 0.037 35.78 35.78 525.00 314.37 1.00 1.00 4.76 191.70 127.80 +D-0.60W Dsgn. L = 10.67 ft 1 0.204 0.094 -64.15 64.15 525.00 314.37 1.00 1.00 12.03 191.70 127.80 Dsgn. L = 22.00 ft 2 0.204 0.050 0.51 -64.15 64.15 525.00 314.37 1.00 1.00 6.40 191.70 127.80 +D+0.450W Dsgn. L = 10.67 ft 1 0.053 0.024 16.54 16.54 525.00 314.37 1.00 1.00 3.10 191.70 127.80 Dsgn. L = 22.00 ft 2 0.090 0.033 28.34 28.34 525.00 314.37 1.00 1.00 4.24 191.70 127.80 +D-0.450W Steel Beam DESCRIPTION: 2-2 WIND Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project ID: Project Descr: Summary of Moment Values Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.67 ft 1 0.167 0.077 Dsgn. L = 22.00 ft 2 0.167 0.046 +D+0.750S+0.450W Dsgn. L = 10.67 ft 1 0.007 0.048 Dsgn. L = 22.00 ft 2 0.113 0.050 +D+0.750S-0.450W Dsgn. L = 10.67 ft 1 0.213 0.098 Dsgn. L = 22.00 ft 2 0.213 0.073 +0.60D+0.60W Dsgn. L = 10.67 ft 1 0.112 0.052 Dsgn. L = 22.00 ft 2 0.114 0.029 +0.60D-0.60W Dsgn. L = 10.67 ft 1 0.181 0.084 Dsgn. L = 22.00 ft 2 0.181 0.037 +1.140D Dsgn. L = 10.67 ft 1 0.065 0.038 Dsgn. L = 22.00 ft 2 0.065 0.038 +1.105D+0.750S Dsgn. L = 10.67 ft 1 0.109 0.064 Dsgn. L = 22.00 ft 2 0.109 0.064 +0.460D Dsgn. L = 10.67 ft 1 0.026 0.016 Dsgn. L = 22.00 ft 2 0.026 0.016 Overall Maximum Deflections -52.63 52.63 525.00 314.37 1.00 1.00 9.86 191.70 127.80 1.89 -52.63 52.63 525.00 314.37 1.00 1.00 5.88 191.70 127.80 2.13 2.13 525.00 314.37 1.00 1.00 6.17 191.70 127.80 35.56 35.56 525.00 314.37 1.00 1.00 6.37 191.70 127.80 -67.04 67.04 525.00 314.37 1.00 1.00 12.57 191.70 127.80 9.12 -67.04 67.04 525.00 314.37 1.00 1.00 9.32 191.70 127.80 35.28 35.28 525.00 314.37 1.00 1.00 6.61 191.70 127.80 35.91 35.91 525.00 314.37 1.00 1.00 3.70 191.70 127.80 -56.94 56.94 525.00 314.37 1.00 1.00 10.67 191.70 127.80 -56.94 56.94 525.00 314.37 1.00 1.00 4.68 191.70 127.80 -20.57 20.57 525.00 314.37 1.00 1.00 4.91 191.70 127.80 12.79 -20.57 20.57 525.00 314.37 1.00 1.00 4.91 191.70 127.80 -34.35 34.35 525.00 314.37 1.00 1.00 8.20 191.70 127.80 21.35 -34.35 34.35 525.00 314.37 1.00 1.00 8.20 191.70 127.80 -8.30 8.30 525.00 314.37 1.00 1.00 1.98 191.70 127.80 5.16 -8.30 8.30 525.00 314.37 1.00 1.00 1.98 191.70 127.80 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span -W 1 0.6151 0.000 0.0000 0.000 2 0.0000 0.000 -W-0.1807 9.328 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 18.428 5.506 Overall MINimum -0.364 -0.496 D Only 7.690 2.667 +D+S 15.877 5.506 +D+0.750S 13.830 4.796 +D+0.60W -3.049 4.763 +D-0.60W 18.428 0.571 +D+0.450W -0.364 4.239 +D-0.450W 15.744 1.095 +0.60D+0.60W -6.125 3.696 +0.60D-0.60W 15.352 -0.496 +0.60D 4.614 1.600 S Only 8.187 2.839 W Only -17.898 3.493 -W 17.898 -3.493 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-3 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.243) S(0.3375) D(0.243) S(0.3375) W(-0.69795) C Y W 14x74 Y W 14x74 r�T Span = 26.750 ft r�T Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250, W =-0.05170 ksf, Tributary Width = 13.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.148 : 1 Maximum Shear Stress Ratio = 0.076 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 46.684 k-ft Va : Applied 9.691 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 11.984ft Location of maximum on span 26.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.194 in Ratio = 1,079>=360 Max Upward Transient Deflection -0.194 in Ratio = 1,079 >=360 Max Downward Total Deflection 0.245 in Ratio = 1308 >=180 Max Upward Total Deflection -0.194 in Ratio = 1082 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.75 ft 1 0.072 0.037 22.61 -12.14 22.61 525.00 314.37 1.00 1.00 4.69 191.70 127.80 Dsgn. L = 8.75 ft 2 0.039 0.022 -12.14 12.14 525.00 314.37 1.00 1.00 2.77 191.70 127.80 +D+S Dsgn. L = 26.75 ft 1 0.148 0.076 46.68 -25.06 46.68 525.00 314.37 1.00 1.00 9.69 191.70 127.80 Dsgn. L = 8.75 ft 2 0.080 0.045 -25.06 25.06 525.00 314.37 1.00 1.00 5.73 191.70 127.80 +D+0.750S Dsgn. L = 26.75 ft 1 0.129 0.066 40.67 -21.83 40.67 525.00 314.37 1.00 1.00 8.44 191.70 127.80 Dsgn. L = 8.75 ft 2 0.069 0.039 -21.83 21.83 525.00 314.37 1.00 1.00 4.99 191.70 127.80 +D+0.60W Dsgn. L = 26.75 ft 1 0.096 0.034 30.34 30.34 525.00 314.37 1.00 1.00 4.39 191.70 127.80 Dsgn. L = 8.75 ft 2 0.012 0.007 3.90 3.90 525.00 314.37 1.00 1.00 0.89 191.70 127.80 +D-0.60W Dsgn. L = 26.75 ft 1 0.090 0.050 16.02 -28.17 28.17 525.00 314.37 1.00 1.00 6.44 191.70 127.80 Dsgn. L = 8.75 ft 2 0.090 0.050 -28.17 28.17 525.00 314.37 1.00 1.00 6.44 191.70 127.80 +D+0.450W Dsgn. L = 26.75 ft 1 0.090 0.033 28.30 -0.11 28.30 525.00 314.37 1.00 1.00 4.24 191.70 127.80 Dsgn. L = 8.75 ft 2 0.000 0.000 -0.11 0.11 525.00 314.37 1.00 1.00 0.03 191.70 127.80 +D-0.450W Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-3 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 26.75 ft 1 0.077 0.043 17.56 -24.16 24.16 525.00 314.37 1.00 1.00 5.52 191.70 127.80 Dsgn. L = 8.75 ft 2 0.077 0.043 -24.16 24.16 525.00 314.37 1.00 1.00 5.52 191.70 127.80 +D+0.750S+0.450W Dsgn. L = 26.75 ft 1 0.147 0.063 46.21 -9.80 46.21 525.00 314.37 1.00 1.00 7.99 191.70 127.80 Dsgn. L = 8.75 ft 2 0.031 0.018 -9.80 9.80 525.00 314.37 1.00 1.00 2.24 191.70 127.80 +D+0.750S-0.450W Dsgn. L = 26.75 ft 1 0.113 0.070 35.47 -33.85 35.47 525.00 314.37 1.00 1.00 8.89 191.70 127.80 Dsgn. L = 8.75 ft 2 0.108 0.061 -33.85 33.85 525.00 314.37 1.00 1.00 7.74 191.70 127.80 +0.60D+0.60W Dsgn. L = 26.75 ft 1 0.069 0.022 21.67 21.67 525.00 314.37 1.00 1.00 2.87 191.70 127.80 Dsgn. L = 8.75 ft 2 0.028 0.016 8.75 8.75 525.00 314.37 1.00 1.00 2.00 191.70 127.80 +0.60D-0.60W Dsgn. L = 26.75 ft 1 0.074 0.042 7.35 -23.31 23.31 525.00 314.37 1.00 1.00 5.33 191.70 127.80 Dsgn. L = 8.75 ft 2 0.074 0.042 -23.31 23.31 525.00 314.37 1.00 1.00 5.33 191.70 127.80 +1.140D Dsgn. L = 26.75 ft 1 0.082 0.042 25.78 -13.83 25.78 525.00 314.37 1.00 1.00 5.35 191.70 127.80 Dsgn. L = 8.75 ft 2 0.044 0.025 -13.83 13.83 525.00 314.37 1.00 1.00 3.16 191.70 127.80 +1.105D+0.750S Dsgn. L = 26.75 ft 1 0.137 0.070 43.04 -23.10 43.04 525.00 314.37 1.00 1.00 8.93 191.70 127.80 Dsgn. L = 8.75 ft 2 0.073 0.041 -23.10 23.10 525.00 314.37 1.00 1.00 5.28 191.70 127.80 +0.460D Dsgn. L = 26.75 ft 1 0.033 0.017 10.40 -5.58 10.40 525.00 314.37 1.00 1.00 2.16 191.70 127.80 Dsgn. L = 8.75 ft 2 0.018 0.010 -5.58 5.58 525.00 314.37 1.00 1.00 1.28 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2454 12.840 0.0000 0.000 -W 2 0.1945 8.750 +D+0.60W -0.1887 8.505 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.817 15.417 Overall MINimum -0.999 0.217 D Only 3.786 7.467 +D+S 7.817 15.417 +D+0.750S 6.810 13.430 +D+0.60W 4.386 3.204 +D-0.60W 3.187 11.731 +D+0.450W 4.236 4.270 +D-0.450W 3.337 10.665 +0.60D+0.60W 2.871 0.217 +0.60D-0.60W 1.672 8.744 +0.60D 2.272 4.480 S Only 4.031 7.950 W Only 0.999 -7.106 -W -0.999 7.106 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-3 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.243) S(0.3375) D(0.243) W 14x68 Span = 26.750 ft W 14x68 Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180 ksf, Tributary Width = 13.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.182 : 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used for this span W14x68 Section used for this span W14x68 Ma : Applied 52.205 k-ft Va : Applied 9.119 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +D+S Load Combination +D+S Location of maximum on span 12.733ft Location of maximum on span 26.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.187 in Ratio = 1,717>=360 Max Upward Transient Deflection -0.194 in Ratio = 1,080 >=360 Max Downward Total Deflection 0.315 in Ratio = 1019 >=180 Max Upward Total Deflection -0.278 in Ratio = 755 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.75 ft 1 0.077 0.040 22.18 -11.91 22.18 479.17 286.93 1.00 1.00 4.60 174.30 116.20 Dsgn. L = 8.75 ft 2 0.041 0.023 -11.91 11.91 479.17 286.93 1.00 1.00 2.72 174.30 116.20 +D+S Dsgn. L = 26.75 ft 1 0.182 0.078 52.20 -11.91 52.20 479.17 286.93 1.00 1.00 9.12 174.30 116.20 Dsgn. L = 8.75 ft 2 0.041 0.023 -11.91 11.91 479.17 286.93 1.00 1.00 2.72 174.30 116.20 +D+0.750S Dsgn. L = 26.75 ft 1 0.156 0.069 44.68 -11.91 44.68 479.17 286.93 1.00 1.00 7.99 174.30 116.20 Dsgn. L = 8.75 ft 2 0.041 0.023 -11.91 11.91 479.17 286.93 1.00 1.00 2.72 174.30 116.20 +0.60D Dsgn. L = 26.75 ft 1 0.046 0.024 13.31 -7.14 13.31 479.17 286.93 1.00 1.00 2.76 174.30 116.20 Dsgn. L = 8.75 ft 2 0.025 0.014 -7.14 7.14 479.17 286.93 1.00 1.00 1.63 174.30 116.20 +1.140D Dsgn. L = 26.75 ft 1 0.088 0.045 25.29 -13.57 25.29 479.17 286.93 1.00 1.00 5.25 174.30 116.20 Dsgn. L = 8.75 ft 2 0.047 0.027 -13.57 13.57 479.17 286.93 1.00 1.00 3.10 174.30 116.20 +1.105D+0.750S Dsgn. L = 26.75 ft 1 0.164 0.073 47.00 -13.16 47.00 479.17 286.93 1.00 1.00 8.47 174.30 116.20 Dsgn. L = 8.75 ft 2 0.046 0.026 -13.16 13.16 479.17 286.93 1.00 1.00 3.01 174.30 116.20 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-3 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 26.75 ft 1 0.036 0.018 10.20 -5.48 10.20 479.17 286.93 1.00 1.00 2.12 174.30 116.20 Dsgn. L = 8.75 ft 2 0.019 0.011 -5.48 5.48 479.17 286.93 1.00 1.00 1.25 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.3151 13.161 0.0000 0.000 2 0.0000 13.161 +D+S -0.2781 8.750 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 8.229 11.840 Overall MINimum 2.229 4.396 D Only 3.715 7.326 +D+S 8.229 11.840 +D+0.750S 7.100 10.711 +0.60D 2.229 4.396 S Only 4.514 4.514 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-4 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0243) S(0.3375) D(0243) S(0.3375) W14x74 Span = 5250 ft W14x74 Span = 3.50 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.013: 1 Maximum Shear Stress Ratio = 0.019 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 4.009 k-ft Va : Applied 2.482 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 5.250ft Location of maximum on span 5.250 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 0.002 in Ratio = 48756 >=180 Max Upward Total Deflection -0.000 in Ratio = 577030 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 5.25 ft 1 0.006 0.009 0.34 -1.94 1.94 525.00 314.37 1.00 1.00 1.20 191.70 127.80 Dsgn. L = 3.50 ft 2 0.006 0.009 -1.94 1.94 525.00 314.37 1.00 1.00 1.11 191.70 127.80 +D+S Dsgn. L = 5.25 ft 1 0.013 0.019 0.70 -4.01 4.01 525.00 314.37 1.00 1.00 2.48 191.70 127.80 Dsgn. L = 3.50 ft 2 0.013 0.018 -4.01 4.01 525.00 314.37 1.00 1.00 2.29 191.70 127.80 +D+0.750S Dsgn. L = 5.25 ft 1 0.011 0.017 0.61 -3.49 3.49 525.00 314.37 1.00 1.00 2.16 191.70 127.80 Dsgn. L = 3.50 ft 2 0.011 0.016 -3.49 3.49 525.00 314.37 1.00 1.00 2.00 191.70 127.80 +0.60D Dsgn. L = 5.25 ft 1 0.004 0.006 0.20 -1.16 1.16 525.00 314.37 1.00 1.00 0.72 191.70 127.80 Dsgn. L = 3.50 ft 2 0.004 0.005 -1.16 1.16 525.00 314.37 1.00 1.00 0.67 191.70 127.80 +1.140D Dsgn. L = 5.25 ft 1 0.007 0.011 0.38 -2.21 2.21 525.00 314.37 1.00 1.00 1.37 191.70 127.80 Dsgn. L = 3.50 ft 2 0.007 0.010 -2.21 2.21 525.00 314.37 1.00 1.00 1.26 191.70 127.80 +1.105D+0.750S Dsgn. L = 5.25 ft 1 0.012 0.018 0.64 -3.70 3.70 525.00 314.37 1.00 1.00 2.29 191.70 127.80 Dsgn. L = 3.50 ft 2 0.012 0.017 -3.70 3.70 525.00 314.37 1.00 1.00 2.11 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.25 ft 1 0.003 0.004 0.16 -0.89 0.89 525.00 314.37 1.00 1.00 0.55 191.70 127.80 Dsgn. L = 3.50 ft 2 0.003 0.004 -0.89 0.89 525.00 314.37 1.00 1.00 0.51 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0000 1.113 +D+S -0.0001 4.158 +D+S 2 0.0017 3.500 0.0000 4.158 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.954 4.772 Overall MINimum 0.277 1.387 D Only 0.462 2.311 +D+S 0.954 4.772 +D+0.750S 0.831 4.157 +0.60D 0.277 1.387 S Only 0.492 2.461 Steel Beam DESCRIPTION: 2-5 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending W 14x74 Span = 15.250 ft Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi D(R.2) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 2.70, S = 3.70 k @ 14.250 ft, (XR 2-2) Point Load : D = 4.20, S = 4.50 k @ 14.250 ft, (XL 2-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.047 : 1 Maximum Shear Stress Ratio = 0.115 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 14.636 k-ft Va : Applied 14.674 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 14.248ft Location of maximum on span 15.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 20,013>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.021 in Ratio = 8851 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 15.21 ft 1 0.022 0.055 6.98 6.98 525.00 314.37 1.00 1.00 7.01 191.70 127.80 Dsgn. L = 0.04 ft 1 0.001 0.055 0.31 0.31 525.00 314.37 1.00 1.00 7.01 191.70 127.80 +D+S Dsgn. L = 15.21 ft 1 0.047 0.115 14.64 14.64 525.00 314.37 1.00 1.00 14.67 191.70 127.80 Dsgn. L = 0.04 ft 1 0.002 0.115 0.64 0.64 525.00 314.37 1.00 1.00 14.67 191.70 127.80 +D+0.750S Dsgn. L = 15.21 ft 1 0.040 0.100 12.72 12.72 525.00 314.37 1.00 1.00 12.76 191.70 127.80 Dsgn. L = 0.04 ft 1 0.002 0.100 0.56 0.56 525.00 314.37 1.00 1.00 12.76 191.70 127.80 +0.60D Dsgn. L = 15.21 ft 1 0.013 0.033 4.19 4.19 525.00 314.37 1.00 1.00 4.21 191.70 127.80 Dsgn. L = 0.04 ft 1 0.001 0.033 0.18 0.18 525.00 314.37 1.00 1.00 4.21 191.70 127.80 +1.140D Dsgn. L = 15.21 ft 1 0.025 0.063 7.96 7.96 525.00 314.37 1.00 1.00 7.99 191.70 127.80 Dsgn. L = 0.04 ft 1 0.001 0.063 0.35 0.35 525.00 314.37 1.00 1.00 7.99 191.70 127.80 +1.105D+0.750S Dsgn. L = 15.21 ft 1 0.043 0.106 13.45 13.45 525.00 314.37 1.00 1.00 13.49 191.70 127.80 Dsgn. L = 0.04 ft 1 0.002 0.106 0.59 0.59 525.00 314.37 1.00 1.00 13.49 191.70 127.80 +0.460D Dsgn. L = 15.21 ft 1 0.010 0.025 3.21 3.21 525.00 314.37 1.00 1.00 3.22 191.70 127.80 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L I VOL/_C11C1GG1U IIIU_I I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.04 ft 1 0.000 0.025 0.14 0.14 525.00 314.37 1.00 1.00 3.23 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "-" Detl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.0207 8.584 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.554 14.674 Overall MINimum 0.538 4.207 D Only 1.017 7.012 +D+S 1.554 14.674 +D+0.750S 1.420 12.759 +0.60D 0.610 4.207 S Only 0.538 7.662 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending St3_s1 W14x68 Span =26.0ft led Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 2.70, S = 3.70 k @ 11.0 ft, (XR 2-2) Point Load : D = 4.20, S = 4.50 k @ 11.0 ft, (XL 2-22) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.353 : 1 Section used for this span W14x68 Ma: Applied 10 1. 386 k-ft Mn / Omega: Allowable 286.926 k-ft Load Combination +D+S Location of maximum on span 10.994ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.083 Section used for this span W14x68 Va : Applied 9.596 Vn/Omega : Allowable 116.20 Load Combination +D+S Location of maximum on span 0.000 Span # where maximum occurs Span # 1 0.241 in Ratio = 1,293 >=360 0.000 in Ratio = 0 <360 0.478 in Ratio = 653 >=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.00 ft 1 0.172 0.042 49.37 49.37 479.17 286.93 1.00 1.00 4.86 174.30 116.20 +D+S Dsgn. L = 26.00 ft 1 0.353 0.083 101.39 101.39 479.17 286.93 1.00 1.00 9.60 174.30 116.20 +D+0.750S Dsgn. L = 26.00 ft 1 0.308 0.072 88.38 88.38 479.17 286.93 1.00 1.00 8.41 174.30 116.20 +0.60D Dsgn. L = 26.00 ft 1 0.103 0.025 29.62 29.62 479.17 286.93 1.00 1.00 2.92 174.30 116.20 +1.140D Dsgn. L = 26.00 ft 1 0.196 0.048 56.29 56.29 479.17 286.93 1.00 1.00 5.55 174.30 116.20 +1.105D+0.750S Dsgn. L = 26.00 ft 1 0.326 0.077 93.57 93.57 479.17 286.93 1.00 1.00 8.92 174.30 116.20 +0.460D Dsgn. L = 26.00 ft 1 0.079 0.019 22.71 22.71 479.17 286.93 1.00 1.00 2.24 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4777 12.480 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-6 Software copyright 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 Overall MAXimum 9.596 7.272 Overall MlNimum 2.919 2.282 D Only 4.865 3.803 +D+S 9.596 7.272 +D+0.750S 8.413 6.405 +0.60D 2.919 2.282 S Only 4.731 3.469 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-7 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(®-@)IS(®-5) W 14x74 Span = 26.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 4.20, S = 4.50 k @ 12.50 ft, (XR 2-22) Point Load : D = 0.60, S = 0.50 k @ 12.50 ft, (XL 2-4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.228: 1 Section used for this span W14x74 Ma: Applied 71.693 k-ft Mn / Omega: Allowable 314.371 k-ft Load Combination +D+S Location of maximum on span 12.534ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = 0.049 Section used for this span W14x74 Va : Applied 6.210 k Vn/Omega : Allowable 127.80 k Load Combination +D+S Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 0.149 in Ratio = 2,150 >=360 0.000 in Ratio = 0 <360 0.330 in Ratio = 974 >=180 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.75 ft 1 0.122 0.028 38.48 38.48 525.00 314.37 1.00 1.00 3.55 191.70 127.80 +D+S Dsgn. L = 26.75 ft 1 0.228 0.049 71.69 71.69 525.00 314.37 1.00 1.00 6.21 191.70 127.80 +D+0.750S Dsgn. L = 26.75 ft 1 0.202 0.043 63.39 63.39 525.00 314.37 1.00 1.00 5.54 191.70 127.80 +0.60D Dsgn. L = 26.75 ft 1 0.073 0.017 23.09 23.09 525.00 314.37 1.00 1.00 2.13 191.70 127.80 +1.140D Dsgn. L = 26.75 ft 1 0.140 0.032 43.87 43.87 525.00 314.37 1.00 1.00 4.04 191.70 127.80 +1.105D+0.750S Dsgn. L = 26.75 ft 1 0.214 0.046 67.43 67.43 525.00 314.37 1.00 1.00 5.92 191.70 127.80 +0.460D Dsgn. L = 26.75 ft 1 0.056 0.013 17.70 17.70 525.00 314.37 1.00 1.00 1.63 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3297 13.146 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-7 Software copyright 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 Overall MAXimum 6.210 5.569 Overall MlNimum 2.128 1.940 D Only 3.547 3.233 +D+S 6.210 5.569 +D+0.750S 5.544 4.985 +0.60D 2.128 1.940 S Only 2.664 2.336 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-8 CONT CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D0.144 S0.2 DO.144 SO -2) D(3.2)3(2.3) i Y W14x74 W14x74 Span = 8.750 ft Span = 23250 ft rrm� I I ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Load(s) for Span Number 2 Point Load : D = 3.20, S = 2.30, W =-0.05170 k @ 18.0 ft, (XR 2-7) Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.111 : 1 Maximum Shear Stress Ratio = 0.061 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 34.982 k-ft Va : Applied 7.759 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 17.856ft Location of maximum on span 23.250 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio = 5,523>=360 Max Upward Transient Deflection -0.004 in Ratio = 24,659 >=360 Max Downward Total Deflection 0.111 in Ratio = 2505 >=180 Max Upward Total Deflection -0.009 in Ratio = 11215 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 8.75 ft 1 0.054 0.031 -17.06 17.06 525.00 314.37 1.00 1.00 3.99 191.70 127.80 Dsgn. L = 23.25 ft 2 0.062 0.033 19.45 -17.06 19.45 525.00 314.37 1.00 1.00 4.28 191.70 127.80 +D+S Dsgn. L = 8.75 ft 1 0.100 0.058 -31.57 31.57 525.00 314.37 1.00 1.00 7.46 191.70 127.80 Dsgn. L = 23.25 ft 2 0.111 0.061 34.98 -31.57 34.98 525.00 314.37 1.00 1.00 7.76 191.70 127.80 +D+0.750S Dsgn. L = 8.75 ft 1 0.089 0.052 -27.94 27.94 525.00 314.37 1.00 1.00 6.59 191.70 127.80 Dsgn. L = 23.25 ft 2 0.099 0.054 31.10 -27.94 31.10 525.00 314.37 1.00 1.00 6.89 191.70 127.80 +D+0.60W Dsgn. L = 8.75 ft 1 0.054 0.031 -17.01 17.01 525.00 314.37 1.00 1.00 3.98 191.70 127.80 Dsgn. L = 23.25 ft 2 0.062 0.033 19.34 -17.01 19.34 525.00 314.37 1.00 1.00 4.26 191.70 127.80 +D-0.60W Dsgn. L = 8.75 ft 1 0.054 0.031 -17.12 17.12 525.00 314.37 1.00 1.00 4.00 191.70 127.80 Dsgn. L = 23.25 ft 2 0.062 0.034 19.56 -17.12 19.56 525.00 314.37 1.00 1.00 4.30 191.70 127.80 +D+0.450W Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-8 CONT Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.75 ft 1 0.054 0.031 -17.02 17.02 525.00 314.37 1.00 1.00 3.98 191.70 127.80 Dsgn. L = 23.25 ft 2 0.062 0.033 19.37 -17.02 19.37 525.00 314.37 1.00 1.00 4.26 191.70 127.80 +D-0.450W Dsgn. L = 8.75 ft 1 0.054 0.031 -17.11 17.11 525.00 314.37 1.00 1.00 4.00 191.70 127.80 Dsgn. L = 23.25 ft 2 0.062 0.034 19.53 -17.11 19.53 525.00 314.37 1.00 1.00 4.29 191.70 127.80 +D+0.750S+0.450W Dsgn. L = 8.75 ft 1 0.089 0.052 -27.90 27.90 525.00 314.37 1.00 1.00 6.58 191.70 127.80 Dsgn. L = 23.25 ft 2 0.099 0.054 31.01 -27.90 31.01 525.00 314.37 1.00 1.00 6.87 191.70 127.80 +D+0.750S-0.45OW Dsgn. L = 8.75 ft 1 0.089 0.052 -27.99 27.99 525.00 314.37 1.00 1.00 6.60 191.70 127.80 Dsgn. L = 23.25 ft 2 0.099 0.054 31.18 -27.99 31.18 525.00 314.37 1.00 1.00 6.91 191.70 127.80 +0.60D+0.60W Dsgn. L = 8.75 ft 1 0.032 0.019 -10.18 10.18 525.00 314.37 1.00 1.00 2.39 191.70 127.80 Dsgn. L = 23.25 ft 2 0.037 0.020 11.56 -10.18 11.56 525.00 314.37 1.00 1.00 2.55 191.70 127.80 +0.60D-0.60W Dsgn. L = 8.75 ft 1 0.033 0.019 -10.30 10.30 525.00 314.37 1.00 1.00 2.40 191.70 127.80 Dsgn. L = 23.25 ft 2 0.037 0.020 11.78 -10.30 11.78 525.00 314.37 1.00 1.00 2.59 191.70 127.80 +1.140D Dsgn. L = 8.75 ft 1 0.062 0.036 -19.45 19.45 525.00 314.37 1.00 1.00 4.55 191.70 127.80 Dsgn. L = 23.25 ft 2 0.071 0.038 22.17 -19.45 22.17 525.00 314.37 1.00 1.00 4.88 191.70 127.80 +1.105D+0.750S Dsgn. L = 8.75 ft 1 0.095 0.055 -29.74 29.74 525.00 314.37 1.00 1.00 7.01 191.70 127.80 Dsgn. L = 23.25 ft 2 0.105 0.057 33.14 -29.74 33.14 525.00 314.37 1.00 1.00 7.34 191.70 127.80 +0.460D Dsgn. L = 8.75 ft 1 0.025 0.014 -7.85 7.85 525.00 314.37 1.00 1.00 1.84 191.70 127.80 Dsgn. L = 23.25 ft 2 0.028 0.015 8.95 -7.85 8.95 525.00 314.37 1.00 1.00 1.97 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Dett Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.0094 5.250 +D+S 2 0.1114 13.485 0.0000 5.250 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.779 12.896 7.759 Overall MINimum -0.011 0.026 0.036 D Only -0.997 6.895 4.278 +D+S -1.779 12.896 7.759 +D+0.750S -1.584 11.396 6.889 +D+0.60W -0.990 6.879 4.256 +D-0.60W -1.003 6.911 4.299 +D+0.450W -0.992 6.883 4.261 +D-0.450W -1.001 6.907 4.294 +0.60D+0.60W -0.591 4.121 2.545 +0.60D-0.60W -0.604 4.153 2.588 +0.60D -0.598 4.137 2.567 S Only -0.783 6.001 3.482 W Only 0.011 -0.026 -0.036 -W -0.011 0.026 0.036 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-9 OMIT CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 14x74 Span = 8.750 ft )plied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.013: 1 Maximum Shear Stress Ratio = 0.014 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 4.000 k-ft Va : Applied 1.829 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 4.375ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio = 91,354>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 43710 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 8.75 ft 1 0.007 0.007 2.09 2.09 525.00 314.37 1.00 1.00 0.95 191.70 127.80 +D+S Dsgn. L = 8.75 ft 1 0.013 0.014 4.00 4.00 525.00 314.37 1.00 1.00 1.83 191.70 127.80 +D+0.750S Dsgn. L = 8.75 ft 1 0.011 0.013 3.52 3.52 525.00 314.37 1.00 1.00 1.61 191.70 127.80 +0.60D Dsgn. L = 8.75 ft 1 0.004 0.004 1.25 1.25 525.00 314.37 1.00 1.00 0.57 191.70 127.80 +1.140D Dsgn. L = 8.75 ft 1 0.008 0.009 2.38 2.38 525.00 314.37 1.00 1.00 1.09 191.70 127.80 +1.105D+0.750S Dsgn. L = 8.75 ft 1 0.012 0.013 3.74 3.74 525.00 314.37 1.00 1.00 1.71 191.70 127.80 +0.460D Dsgn. L = 8.75 ft 1 0.003 0.003 0.96 0.96 525.00 314.37 1.00 1.00 0.44 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0024 4.400 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.829 1.829 Overall MINimum 0.572 0.572 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-9 OMIT Software copyright 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 D Only 0.954 0.954 +D+S 1.829 1.829 +D+0.750S 1.610 1.610 +0.601) 0.572 0.572 S Only 0.875 0.875 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-10 CONT. CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.144) S(0.2) D(0.144) S(0.2) D(0.12) S(0.2) W14x68 Span = 9.0 ft F� W 14x68 Span = 23.0 ft Z W 14x68 TTSpan = 3.50 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.069: 1 Maximum Shear Stress Ratio = 0.047 : 1 Section used for this span W14x68 Section used for this span W14x68 Ma: Applied 19.900 k-ft Va : Applied 5.50 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +D+S Load Combination +D+S Location of maximum on span 9.000ft Location of maximum on span 9.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.031 in Ratio = 8,904>=360 Max Upward Transient Deflection -0.016 in Ratio = 5,385 >=360 Max Downward Total Deflection 0.064 in Ratio = 4304 >=180 Max Upward Total Deflection -0.032 in Ratio = 2590 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 9.00 ft 1 0.036 0.024 -10.27 10.27 479.17 286.93 1.00 1.00 2.83 174.30 116.20 Dsgn. L = 23.00 ft 2 0.036 0.024 8.68 -10.27 10.27 479.17 286.93 1.00 1.00 2.83 174.30 116.20 Dsgn. L = 3.50 ft 3 0.004 0.006 -1.15 1.15 479.17 286.93 1.00 1.00 0.66 174.30 116.20 +D+S Dsgn. L = 9.00 ft 1 0.069 0.047 -19.90 19.90 479.17 286.93 1.00 1.00 5.50 174.30 116.20 Dsgn. L = 23.00 ft 2 0.069 0.047 16.81 -19.90 19.90 479.17 286.93 1.00 1.00 5.50 174.30 116.20 Dsgn. L = 3.50 ft 3 0.008 0.012 -2.38 2.38 479.17 286.93 1.00 1.00 1.36 174.30 116.20 +D+0.750S Dsgn. L = 9.00 ft 1 0.061 0.042 -17.49 17.49 479.17 286.93 1.00 1.00 4.83 174.30 116.20 Dsgn. L = 23.00 ft 2 0.061 0.042 14.78 -17.49 17.49 479.17 286.93 1.00 1.00 4.83 174.30 116.20 Dsgn. L = 3.50 ft 3 0.007 0.010 -2.07 2.07 479.17 286.93 1.00 1.00 1.18 174.30 116.20 +0.60D Dsgn. L = 9.00 ft 1 0.021 0.015 -6.16 6.16 479.17 286.93 1.00 1.00 1.70 174.30 116.20 Dsgn. L = 23.00 ft 2 0.021 0.015 5.21 -6.16 6.16 479.17 286.93 1.00 1.00 1.70 174.30 116.20 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-10 CONT. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.50 ft 3 0.002 0.003 -0.69 0.69 479.17 286.93 1.00 1.00 0.39 174.30 116.20 +1.140D Dsgn. L = 9.00 ft 1 0.041 0.028 -11.70 11.70 479.17 286.93 1.00 1.00 3.23 174.30 116.20 Dsgn. L = 23.00 ft 2 0.041 0.028 9.90 -11.70 11.70 479.17 286.93 1.00 1.00 3.23 174.30 116.20 Dsgn. L = 3.50 ft 3 0.005 0.006 -1.31 1.31 479.17 286.93 1.00 1.00 0.75 174.30 116.20 +1.105D+0.750S Dsgn. L = 9.00 ft 1 0.065 0.044 -18.57 18.57 479.17 286.93 1.00 1.00 5.13 174.30 116.20 Dsgn. L = 23.00 ft 2 0.065 0.044 15.69 -18.57 18.57 479.17 286.93 1.00 1.00 5.13 174.30 116.20 Dsgn. L = 3.50 ft 3 0.008 0.011 -2.19 2.19 479.17 286.93 1.00 1.00 1.25 174.30 116.20 +0.460D Dsgn. L = 9.00 ft 1 0.016 0.011 -4.72 4.72 479.17 286.93 1.00 1.00 1.30 174.30 116.20 Dsgn. L = 23.00 ft 2 0.016 0.011 3.99 -4.72 4.72 479.17 286.93 1.00 1.00 1.30 174.30 116.20 Dsgn. L = 3.50 ft 3 0.002 0.003 -0.53 0.53 479.17 286.93 1.00 1.00 0.30 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.0058 5.580 +D+S 2 0.0641 12.573 0.0000 5.580 3 0.0000 12.573 +D+S -0.0324 3.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -0.357 9.565 5.334 Overall MINimum -0.112 2.957 1.620 D Only -0.187 4.929 2.700 +D+S -0.357 9.565 5.334 +D+0.750S -0.315 8.406 4.675 +0.60D -0.112 2.957 1.620 S Only -0.171 4.636 2.634 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-11 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.171) S(0.2375) D(0.171) S(0.2375) W 1 Ox45 Span = 3.250 fi W 1 Ox45 Span = 20.750 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 9.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 9.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.170 : 1 Maximum Shear Stress Ratio = 0.068: 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 23.225 k-ft Va : Applied 4.820 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.624ft Location of maximum on span 3.250 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.130 in Ratio = 1,908>=360 Max Upward Transient Deflection -0.061 in Ratio = 1,269 >=360 Max Downward Total Deflection 0.249 in Ratio = 1000 >=180 Max Upward Total Deflection -0.117 in Ratio = 665 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 3.25 ft 1 0.008 0.032 -1.14 1.14 228.75 136.98 1.00 1.00 2.30 106.05 70.70 Dsgn. L = 20.75 ft 2 0.081 0.032 11.06 -1.14 11.06 228.75 136.98 1.00 1.00 2.30 106.05 70.70 +D+S Dsgn. L = 3.25 ft 1 0.017 0.068 -2.40 2.40 228.75 136.98 1.00 1.00 4.82 106.05 70.70 Dsgn. L = 20.75 ft 2 0.170 0.068 23.22 -2.40 23.22 228.75 136.98 1.00 1.00 4.82 106.05 70.70 +D+0.750S Dsgn. L = 3.25 ft 1 0.015 0.059 -2.08 2.08 228.75 136.98 1.00 1.00 4.19 106.05 70.70 Dsgn. L = 20.75 ft 2 0.147 0.059 20.18 -2.08 20.18 228.75 136.98 1.00 1.00 4.19 106.05 70.70 +0.60D Dsgn. L = 3.25 ft 1 0.005 0.019 -0.68 0.68 228.75 136.98 1.00 1.00 1.38 106.05 70.70 Dsgn. L = 20.75 ft 2 0.048 0.019 6.64 -0.68 6.64 228.75 136.98 1.00 1.00 1.38 106.05 70.70 +1.140D Dsgn. L = 3.25 ft 1 0.009 0.037 -1.30 1.30 228.75 136.98 1.00 1.00 2.62 106.05 70.70 Dsgn. L = 20.75 ft 2 0.092 0.037 12.61 -1.30 12.61 228.75 136.98 1.00 1.00 2.62 106.05 70.70 +1.105D+0.750S Dsgn. L = 3.25 ft 1 0.016 0.063 -2.20 2.20 228.75 136.98 1.00 1.00 4.43 106.05 70.70 Dsgn. L = 20.75 ft 2 0.156 0.063 21.35 -2.20 21.35 228.75 136.98 1.00 1.00 4.43 106.05 70.70 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-11 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.25 ft 1 0.004 0.015 -0.52 0.52 228.75 136.98 1.00 1.00 1.06 106.05 70.70 Dsgn. L = 20.75 ft 2 0.037 0.015 5.09 -0.52 5.09 228.75 136.98 1.00 1.00 1.06 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.1174 0.000 +D+S 2 0.2491 10.541 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 6.294 4.590 Overall MINimum 1.799 1.312 D Only 2.998 2.186 +D+S 6.294 4.590 +D+0.750S 5.470 3.989 +0.60D 1.799 1.312 S Only 3.296 2.404 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-12 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 1 Ox45 Span = 12.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 9.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.067 : 1 Maximum Shear Stress Ratio = 0.041 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma: Applied 9.215 k-ft Va : Applied 2.891 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+S Load Combination +D+S Location of maximum on span 6.375ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 7,756>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.038 in Ratio = 4062 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 12.75 ft 1 0.032 0.019 4.39 4.39 228.75 136.98 1.00 1.00 1.38 106.05 70.70 +D+S Dsgn. L = 12.75 ft 1 0.067 0.041 9.22 9.22 228.75 136.98 1.00 1.00 2.89 106.05 70.70 +D+0.750S Dsgn. L = 12.75 ft 1 0.058 0.036 8.01 8.01 228.75 136.98 1.00 1.00 2.51 106.05 70.70 +0.60D Dsgn. L = 12.75 ft 1 0.019 0.012 2.63 2.63 228.75 136.98 1.00 1.00 0.83 106.05 70.70 +1.140D Dsgn. L = 12.75 ft 1 0.037 0.022 5.00 5.00 228.75 136.98 1.00 1.00 1.57 106.05 70.70 +1.105D+0.750S Dsgn. L = 12.75 ft 1 0.062 0.038 8.47 8.47 228.75 136.98 1.00 1.00 2.66 106.05 70.70 +0.460D Dsgn. L = 12.75 ft 1 0.015 0.009 2.02 2.02 228.75 136.98 1.00 1.00 0.63 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0377 6.411 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.891 2.891 Overall MINimum 0.826 0.826 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-12 Software copyright 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 D Only 1.377 1.377 +D+S 2.891 2.891 +D+0.750S 2.513 2.513 +0.601) 0.826 0.826 S Only 1.514 1.514 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-13 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.198) S(0.275) D(0.198) S(0.275) W 1 Ox45 Span = 3.250 ft W 1 Ox45 Span = 14.250 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.086 : 1 Maximum Shear Stress Ratio = 0.055 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 11.816 k-ft Va : Applied 3.883 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+S Load Combination +D+S Location of maximum on span 7.524ft Location of maximum on span 3.250 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.031 in Ratio = 5,473>=360 Max Upward Transient Deflection -0.020 in Ratio = 3,983 >=360 Max Downward Total Deflection 0.059 in Ratio = 2906 >=180 Max Upward Total Deflection -0.037 in Ratio = 2115 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 3.25 ft 1 0.009 0.026 -1.28 1.28 228.75 136.98 1.00 1.00 1.82 106.05 70.70 Dsgn. L = 14.25 ft 2 0.040 0.026 5.54 -1.28 5.54 228.75 136.98 1.00 1.00 1.82 106.05 70.70 +D+S Dsgn. L = 3.25 ft 1 0.020 0.055 -2.74 2.74 228.75 136.98 1.00 1.00 3.88 106.05 70.70 Dsgn. L = 14.25 ft 2 0.086 0.055 11.82 -2.74 11.82 228.75 136.98 1.00 1.00 3.88 106.05 70.70 +D+0.750S Dsgn. L = 3.25 ft 1 0.017 0.048 -2.37 2.37 228.75 136.98 1.00 1.00 3.37 106.05 70.70 Dsgn. L = 14.25 ft 2 0.075 0.048 10.25 -2.37 10.25 228.75 136.98 1.00 1.00 3.37 106.05 70.70 +0.60D Dsgn. L = 3.25 ft 1 0.006 0.015 -0.77 0.77 228.75 136.98 1.00 1.00 1.09 106.05 70.70 Dsgn. L = 14.25 ft 2 0.024 0.015 3.33 -0.77 3.33 228.75 136.98 1.00 1.00 1.09 106.05 70.70 +1.140D Dsgn. L = 3.25 ft 1 0.011 0.029 -1.46 1.46 228.75 136.98 1.00 1.00 2.08 106.05 70.70 Dsgn. L = 14.25 ft 2 0.046 0.029 6.32 -1.46 6.32 228.75 136.98 1.00 1.00 2.08 106.05 70.70 +1.105D+0.750S Dsgn. L = 3.25 ft 1 0.018 0.050 -2.51 2.51 228.75 136.98 1.00 1.00 3.56 106.05 70.70 Dsgn. L = 14.25 ft 2 0.079 0.050 10.83 -2.51 10.83 228.75 136.98 1.00 1.00 3.56 106.05 70.70 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-13 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.25 ft 1 0.004 0.012 -0.59 0.59 228.75 136.98 1.00 1.00 0.84 106.05 70.70 Dsgn. L = 14.25 ft 2 0.019 0.012 2.55 -0.59 2.55 228.75 136.98 1.00 1.00 0.84 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.0369 0.000 +D+S 2 0.0588 7.296 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.566 3.499 Overall MINimum 1.567 0.985 D Only 2.611 1.641 +D+S 5.566 3.499 +D+0.750S 4.827 3.034 +0.60D 1.567 0.985 S Only 2.955 1.857 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-14 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.198) S(O.275) D(0.198) S(O.275) W 1 Ox45 Span = 11 .250 ft W 1 Ox45 Span = 8.250 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.048: 1 Maximum Shear Stress Ratio = 0.050 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 6.592 k-ft Va : Applied 3.50 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+S Load Combination +D+S Location of maximum on span 11.250ft Location of maximum on span 11.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 18,483>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.014 in Ratio = 9812 >=180 Max Upward Total Deflection -0.001 in Ratio = 122416 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 11.25 ft 1 0.023 0.023 2.45 -3.09 3.09 228.75 136.98 1.00 1.00 1.64 106.05 70.70 Dsgn. L = 8.25 ft 2 0.023 0.019 0.81 -3.09 3.09 228.75 136.98 1.00 1.00 1.38 106.05 70.70 +D+S Dsgn. L = 11.25 ft 1 0.048 0.050 5.23 -6.59 6.59 228.75 136.98 1.00 1.00 3.50 106.05 70.70 Dsgn. L = 8.25 ft 2 0.048 0.042 1.73 -6.59 6.59 228.75 136.98 1.00 1.00 2.94 106.05 70.70 +D+0.750S Dsgn. L = 11.25 ft 1 0.042 0.043 4.54 -5.72 5.72 228.75 136.98 1.00 1.00 3.04 106.05 70.70 Dsgn. L = 8.25 ft 2 0.042 0.036 1.50 -5.72 5.72 228.75 136.98 1.00 1.00 2.55 106.05 70.70 +0.60D Dsgn. L = 11.25 ft 1 0.014 0.014 1.47 -1.86 1.86 228.75 136.98 1.00 1.00 0.99 106.05 70.70 Dsgn. L = 8.25 ft 2 0.014 0.012 0.49 -1.86 1.86 228.75 136.98 1.00 1.00 0.83 106.05 70.70 +1.140D Dsgn. L = 11.25 ft 1 0.026 0.026 2.80 -3.53 3.53 228.75 136.98 1.00 1.00 1.87 106.05 70.70 Dsgn. L = 8.25 ft 2 0.026 0.022 0.92 -3.53 3.53 228.75 136.98 1.00 1.00 1.57 106.05 70.70 +1.105D+0.750S Dsgn. L = 11.25 ft 1 0.044 0.045 4.79 -6.04 6.04 228.75 136.98 1.00 1.00 3.21 106.05 70.70 Dsgn. L = 8.25 ft 2 0.044 0.038 1.58 -6.04 6.04 228.75 136.98 1.00 1.00 2.69 106.05 70.70 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-14 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 11.25 ft 1 0.010 0.011 1.13 -1.42 1.42 228.75 136.98 1.00 1.00 0.76 106.05 70.70 Dsgn. L = 8.25 ft 2 0.010 0.009 0.37 -1.42 1.42 228.75 136.98 1.00 1.00 0.63 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0138 5.040 0.0000 0.000 +D+S 2 0.0012 5.643 +D+S -0.0008 1.221 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.328 6.436 1.338 Overall MINimum 0.655 1.811 0.377 D Only 1.092 3.019 0.628 +D+S 2.328 6.436 1.338 +D+0.750S 2.019 5.581 1.160 +0.60D 0.655 1.811 0.377 S Only 1.236 3.417 0.710 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-15 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.117) S(O.1625) D(O.117) S(O.1625) b b b b b b b b b W 1 Ox30 W 1 Ox30 Span = 8.0 ft Span = 13.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.055: 1 Maximum Shear Stress Ratio = 0.038: 1 Section used for this span W10x30 Section used for this span W10x30 Ma : Applied 4.991 k-ft Va : Applied 2.396 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+S Load Combination +D+S Location of maximum on span 8.000ft Location of maximum on span 8.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio = 13,360>=360 Max Upward Transient Deflection -0.001 in Ratio = 91,405 >=360 Max Downward Total Deflection 0.022 in Ratio = 7015 >=180 Max Upward Total Deflection -0.002 in Ratio = 47992 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 8.00 ft 1 0.026 0.018 0.29 -2.37 2.37 152.50 91.32 1.00 1.00 1.14 94.50 63.00 Dsgn. L = 13.00 ft 2 0.026 0.018 2.03 -2.37 2.37 152.50 91.32 1.00 1.00 1.14 94.50 63.00 +D+S Dsgn. L = 8.00 ft 1 0.055 0.038 0.61 -4.99 4.99 152.50 91.32 1.00 1.00 2.40 94.50 63.00 Dsgn. L = 13.00 ft 2 0.055 0.038 4.28 -4.99 4.99 152.50 91.32 1.00 1.00 2.40 94.50 63.00 +D+0.750S Dsgn. L = 8.00 ft 1 0.047 0.033 0.53 -4.34 4.34 152.50 91.32 1.00 1.00 2.08 94.50 63.00 Dsgn. L = 13.00 ft 2 0.047 0.033 3.72 -4.34 4.34 152.50 91.32 1.00 1.00 2.08 94.50 63.00 +0.60D Dsgn. L = 8.00 ft 1 0.016 0.011 0.17 -1.42 1.42 152.50 91.32 1.00 1.00 0.68 94.50 63.00 Dsgn. L = 13.00 ft 2 0.016 0.011 1.22 -1.42 1.42 152.50 91.32 1.00 1.00 0.68 94.50 63.00 +1.140D Dsgn. L = 8.00 ft 1 0.030 0.021 0.33 -2.70 2.70 152.50 91.32 1.00 1.00 1.30 94.50 63.00 Dsgn. L = 13.00 ft 2 0.030 0.021 2.32 -2.70 2.70 152.50 91.32 1.00 1.00 1.30 94.50 63.00 +1.105D+0.750S Dsgn. L = 8.00 ft 1 0.050 0.035 0.56 -4.58 4.58 152.50 91.32 1.00 1.00 2.20 94.50 63.00 Dsgn. L = 13.00 ft 2 0.050 0.035 3.93 -4.58 4.58 152.50 91.32 1.00 1.00 2.20 94.50 63.00 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 2-15 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 8.00 ft 1 0.012 0.008 0.13 -1.09 1.09 152.50 91.32 1.00 1.00 0.52 94.50 63.00 Dsgn. L = 13.00 ft 2 0.012 0.008 0.94 -1.09 1.09 152.50 91.32 1.00 1.00 0.52 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.0020 5.984 +D+S 2 0.0222 7.176 0.0000 5.984 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.614 4.257 1.628 Overall MINimum 0.175 1.213 0.464 D Only 0.292 2.022 0.773 +D+S 0.614 4.257 1.628 +D+0.750S 0.534 3.699 1.414 +0.60D 0.175 1.213 0.464 S Only 0.322 2.235 0.855 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-16 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 1 Ox30 Span = 13.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.074 : 1 Maximum Shear Stress Ratio = 0.033 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma: Applied 6.792 k-ft Va : Applied 2.050 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+S Load Combination +D+S Location of maximum on span 6.625ft 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 0.023 in Ratio = 6,924>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.044 in Ratio = 3635 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 13.25 ft 1 0.035 0.015 3.23 3.23 152.50 91.32 1.00 1.00 0.97 94.50 63.00 +D+S Dsgn. L = 13.25 ft 1 0.074 0.033 6.79 6.79 152.50 91.32 1.00 1.00 2.05 94.50 63.00 +D+0.750S Dsgn. L = 13.25 ft 1 0.065 0.028 5.90 5.90 152.50 91.32 1.00 1.00 1.78 94.50 63.00 +0.60D Dsgn. L = 13.25 ft 1 0.021 0.009 1.94 1.94 152.50 91.32 1.00 1.00 0.58 94.50 63.00 +1.140D Dsgn. L = 13.25 ft 1 0.040 0.018 3.68 3.68 152.50 91.32 1.00 1.00 1.11 94.50 63.00 +1.105D+0.750S Dsgn. L = 13.25 ft 1 0.068 0.030 6.24 6.24 152.50 91.32 1.00 1.00 1.88 94.50 63.00 +0.460D Dsgn. L = 13.25 ft 1 0.016 0.007 1.48 1.48 152.50 91.32 1.00 1.00 0.45 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0437 6.663 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.050 2.050 Overall MINimum 0.584 0.584 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-16 Software copyright 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 D Only 0.974 0.974 +D+S 2.050 2.050 +D+0.750S 1.781 1.781 +0.601) 0.584 0.584 S Only 1.077 1.077 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-17 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 14x74 Span - 26.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.024: 1 Maximum Shear Stress Ratio = 0.009 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 7.546 k-ft Va : Applied 1.128 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.140D Load Combination +1.140D Location of maximum on span 13.375ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.037 in Ratio = 8641 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.75 ft 1 0.021 0.008 6.62 6.62 525.00 314.37 1.00 1.00 0.99 191.70 127.80 +0.60D Dsgn. L = 26.75 ft 1 0.013 0.005 3.97 3.97 525.00 314.37 1.00 1.00 0.59 191.70 127.80 +1.140D Dsgn. L = 26.75 ft 1 0.024 0.009 7.55 7.55 525.00 314.37 1.00 1.00 1.13 191.70 127.80 +1.105D Dsgn. L = 26.75 ft 1 0.023 0.009 7.31 7.31 525.00 314.37 1.00 1.00 1.09 191.70 127.80 +0.460D Dsgn. L = 26.75 ft 1 0.010 0.004 3.04 3.04 525.00 314.37 1.00 1.00 0.46 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0371 13.451 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.990 0.990 Overall MINimum 0.594 0.594 D Only 0.990 0.990 +0.60D 0.594 0.594 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-22 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.243) S(O.3375) W 14x74 Span = 26.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width =13.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.186 : 1 Maximum Shear Stress Ratio = 0.068 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 58.542 k-ft Va : Applied 8.754 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+S Load Combination +D+S Location of maximum on span 13.375ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.169 in Ratio = 1,894>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.329 in Ratio = 977 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.75 ft 1 0.090 0.033 28.35 28.35 525.00 314.37 1.00 1.00 4.24 191.70 127.80 +D+S Dsgn. L = 26.75 ft 1 0.186 0.068 58.54 58.54 525.00 314.37 1.00 1.00 8.75 191.70 127.80 +D+0.750S Dsgn. L = 26.75 ft 1 0.162 0.060 51.00 51.00 525.00 314.37 1.00 1.00 7.63 191.70 127.80 +0.60D Dsgn. L = 26.75 ft 1 0.054 0.020 17.01 17.01 525.00 314.37 1.00 1.00 2.54 191.70 127.80 +1.140D Dsgn. L = 26.75 ft 1 0.103 0.038 32.32 32.32 525.00 314.37 1.00 1.00 4.83 191.70 127.80 +1.105D+0.750S Dsgn. L = 26.75 ft 1 0.172 0.063 53.97 53.97 525.00 314.37 1.00 1.00 8.07 191.70 127.80 +0.460D Dsgn. L = 26.75 ft 1 0.041 0.015 13.04 13.04 525.00 314.37 1.00 1.00 1.95 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3286 13.451 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.754 8.754 Overall MINimum 2.544 2.544 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-22 Software copyright 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 D Only 4.240 4.240 +D+S 8.754 8.754 +D+0.750S 7.625 7.625 +0.601) 2.544 2.544 S Only 4.514 4.514 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-24 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.02) L(0.06) S(0.025) 2x10 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7101 Maximum Shear Stress Ratio = 0.288 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 807.83psi fv: Actual = 51.89 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.178 in Ratio = 809>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.248 in Ratio = 579 >=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 F'v D Only 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.197 0.080 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.36 201.96 1024.65 0.12 12.97 162.00 +D+L 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.710 0.288 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.44 807.83 1138.50 0.48 51.89 180.00 +D+S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.347 0.141 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.81 454.40 1309.28 0.27 29.19 207.00 +D+0.750L 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.461 0.187 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.17 656.36 1423.13 0.39 42.16 225.00 +D+0.750L+0.750S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.646 0.262 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.51 845.70 1309.28 0.50 54.32 207.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.067 0.027 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.22 121.17 1821.60 0.07 7.78 288.00 +1.140D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.126 0.051 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.41 230.23 1821.60 0.14 14.79 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File: 210921_enercalc trib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-24 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L M Moment Values fb Pb Shear Values V fv F'v Lengtn=lz.utt 7 U.4tb U.IyM 1.t5U 1.1UU 1.uu 1.15 1.uu 1.uu 1.UU 1.55 866.90 1821.60 0.52 55.69 288.00 +0.460D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.051 0.021 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.17 92.90 1821.60 0.06 5.97 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Deff Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.2483 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.503 0.503 Overall MINimum 0.150 0.150 D Only 0.120 0.120 +D+L 0.480 0.480 +D+S 0.270 0.270 +D+0.750L+0.750S 0.503 0.503 +D+0.750L 0.390 0.390 +0.60D 0.072 0.072 L Only 0.360 0.360 S Only 0.150 0.150 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-25 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01995)S(0.03325) W(0.0798) 2x12 Span = 16.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250, W = 0.060 ksf, Tributary Width =1.330 ft, (ROOF DECK) Maximum Bending Stress Ratio = 0.746 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 1,074.67psi fv: Actual = 60.15 psi Fb: Allowable = 1,440.00psi Fv: Allowable = 288.00 psi Load Combination +D+0.750S+0.450W Load Combination +D+0.750S+0.450W Location of maximum on span = 8.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.499 in Ratio = 402>=360 Max Upward Transient Deflection -0.499 in Ratio = 402>=360 Max Downward Total Deflection 0.424 in Ratio = 473 >=240 Max Upward Total Deflection -0.225 in Ratio = 894>=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=16.750 ft 1 0.328 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.70 265.35 810.00 0.17 14.85 162.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.684 0.191 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.87 707.60 1035.00 0.45 39.60 207.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.577 0.161 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.57 597.04 1035.00 0.38 33.42 207.00 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.627 0.175 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.38 902.19 1440.00 0.57 50.50 288.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.258 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 371.49 1440.00 0.23 20.79 288.00 +D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.516 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 742.98 1440.00 0.47 41.58 288.00 +D-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.147 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.56 212.28 1440.00 0.13 11.88 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File: 210827_enercalc trib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-25 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb Length=16.750 ft 1 0.746 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.83 1,074.67 1440.00 +D+0.750S-0.45OW 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length=16.750 ft 1 0.083 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 119.41 1440.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length=16.750 ft 1 0.553 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 796.05 1440.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length=16.750 ft 1 0.332 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.26 477.63 1440.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length=16.750 ft 1 0.210 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 302.50 1440.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length=16.750 ft 1 0.434 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 624.90 1440.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length=16.750 ft 1 0.085 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 122.06 1440.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 1 0.0000 0.000 -W Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum -0.668 -0.668 Overall MINimum -0.668 -0.668 D Only 0.167 0.167 +D+S 0.446 0.446 +D+0.750S 0.376 0.376 +D+0.60W 0.568 0.568 +D-0.60W -0.234 -0.234 +D+0.450W 0.468 0.468 +D-0.450W -0.134 -0.134 +0.60D+0.60W 0.501 0.501 +0.60D-0.60W -0.301 -0.301 +0.60D 0.100 0.100 S Only 0.278 0.278 W Only 0.668 0.668 -W -0.668 -0.668 Shear Values V fv F'v 0.00 0.00 0.00 0.68 60.15 288.00 0.00 0.00 0.00 0.08 6.68 288.00 0.00 0.00 0.00 0.50 44.56 288.00 0.00 0.00 0.00 0.30 26.73 288.00 0.00 0.00 0.00 0.19 16.93 288.00 0.00 0.00 0.00 0.39 34.98 288.00 0.00 0.00 0.00 0.08 6.83 288.00 Max. "+" Defl Location in Span -0.4992 8.436 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-26 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2600 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2600 psi Ebend- xx 2000 ksi Fc - Prll 2510 psi Eminbend - xx 1016.535 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Ajh7 5.25x9.5 Span =26.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250, W = 0.060 ksf, Tributary Width =1.0 ft, (ROOF) Maximum Bending Stress Ratio = 0.18a 1 Maximum Shear Stress Ratio = 0.052 : 1 Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 fb: Actual = 780.06psi fv: Actual = 23.75 psi Fb: Allowable = 4,160.00psi Fv: Allowable = 456.00 psi Load Combination +D+0.750S+0.450W Load Combination +D+0.750S+0.450W Location of maximum on span = 13.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.827 in Ratio = 377>=360 Max Upward Transient Deflection -0.827 in Ratio = 377>=360 Max Downward Total Deflection 0.703 in Ratio = 443 >=240 Max Upward Total Deflection -0.372 in Ratio = 838>=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 = 26.0 ft 1 0.082 0.023 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.27 192.61 2340.00 0.20 5.86 256.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.172 0.048 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.38 513.62 2990.00 0.52 15.64 327.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.145 0.040 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.85 433.37 2990.00 0.44 13.20 327.75 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.157 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.31 654.87 4160.00 0.66 19.94 456.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.065 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 269.65 4160.00 0.27 8.21 456.00 +D+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.130 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.55 539.30 4160.00 0.55 16.42 456.00 +D-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.037 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 154.09 4160.00 0.16 4.69 456.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File: 210827_enercalc trib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-26 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 Pb V fv F'v +D+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.188 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.13 780.06 4160.00 0.79 23.75 456.00 +D+0.750S-0.45OW 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.021 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 86.67 4160.00 0.09 2.64 456.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.139 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.80 577.82 4160.00 0.59 17.59 456.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.083 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 346.69 4160.00 0.35 10.56 456.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.053 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 219.57 4160.00 0.22 6.69 456.00 +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 = 26.0 ft 1 0.109 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.98 453.59 4160.00 0.46 13.81 456.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.021 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 88.60 4160.00 0.09 2.70 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 -W -0.8271 13.095 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.780 -0.780 Overall MINimum -0.780 -0.780 D Only 0.195 0.195 +D+S 0.520 0.520 +D+0.750S 0.439 0.439 +D+0.60W 0.663 0.663 +D-0.60W -0.273 -0.273 +D+0.450W 0.546 0.546 +D-0.450W -0.156 -0.156 +0.60D+0.60W 0.585 0.585 +0.60D-0.60W -0.351 -0.351 +0.60D 0.117 0.117 S Only 0.325 0.325 W Only 0.780 0.780 -W -0.780 -0.780 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-27 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PrII 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(o.2) S(0.3) W(o.8) D 0.015 S 0.025 W 0.06 D 0.015 S 0.025 (0.06) 4x12 4x12 Span = 16.750 ft Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250, W = 0.060 ksf, Tributary Width =1.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250, W = 0.060 ksf, Tributary Width =1.0 ft, (ROOF) Point Load : D = 0.20, S = 0.30, W = 0.80 k @ 2.0 ft, (X 2-26) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1741 Maximum Shear Stress Ratio = 0.120 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 274.94psi fv: Actual = 34.53 psi Fb: Allowable = 1,584.00psi Fv: Allowable = 288.00 psi Load Combination +D+0.750S+0.450W Load Combination +D+0.750S+0.450W Location of maximum on span = 16.750ft Location of maximum on span = 16.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.084 in Ratio = 2398>=360 Max Upward Transient Deflection -0.084 in Ratio = 2398>=360 Max Downward Total Deflection 0.071 in Ratio = 2821 >=240 Max Upward Total Deflection -0.038 in Ratio = 5329>=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=16.750 ft 1 0.078 0.054 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.43 69.89 891.00 0.23 8.76 162.00 Length = 2.0 ft 2 0.078 0.054 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.43 69.89 891.00 0.23 8.76 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.154 0.107 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.08 175.54 1138.50 0.58 22.10 207.00 Length = 2.0 ft 2 0.154 0.107 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.08 175.54 1138.50 0.58 22.10 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.131 0.091 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.92 149.13 1138.50 0.49 18.76 207.00 Length = 2.0 ft 2 0.131 0.091 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.92 149.13 1138.50 0.49 18.76 207.00 +D+0.60W 1.100 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 File: 210827_enercalc trib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-27 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 Pb V fv F'v Length=16.750 ft 1 0.150 0.103 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.46 237.63 1584.00 0.78 29.79 288.00 Length = 2.0 ft 2 0.150 0.103 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.46 237.63 1584.00 0.78 29.79 288.00 +D-0.60W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.062 0.043 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.60 97.85 1584.00 0.32 12.27 288.00 Length = 2.0 ft 2 0.062 0.043 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.60 97.85 1584.00 0.32 12.27 288.00 +D+0.450W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.124 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.20 195.70 1584.00 0.64 24.53 288.00 Length = 2.0 ft 2 0.124 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.20 195.70 1584.00 0.64 24.53 288.00 +D-0.450W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.035 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.34 55.91 1584.00 0.18 7.01 288.00 Length = 2.0 ft 2 0.035 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.34 55.91 1584.00 0.18 7.01 288.00 +D+0.750S+0.450W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.174 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.69 274.94 1584.00 0.91 34.53 288.00 Length = 2.0 ft 2 0.174 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.69 274.94 1584.00 0.91 34.53 288.00 +D+0.750S-0.45OW 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.017 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 27.70 1584.00 0.08 2.99 288.00 Length = 2.0 ft 2 0.015 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 23.32 1584.00 0.08 2.99 288.00 +0.60D+0.60W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.132 0.091 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 209.68 1584.00 0.69 26.29 288.00 Length = 2.0 ft 2 0.132 0.091 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 209.68 1584.00 0.69 26.29 288.00 +0.60D-0.60W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.079 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.77 125.81 1584.00 0.41 15.77 288.00 Length = 2.0 ft 2 0.079 0.055 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.77 125.81 1584.00 0.41 15.77 288.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.050 0.035 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 79.68 1584.00 0.26 9.99 288.00 Length = 2.0 ft 2 0.050 0.035 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 79.68 1584.00 0.26 9.99 288.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.099 0.068 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.96 156.47 1584.00 0.52 19.68 288.00 Length = 2.0 ft 2 0.099 0.068 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.96 156.47 1584.00 0.52 19.68 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.020 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 32.15 1584.00 0.11 4.03 288.00 Length = 2.0 ft 2 0.020 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 32.15 1584.00 0.11 4.03 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 -W -0.0838 7.486 -W 2 0.0046 1.430 +D+S -0.0057 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.400 -1.525 Overall MINimum -0.400 -1.525 D Only 0.100 0.381 +D+S 0.271 0.979 +D+0.750S 0.228 0.830 +D+0.60W 0.340 1.296 +D-0.60W -0.140 -0.534 +D+0.450W 0.280 1.068 +D-0.450W -0.080 -0.305 +0.60D+0.60W 0.300 1.144 +0.60D-0.60W -0.180 -0.686 +0.60D 0.060 0.229 S Only 0.171 0.598 W Only 0.400 1.525 -W -0.400 -1.525 Project Title: Engineer: Project ID: Project Descr: Wood Beam rI1C. L I VOL/_CIICIVGIU IIIU_L I VLVO_JL I VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I . I Ion 01 Rlj 1 [�1 6y DESCRIPTION: 2-28 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2600 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2600 psi Ebend- xx 2000 ksi Fc - PrII 2510 psi Eminbend - xx 1016.535 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.4)��:�51(�3z1125) W(-0.51 D(0.015) S(0.025) W(-0.06 12 5.25x11.25 5.25x11.25 *5x11.25 Span = 4.250 ft Span = 16.750 ft Sr = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250, W = -0.060 ksf, Tributary Width = 8.50 ft, (ROOF) Point Load : D = 0.40, S = 0.60, W = -1.530 k @ 0.0 ft, (X 2-27) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250, W = -0.060 ksf, Tributary Width = 1.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0150, S = 0.0250, W = -0.060 ksf, Tributary Width = 8.50 ft, (ROOF) Point Load : D = 0.40, S = 0.60, W = -1.530 k @ 2.0 ft, (X 2-27) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2921 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 1,213.86psi fv: Actual = 94.81 psi Fb: Allowable = 4,160.00psi Fv: Allowable = 456.00 psi Load Combination +D+0.750S-0.45OW Load Combination +D+0.750S-0.45OW Location of maximum on span = 4.250ft Location of maximum on span = 4.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.447 in Ratio = 228 <360 Max Upward Transient Deflection -0.447 in Ratio = 228 <360 Max Downward Total Deflection 0.384 in Ratio = 264>=240 Max Upward Total Deflection -0.199 in Ratio = 512>=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 = 4.250 ft 1 0.132 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.85 308.99 2340.00 0.94 23.92 256.50 Length=16.750 ft 2 0.132 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.85 308.99 2340.00 0.66 23.92 256.50 Length = 2.0 ft 3 0.049 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.06 114.32 2340.00 0.66 23.92 256.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.265 0.189 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.32 793.26 2990.00 2.45 62.10 327.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam File: 210827_enercalc trib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-28 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length=16.750 ft 2 0.265 0.189 1.15 1.000 Length = 2.0 ft 3 0.097 0.189 1.15 1.000 +D+0.750S 1.000 Length = 4.250 ft 1 0.225 0.160 1.15 1.000 Length=16.750 ft 2 0.225 0.160 1.15 1.000 Length = 2.0 ft 3 0.082 0.160 1.15 1.000 +D+0.60W 1.000 Length = 4.250 ft 1 0.099 0.071 1.60 1.000 Length=16.750 ft 2 0.099 0.071 1.60 1.000 Length = 2.0 ft 3 0.036 0.071 1.60 1.000 +D-0.60W 1.000 Length = 4.250 ft 1 0.248 0.176 1.60 1.000 Length=16.750 ft 2 0.248 0.176 1.60 1.000 Length = 2.0 ft 3 0.091 0.176 1.60 1.000 +D+0.450W 1.000 Length = 4.250 ft 1 0.056 0.040 1.60 1.000 Length=16.750 ft 2 0.056 0.040 1.60 1.000 Length = 2.0 ft 3 0.020 0.040 1.60 1.000 +D-0.450W 1.000 Length = 4.250 ft 1 0.204 0.145 1.60 1.000 Length=16.750 ft 2 0.204 0.145 1.60 1.000 Length = 2.0 ft 3 0.075 0.145 1.60 1.000 +D+0.750S+0.450W 1.000 Length = 4.250 ft 1 0.031 0.023 1.60 1.000 Length=16.750 ft 2 0.031 0.023 1.60 1.000 Length = 2.0 ft 3 0.011 0.023 1.60 1.000 +D+0.750S-0.45OW 1.000 Length = 4.250 ft 1 0.292 0.208 1.60 1.000 Length=16.750 ft 2 0.292 0.208 1.60 1.000 Length = 2.0 ft 3 0.107 0.208 1.60 1.000 +0.60D+0.60W 1.000 Length = 4.250 ft 1 0.129 0.092 1.60 1.000 Length=16.750 ft 2 0.129 0.092 1.60 1.000 Length = 2.0 ft 3 0.047 0.092 1.60 1.000 +0.60D-0.60W 1.000 Length = 4.250 ft 1 0.218 0.155 1.60 1.000 Length=16.750 ft 2 0.218 0.155 1.60 1.000 Length = 2.0 ft 3 0.080 0.155 1.60 1.000 +1.140D 1.000 Length = 4.250 ft 1 0.085 0.060 1.60 1.000 Length=16.750 ft 2 0.085 0.060 1.60 1.000 Length = 2.0 ft 3 0.031 0.060 1.60 1.000 +1.105D+0.750S 1.000 Length = 4.250 ft 1 0.169 0.121 1.60 1.000 Length=16.750 ft 2 0.169 0.121 1.60 1.000 Length = 2.0 ft 3 0.062 0.121 1.60 1.000 +0.460D 1.000 Length = 4.250 ft 1 0.034 0.024 1.60 1.000 Length=16.750 ft 2 0.034 0.024 1.60 1.000 Length = 2.0 ft 3 0.013 0.024 1.60 1.000 Overall Maximum Deflections Moment Values M fb Pb Shear Values V fv F'v 1.00 1.00 1.00 1.00 1.00 7.32 793.26 2990.00 1.68 62.10 327.75 1.00 1.00 1.00 1.00 1.00 2.68 290.40 2990.00 1.68 62.10 327.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.20 672.19 2990.00 2.07 52.55 327.75 1.00 1.00 1.00 1.00 1.00 6.20 672.19 2990.00 1.42 52.55 327.75 1.00 1.00 1.00 1.00 1.00 2.27 246.38 2990.00 1.42 52.55 327.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.81 413.24 4160.00 1.28 32.42 456.00 1.00 1.00 1.00 1.00 1.00 3.81 413.24 4160.00 0.88 32.42 456.00 1.00 1.00 1.00 1.00 1.00 1.39 150.95 4160.00 0.88 32.42 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.52 1,031.21 4160.00 3.16 80.26 456.00 1.00 1.00 1.00 1.00 1.00 9.52 1,031.21 4160.00 2.19 80.26 456.00 1.00 1.00 1.00 1.00 1.00 3.50 379.58 4160.00 2.19 80.26 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.15 232.68 4160.00 0.72 18.34 456.00 1.00 1.00 1.00 1.00 1.00 2.15 232.68 4160.00 0.49 18.34 456.00 1.00 1.00 1.00 1.00 1.00 0.78 84.63 4160.00 0.49 18.34 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 7.85 850.65 4160.00 2.61 66.18 456.00 1.00 1.00 1.00 1.00 1.00 7.85 850.65 4160.00 1.80 66.18 456.00 1.00 1.00 1.00 1.00 1.00 2.89 313.27 4160.00 1.80 66.18 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.20 130.52 4160.00 0.41 10.29 456.00 1.00 1.00 1.00 1.00 1.00 1.20 130.52 4160.00 0.28 10.29 456.00 1.00 1.00 1.00 1.00 1.00 0.44 47.43 4160.00 0.28 10.29 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 11.20 1,213.86 4160.00 3.73 94.81 456.00 1.00 1.00 1.00 1.00 1.00 11.20 1,213.86 4160.00 2.57 94.81 456.00 1.00 1.00 1.00 1.00 1.00 4.11 445.33 4160.00 2.57 94.81 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.95 536.83 4160.00 1.65 41.99 456.00 1.00 1.00 1.00 1.00 1.00 4.95 536.83 4160.00 1.14 41.99 456.00 1.00 1.00 1.00 1.00 1.00 1.81 196.67 4160.00 1.14 41.99 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 8.38 907.62 4160.00 2.78 70.70 456.00 1.00 1.00 1.00 1.00 1.00 8.38 907.62 4160.00 1.92 70.70 456.00 1.00 1.00 1.00 1.00 1.00 3.08 333.86 4160.00 1.92 70.70 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.25 352.24 4160.00 1.07 27.27 456.00 1.00 1.00 1.00 1.00 1.00 3.25 352.24 4160.00 0.75 27.27 456.00 1.00 1.00 1.00 1.00 1.00 1.20 130.32 4160.00 0.75 27.27 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.50 704.64 4160.00 2.17 55.06 456.00 1.00 1.00 1.00 1.00 1.00 6.50 704.64 4160.00 1.49 55.06 456.00 1.00 1.00 1.00 1.00 1.00 2.38 258.39 4160.00 1.49 55.06 456.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.31 142.13 4160.00 0.43 11.00 456.00 1.00 1.00 1.00 1.00 1.00 1.31 142.13 4160.00 0.30 11.00 456.00 1.00 1.00 1.00 1.00 1.00 0.49 52.59 4160.00 0.30 11.00 456.00 Load Combination Span Max. "" Deft Location in Span Load Combination Max. "+" Deft Location in Span -W 1 0.4471 0.000 0.0000 0.000 2 0.0000 0.000 -W-0.2931 7.601 -W 3 0.1237 2.000 0.0000 7.601 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Project Title: Engineer: Project ID: Project Descr: Wood Beam FIIU. L I VOL/_CIIUIUdIU II IU_I I VLVO_JL I VJV I'EMU l Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-28 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 D Only 1.175 0.673 +D+S 3.057 1.738 +D+0.750S 2.586 1.472 +D+0.60W -1.597 -0.906 +D-0.60W 3.947 2.253 +D+0.450W -0.904 -0.511 +D-0.450W 3.254 1.858 +0.60D+0.60W -2.067 -1.176 +0.60D-0.60W 3.477 1.984 +0.60D 0.705 0.404 S Only 1.882 1.065 W Only -4.620 -2.633 -W 4.620 2.633 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 2-29 HSS3x2 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(0.126) S(O.175) W(-Dk"26) S(O.175) W(-0(4l)2126) S(0.175) W(-O.42) D(O.126) S(O.175) W(-0.42) HSS3x2x1 /4 Span = 1 -Oft led Loads H SS3x2x 1 /4 Span = 1.0 ft H SS3x2x 1 /4 Span = 1.0 ft HSS3x2x1 /4 Span = 3.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0180, S = 0.0250, W = -0.060 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, S = 0.0250, W = -0.060 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0180, S = 0.0250, W = -0.060 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 4 Uniform Load : D = 0.0180, S = 0.0250, W = -0.060 ksf, Tributary Width = 7.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.403: 1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span HSS3x2x1/4 Section used for this span HSS3x2x1/4 Ma: Applied 1.386 k-ft Va : Applied 1.879 k Mn / Omega: Allowable 3.443 k-ft Vn/Omega : Allowable 10.891 k Load Combination +D+S Load Combination +D+S Location of maximum on span 1.000ft Location of maximum on span 1.000 ft Span # where maximum occurs Span # 3 Span # where maximum occurs Span # 3 Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio = 551 >=360 Max Upward Transient Deflection -0.314 in Ratio = 229 <360 Max Downward Total Deflection 0.230 in Ratio = 313 >=180 Max Upward Total Deflection -0.128 in Ratio = 560 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn. L = 1.00 ft 1 0.015 0.024 0.00 -0.05 0.05 5.75 3.44 1.00 1.00 0.27 18.19 10.89 Dsgn. L = 1.00 ft 2 0.043 0.062 0.15 -0.05 0.15 5.75 3.44 1.00 1.00 0.68 18.19 10.89 Dsgn. L = 1.00 ft 3 0.174 0.075 0.15 -0.60 0.60 5.75 3.44 1.00 1.00 0.81 18.19 10.89 Dsgn. L = 3.00 ft 4 0.174 0.037 -0.60 0.60 5.75 3.44 1.00 1.00 0.40 18.19 10.89 +D+S Dsgn. L = 1.00 ft 1 0.036 0.057 0.00 -0.12 0.12 5.75 3.44 1.00 1.00 0.62 18.19 10.89 Dsgn. L = 1.00 ft 2 0.098 0.144 0.34 -0.12 0.34 5.75 3.44 1.00 1.00 1.57 18.19 10.89 Dsgn. L = 1.00 ft 3 0.403 0.173 0.34 -1.39 1.39 5.75 3.44 1.00 1.00 1.88 18.19 10.89 Dsgn. L = 3.00 ft 4 0.403 0.085 -1.39 1.39 5.75 3.44 1.00 1.00 0.92 18.19 10.89 +D+0.750S Project Title: Engineer: Project ID: Project Descr: Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-29 HSS3x2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 1.00 ft 1 0.031 0.049 0.00 -0.11 0.11 5.75 3.44 1.00 1.00 0.53 18.19 10.89 Dsgn. L = 1.00 ft 2 0.084 0.124 0.29 -0.11 0.29 5.75 3.44 1.00 1.00 1.35 18.19 10.89 Dsgn. L = 1.00 ft 3 0.346 0.148 0.29 -1.19 1.19 5.75 3.44 1.00 1.00 1.61 18.19 10.89 Dsgn. L = 3.00 ft 4 0.346 0.073 -1.19 1.19 5.75 3.44 1.00 1.00 0.79 18.19 10.89 +D+0.60W Dsgn. L = 1.00 ft 1 0.014 0.022 0.05 -0.00 0.05 5.75 3.44 1.00 1.00 0.24 18.19 10.89 Dsgn. L = 1.00 ft 2 0.038 0.056 0.05 -0.13 0.13 5.75 3.44 1.00 1.00 0.61 18.19 10.89 Dsgn. L = 1.00 ft 3 0.155 0.067 0.54 -0.13 0.54 5.75 3.44 1.00 1.00 0.73 18.19 10.89 Dsgn. L = 3.00 ft 4 0.155 0.033 0.54 0.54 5.75 3.44 1.00 1.00 0.36 18.19 10.89 +D+0.450W Dsgn. L = 1.00 ft 1 0.006 0.010 0.02 -0.00 0.02 5.75 3.44 1.00 1.00 0.11 18.19 10.89 Dsgn. L = 1.00 ft 2 0.018 0.026 0.02 -0.06 0.06 5.75 3.44 1.00 1.00 0.29 18.19 10.89 Dsgn. L = 1.00 ft 3 0.073 0.031 0.25 -0.06 0.25 5.75 3.44 1.00 1.00 0.34 18.19 10.89 Dsgn. L = 3.00 ft 4 0.073 0.015 0.25 0.25 5.75 3.44 1.00 1.00 0.17 18.19 10.89 +D+0.750S+0.450W Dsgn. L = 1.00 ft 1 0.009 0.014 0.00 -0.03 0.03 5.75 3.44 1.00 1.00 0.15 18.19 10.89 Dsgn. L = 1.00 ft 2 0.024 0.035 0.08 -0.03 0.08 5.75 3.44 1.00 1.00 0.38 18.19 10.89 Dsgn. L = 1.00 ft 3 0.098 0.042 0.08 -0.34 0.34 5.75 3.44 1.00 1.00 0.46 18.19 10.89 Dsgn. L = 3.00 ft 4 0.098 0.021 -0.34 0.34 5.75 3.44 1.00 1.00 0.23 18.19 10.89 +0.60D+0.60W Dsgn. L = 1.00 ft 1 0.020 0.032 0.07 -0.00 0.07 5.75 3.44 1.00 1.00 0.34 18.19 10.89 Dsgn. L = 1.00 ft 2 0.055 0.081 0.07 -0.19 0.19 5.75 3.44 1.00 1.00 0.88 18.19 10.89 Dsgn. L = 1.00 ft 3 0.225 0.096 0.77 -0.19 0.77 5.75 3.44 1.00 1.00 1.05 18.19 10.89 Dsgn. L = 3.00 ft 4 0.225 0.047 0.77 0.77 5.75 3.44 1.00 1.00 0.52 18.19 10.89 +1.140D Dsgn. L = 1.00 ft 1 0.018 0.028 0.00 -0.06 0.06 5.75 3.44 1.00 1.00 0.30 18.19 10.89 Dsgn. L = 1.00 ft 2 0.048 0.071 0.17 -0.06 0.17 5.75 3.44 1.00 1.00 0.77 18.19 10.89 Dsgn. L = 1.00 ft 3 0.198 0.085 0.17 -0.68 0.68 5.75 3.44 1.00 1.00 0.93 18.19 10.89 Dsgn. L = 3.00 ft 4 0.198 0.042 -0.68 0.68 5.75 3.44 1.00 1.00 0.46 18.19 10.89 +1.105D+0.750S Dsgn. L = 1.00 ft 1 0.032 0.051 0.00 -0.11 0.11 5.75 3.44 1.00 1.00 0.56 18.19 10.89 Dsgn. L = 1.00 ft 2 0.089 0.130 0.31 -0.11 0.31 5.75 3.44 1.00 1.00 1.42 18.19 10.89 Dsgn. L = 1.00 ft 3 0.364 0.156 0.31 -1.25 1.25 5.75 3.44 1.00 1.00 1.70 18.19 10.89 Dsgn. L = 3.00 ft 4 0.364 0.077 -1.25 1.25 5.75 3.44 1.00 1.00 0.84 18.19 10.89 +0.460D Dsgn. L = 1.00 ft 1 0.007 0.011 0.00 -0.02 0.02 5.75 3.44 1.00 1.00 0.12 18.19 10.89 Dsgn. L = 1.00 ft 2 0.020 0.029 0.07 -0.02 0.07 5.75 3.44 1.00 1.00 0.31 18.19 10.89 Dsgn. L = 1.00 ft 3 0.080 0.034 0.07 -0.28 0.28 5.75 3.44 1.00 1.00 0.37 18.19 10.89 Dsgn. L = 3.00 ft 4 0.080 0.017 -0.28 0.28 5.75 3.44 1.00 1.00 0.18 18.19 10.89 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.0003 0.653 0.0000 0.000 2 0.0000 0.653 W Only -0.0014 0.613 W Only 3 0.0049 0.627 0.0000 0.613 4 0.0000 0.627 W Only -0.3135 3.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum -0.042 -1.218 2.562 -3.822 Overall MINimum -0.006 -0.162 0.341 -0.509 D Only 0.013 0.386 -0.812 1.211 +D+S 0.031 0.894 -1.879 2.804 +D+0.750S 0.026 0.767 -1.613 2.406 +D+0.60W -0.012 -0.345 0.725 -1.082 +D+0.450W -0.006 -0.162 0.341 -0.509 +0.60D+0.60W -0.017 -0.499 1.050 -1.566 +0.60D 0.008 0.232 -0.487 0.727 S Only 0.018 0.507 -1.067 1.592 W Only -0.042 -1.218 2.562 -3.822 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-30 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination ASCE 7-16 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 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf D(0.03) S(0.05) D(0.03) S(0.05) 2x10 Span = 9.0 ft 2x10 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.39R 1 Maximum Shear Stress Ratio = 0.235 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 454.40psi fv: Actual = 48.65 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.000ft Location of maximum on span = 9.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 5508>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 3442 >=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 Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.191 0.113 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.30 170.40 891.00 0.17 18.24 162.00 Length = 9.0 ft 2 0.191 0.113 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.30 170.40 891.00 0.17 18.24 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.399 0.235 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.81 454.40 1138.50 0.45 48.65 207.00 Length = 9.0 ft 2 0.399 0.235 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.81 454.40 1138.50 0.45 48.65 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.337 0.198 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.68 383.40 1138.50 0.38 41.05 207.00 Length = 9.0 ft 2 0.337 0.198 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.68 383.40 1138.50 0.38 41.05 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.065 0.038 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.18 102.24 1584.00 0.10 10.95 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File: 210921_enercalc trib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 2-30 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 Pb V fv F'v Length = 9.0 ft 2 0.065 0.038 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.18 102.24 1584.00 0.10 10.95 288.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.123 0.072 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 194.26 1584.00 0.19 20.80 288.00 Length = 9.0 ft 2 0.123 0.072 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 194.26 1584.00 0.19 20.80 288.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.253 0.149 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.72 401.30 1584.00 0.40 42.96 288.00 Length = 9.0 ft 2 0.253 0.149 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.72 401.30 1584.00 0.40 42.96 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.049 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 78.38 1584.00 0.08 8.39 288.00 Length = 9.0 ft 2 0.049 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 78.38 1584.00 0.08 8.39 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0314 3.821 0.0000 0.000 +D+S 2 0.0310 5.229 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 0.270 0.900 0.270 Overall MINimum 0.169 0.562 0.169 D Only 0.101 0.337 0.101 +D+S 0.270 0.900 0.270 +D+0.750S 0.228 0.759 0.228 +0.60D 0.061 0.202 0.061 S Only 0.169 0.562 0.169 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 2-31 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi Load Combination ASCE 7-16 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 Y(111111l 4x10 Span = 9.750 f: E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4141 Maximum Shear Stress Ratio = 0.196 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 514.25psi fv: Actual = 40.66 psi Fb: Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S 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 0.062 in Ratio = 1878>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.100 in Ratio = 1173 >=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 = 9.750 ft 1 0.198 0.094 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.80 192.84 972.00 0.33 15.25 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.414 0.196 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.14 514.25 1242.00 0.88 40.66 207.00 +D+0.750S 1.200 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 0.166 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.80 433.90 1242.00 0.74 34.30 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.067 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.48 115.71 1728.00 0.20 9.15 288.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.127 0.060 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.91 219.84 1728.00 0.38 17.38 288.00 +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 = 9.750 ft 1 0.263 0.125 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.89 454.15 1728.00 0.77 35.90 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.750 ft 1 0.051 0.024 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.37 88.71 1728.00 0.15 7.01 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam rI1C. L 1UU/ I_U11U1 .11U IIIU_I I VLVO_JL I VJV IY.CVV ' Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: 2-31 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0997 4.911 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.878 0.878 Overall MINimum 0.548 0.548 D Only 0.329 0.329 +D+S 0.878 0.878 +D+0.750S 0.740 0.740 +0.60D 0.197 0.197 S Only 0.548 0.548 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-1 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.52) L(0.48) S(0.2) D(0.52) L(0.32) W 14x74 Span = 10.330 ft W 14x74 Span = 22.0 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.060, S = 0.0250 ksf, Tributary Width = 8.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.198: 1 Section used for this span W14x74 Ma : Applied 62.231 k-ft Mn / Omega: Allowable 314.371 k-ft Load Combination +1.105D+0.750L+0.750S Location of maximum on span 10.330ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = 0.099 : 1 Section used for this span W14x74 Va : Applied 12.689 k Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L+0.750S Location of maximum on span 10.330 ft Span # where maximum occurs Span # 1 Max Downward Transient Deflection 0.087 in Ratio = 2,855>=360 Max Upward Transient Deflection -0.025 in Ratio = 10,521 >=360 Max Downward Total Deflection 0.166 in Ratio = 1493 >=180 Max Upward Total Deflection -0.003 in Ratio = 92599 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.33 ft 1 0.101 0.062 -31.69 31.69 525.00 314.37 1.00 1.00 7.97 191.70 127.80 Dsgn. L = 22.00 ft 2 0.101 0.062 21.84 -31.69 31.69 525.00 314.37 1.00 1.00 7.97 191.70 127.80 +D+L Dsgn. L = 10.33 ft 1 0.182 0.099 -57.30 57.30 525.00 314.37 1.00 1.00 12.66 191.70 127.80 Dsgn. L = 22.00 ft 2 0.182 0.099 30.36 -57.30 57.30 525.00 314.37 1.00 1.00 12.66 191.70 127.80 +D+S Dsgn. L = 10.33 ft 1 0.135 0.066 -42.36 42.36 525.00 314.37 1.00 1.00 8.46 191.70 127.80 Dsgn. L = 22.00 ft 2 0.135 0.066 17.88 -42.36 42.36 525.00 314.37 1.00 1.00 8.46 191.70 127.80 +D+0.750L Dsgn. L = 10.33 ft 1 0.162 0.090 -50.90 50.90 525.00 314.37 1.00 1.00 11.49 191.70 127.80 Dsgn. L = 22.00 ft 2 0.162 0.090 28.22 -50.90 50.90 525.00 314.37 1.00 1.00 11.49 191.70 127.80 +D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.187 0.093 -58.90 58.90 525.00 314.37 1.00 1.00 11.85 191.70 127.80 Dsgn. L = 22.00 ft 2 0.187 0.093 25.30 -58.90 58.90 525.00 314.37 1.00 1.00 11.85 191.70 127.80 +0.60D Dsgn. L = 10.33 ft 1 0.060 0.037 -19.02 19.02 525.00 314.37 1.00 1.00 4.78 191.70 127.80 Dsgn. L = 22.00 ft 2 0.060 0.037 13.10 -19.02 19.02 525.00 314.37 1.00 1.00 4.78 191.70 127.80 +1.140D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-1 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.33 ft 1 0.115 0.071 -36.13 36.13 525.00 314.37 1.00 1.00 9.09 191.70 127.80 Dsgn. L = 22.00 ft 2 0.115 0.071 24.89 -36.13 36.13 525.00 314.37 1.00 1.00 9.09 191.70 127.80 +1.105D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.198 0.099 -62.23 62.23 525.00 314.37 1.00 1.00 12.69 191.70 127.80 Dsgn. L = 22.00 ft 2 0.198 0.099 27.58 -62.23 62.23 525.00 314.37 1.00 1.00 12.69 191.70 127.80 +0.460D Dsgn. L = 10.33 ft 1 0.046 0.029 -14.58 14.58 525.00 314.37 1.00 1.00 3.67 191.70 127.80 Dsgn. L = 22.00 ft 2 0.046 0.029 10.05 -14.58 14.58 525.00 314.37 1.00 1.00 3.67 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1660 0.000 0.0000 0.000 +D+L 2 0.0827 12.848 S Only -0.0132 2.728 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 23.753 7.449 Overall MINimum 2.551 -0.485 D Only 14.111 5.093 +D+L 23.753 7.449 +D+S 16.662 4.608 +D+0.750L+0.750S 23.256 6.497 +D+0.750L 21.342 6.860 +0.601) 8.466 3.056 L Only 9.642 2.356 S Only 2.551 -0.485 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-1 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 14x74 Span = 10.330 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR) W 14x74 Span = 22.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.129 : 1 Maximum Shear Stress Ratio = 0.090 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 40.586 k-ft Va : Applied 11.495 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+L Load Combination +D+L Location of maximum on span 12.584ft Location of maximum on span 10.330 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio = 3,585>=360 Max Upward Transient Deflection -0.110 in Ratio = 2,255 >=360 Max Downward Total Deflection 0.138 in Ratio = 1907 >=180 Max Upward Total Deflection -0.070 in Ratio = 3517 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.33 ft 1 0.101 0.062 -31.69 31.69 525.00 314.37 1.00 1.00 7.97 191.70 127.80 Dsgn. L = 22.00 ft 2 0.101 0.062 21.84 -31.69 31.69 525.00 314.37 1.00 1.00 7.97 191.70 127.80 +D+L Dsgn. L = 10.33 ft 1 0.101 0.090 -31.69 31.69 525.00 314.37 1.00 1.00 11.49 191.70 127.80 Dsgn. L = 22.00 ft 2 0.129 0.090 40.59 -31.69 40.59 525.00 314.37 1.00 1.00 11.49 191.70 127.80 +D+0.750L Dsgn. L = 10.33 ft 1 0.101 0.083 -31.69 31.69 525.00 314.37 1.00 1.00 10.61 191.70 127.80 Dsgn. L = 22.00 ft 2 0.114 0.083 35.85 -31.69 35.85 525.00 314.37 1.00 1.00 10.61 191.70 127.80 +0.60D Dsgn. L = 10.33 ft 1 0.060 0.037 -19.02 19.02 525.00 314.37 1.00 1.00 4.78 191.70 127.80 Dsgn. L = 22.00 ft 2 0.060 0.037 13.10 -19.02 19.02 525.00 314.37 1.00 1.00 4.78 191.70 127.80 +1.140D Dsgn. L = 10.33 ft 1 0.115 0.071 -36.13 36.13 525.00 314.37 1.00 1.00 9.09 191.70 127.80 Dsgn. L = 22.00 ft 2 0.115 0.071 24.89 -36.13 36.13 525.00 314.37 1.00 1.00 9.09 191.70 127.80 +1.105D+0.750L Dsgn. L = 10.33 ft 1 0.111 0.090 -35.02 35.02 525.00 314.37 1.00 1.00 11.45 191.70 127.80 Dsgn. L = 22.00 ft 2 0.121 0.090 38.13 -35.02 38.13 525.00 314.37 1.00 1.00 11.45 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-1 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.33 ft 1 0.046 0.029 -14.58 14.58 525.00 314.37 1.00 1.00 3.67 191.70 127.80 Dsgn. L = 22.00 ft 2 0.046 0.029 10.05 -14.58 14.58 525.00 314.37 1.00 1.00 3.67 191.70 127.80 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 -0.1099 0.000 +D+L 2 0.1385 11.792 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 17.631 8.613 Overall MINimum 3.520 3.056 D Only 14.111 5.093 +D+L 17.631 8.613 +D+0.750L 16.751 7.733 +0.60D 8.466 3.056 L Only 3.520 3.520 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-1 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.52) L(0.48) S(0.2) D(0.52) W 14x74 Span = 10.330 ft W 14x74 Span = 22.0 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.060, S = 0.0250 ksf, Tributary Width = 8.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.198: 1 Section used for this span W14x74 Ma : Applied 62.231 k-ft Mn / Omega: Allowable 314.371 k-ft Load Combination +1.105D+0.750L+0.750S Location of maximum on span 10.330ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = 0.094 : 1 Section used for this span W14x74 Va : Applied 12.049 k Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L+0.750S Location of maximum on span 10.330 ft Span # where maximum occurs Span # 1 Max Downward Transient Deflection 0.197 in Ratio = 1,260>=360 Max Upward Transient Deflection -0.060 in Ratio = 4,383 >=360 Max Downward Total Deflection 0.248 in Ratio = 998 >=180 Max Upward Total Deflection -0.023 in Ratio = 11670 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.33 ft 1 0.101 0.062 -31.69 31.69 525.00 314.37 1.00 1.00 7.97 191.70 127.80 Dsgn. L = 22.00 ft 2 0.101 0.062 21.84 -31.69 31.69 525.00 314.37 1.00 1.00 7.97 191.70 127.80 +D+L Dsgn. L = 10.33 ft 1 0.182 0.087 -57.30 57.30 525.00 314.37 1.00 1.00 11.09 191.70 127.80 Dsgn. L = 22.00 ft 2 0.182 0.072 13.00 -57.30 57.30 525.00 314.37 1.00 1.00 9.14 191.70 127.80 +D+S Dsgn. L = 10.33 ft 1 0.135 0.066 -42.36 42.36 525.00 314.37 1.00 1.00 8.46 191.70 127.80 Dsgn. L = 22.00 ft 2 0.135 0.066 17.88 -42.36 42.36 525.00 314.37 1.00 1.00 8.46 191.70 127.80 +D+0.750L Dsgn. L = 10.33 ft 1 0.162 0.077 -50.90 50.90 525.00 314.37 1.00 1.00 9.85 191.70 127.80 Dsgn. L = 22.00 ft 2 0.162 0.069 14.99 -50.90 50.90 525.00 314.37 1.00 1.00 8.85 191.70 127.80 +D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.187 0.089 -58.90 58.90 525.00 314.37 1.00 1.00 11.40 191.70 127.80 Dsgn. L = 22.00 ft 2 0.187 0.072 12.52 -58.90 58.90 525.00 314.37 1.00 1.00 9.21 191.70 127.80 +0.60D Dsgn. L = 10.33 ft 1 0.060 0.037 -19.02 19.02 525.00 314.37 1.00 1.00 4.78 191.70 127.80 Dsgn. L = 22.00 ft 2 0.060 0.037 13.10 -19.02 19.02 525.00 314.37 1.00 1.00 4.78 191.70 127.80 +1.140D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-1 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.33 ft 1 0.115 0.071 -36.13 36.13 525.00 314.37 1.00 1.00 9.09 191.70 127.80 Dsgn. L = 22.00 ft 2 0.115 0.071 24.89 -36.13 36.13 525.00 314.37 1.00 1.00 9.09 191.70 127.80 +1.105D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.198 0.094 -62.23 62.23 525.00 314.37 1.00 1.00 12.05 191.70 127.80 Dsgn. L = 22.00 ft 2 0.198 0.079 14.69 -62.23 62.23 525.00 314.37 1.00 1.00 10.05 191.70 127.80 +0.460D Dsgn. L = 10.33 ft 1 0.046 0.029 -14.58 14.58 525.00 314.37 1.00 1.00 3.67 191.70 127.80 Dsgn. L = 22.00 ft 2 0.046 0.029 10.05 -14.58 14.58 525.00 314.37 1.00 1.00 3.67 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.2485 0.000 0.0000 0.000 D Only 2 0.0656 12.408 L Only -0.0602 9.328 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 20.616 5.093 Overall MINimum 2.551 -0.485 D Only 14.111 5.093 +D+L 20.233 3.929 +D+S 16.662 4.608 +D+0.750L+0.750S 20.616 3.857 +D+0.750L 18.702 4.220 +0.601) 8.466 3.056 L Only 6.122 -1.164 S Only 2.551 -0.485 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-2 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.8775) L(0.81) S(0.3375) D(0.8775) L(0.54) W 14x68 Span = 10.330 ft W 14x68 Span = 22.0 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.060, S = 0.0250 ksf, Tributary Width = 13.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.354 : 1 Maximum Shear Stress Ratio = 0.177: 1 Section used for this span W14x68 Section used for this span W14x68 Ma : Applied 101.662 k-ft Va : Applied 20.598 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +1.105D+0.750L+0.750S Load Combination +D+L Location of maximum on span 10.330ft Location of maximum on span 10.330 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.161 in Ratio = 1,536>=360 Max Upward Transient Deflection -0.047 in Ratio = 5,662 >=360 Max Downward Total Deflection 0.304 in Ratio = 815 >=180 Max Upward Total Deflection -0.006 in Ratio = 45664 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.33 ft 1 0.176 0.109 -50.45 50.45 479.17 286.93 1.00 1.00 12.69 174.30 116.20 Dsgn. L = 22.00 ft 2 0.176 0.109 34.76 -50.45 50.45 479.17 286.93 1.00 1.00 12.69 174.30 116.20 +D+L Dsgn. L = 10.33 ft 1 0.326 0.177 -93.66 93.66 479.17 286.93 1.00 1.00 20.60 174.30 116.20 Dsgn. L = 22.00 ft 2 0.326 0.177 49.14 -93.66 93.66 479.17 286.93 1.00 1.00 20.60 174.30 116.20 +D+S Dsgn. L = 10.33 ft 1 0.239 0.116 -68.45 68.45 479.17 286.93 1.00 1.00 13.51 174.30 116.20 Dsgn. L = 22.00 ft 2 0.239 0.116 28.10 -68.45 68.45 479.17 286.93 1.00 1.00 13.51 174.30 116.20 +D+0.750L Dsgn. L = 10.33 ft 1 0.289 0.160 -82.86 82.86 479.17 286.93 1.00 1.00 18.62 174.30 116.20 Dsgn. L = 22.00 ft 2 0.289 0.160 45.53 -82.86 82.86 479.17 286.93 1.00 1.00 18.62 174.30 116.20 +D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.336 0.166 -96.36 96.36 479.17 286.93 1.00 1.00 19.24 174.30 116.20 Dsgn. L = 22.00 ft 2 0.336 0.166 40.63 -96.36 96.36 479.17 286.93 1.00 1.00 19.24 174.30 116.20 +0.60D Dsgn. L = 10.33 ft 1 0.105 0.066 -30.27 30.27 479.17 286.93 1.00 1.00 7.62 174.30 116.20 Dsgn. L = 22.00 ft 2 0.105 0.066 20.86 -30.27 30.27 479.17 286.93 1.00 1.00 7.62 174.30 116.20 +1.140D Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-2 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.33 ft 1 0.200 0.125 -57.51 57.51 479.17 286.93 1.00 1.00 14.47 174.30 116.20 Dsgn. L = 22.00 ft 2 0.200 0.125 39.63 -57.51 57.51 479.17 286.93 1.00 1.00 14.47 174.30 116.20 +1.105D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.354 0.177 -101.66 101.66 479.17 286.93 1.00 1.00 20.57 174.30 116.20 Dsgn. L = 22.00 ft 2 0.354 0.177 44.24-101.66 101.66 479.17 286.93 1.00 1.00 20.57 174.30 116.20 +0.460D Dsgn. L = 10.33 ft 1 0.081 0.050 -23.21 23.21 479.17 286.93 1.00 1.00 5.84 174.30 116.20 Dsgn. L = 22.00 ft 2 0.081 0.050 15.99 -23.21 23.21 479.17 286.93 1.00 1.00 5.84 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.3044 0.000 0.0000 0.000 +D+L 2 0.1467 12.936 S Only -0.0264 2.992 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 38.732 12.083 Overall MINimum 4.305 -0.819 D Only 22.461 8.107 +D+L 38.732 12.083 +D+S 26.765 7.289 +D+0.750L+0.750S 37.893 10.475 +D+0.750L 34.664 11.089 +0.601) 13.476 4.864 L Only 16.272 3.976 S Only 4.305 -0.819 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-2 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.8775) D(0.8775) L(0.54) W 14x74 Span = 10.330 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width = 13.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) W 14x74 Span = 22.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.212 : 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma : Applied 66.636 k-ft Va : Applied 18.714 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+L Load Combination +D+L Location of maximum on span 12.584ft Location of maximum on span 10.330 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.124 in Ratio = 2,124>=360 Max Upward Transient Deflection -0.185 in Ratio = 1,336 >=360 Max Downward Total Deflection 0.228 in Ratio = 1158 >=180 Max Upward Total Deflection -0.122 in Ratio = 2027 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.33 ft 1 0.161 0.100 -50.77 50.77 525.00 314.37 1.00 1.00 12.77 191.70 127.80 Dsgn. L = 22.00 ft 2 0.161 0.100 34.98 -50.77 50.77 525.00 314.37 1.00 1.00 12.77 191.70 127.80 +D+L Dsgn. L = 10.33 ft 1 0.161 0.146 -50.77 50.77 525.00 314.37 1.00 1.00 18.71 191.70 127.80 Dsgn. L = 22.00 ft 2 0.212 0.146 66.64 -50.77 66.64 525.00 314.37 1.00 1.00 18.71 191.70 127.80 +D+0.750L Dsgn. L = 10.33 ft 1 0.161 0.135 -50.77 50.77 525.00 314.37 1.00 1.00 17.23 191.70 127.80 Dsgn. L = 22.00 ft 2 0.187 0.135 58.65 -50.77 58.65 525.00 314.37 1.00 1.00 17.23 191.70 127.80 +0.60D Dsgn. L = 10.33 ft 1 0.097 0.060 -30.46 30.46 525.00 314.37 1.00 1.00 7.66 191.70 127.80 Dsgn. L = 22.00 ft 2 0.097 0.060 20.99 -30.46 30.46 525.00 314.37 1.00 1.00 7.66 191.70 127.80 +1.140D Dsgn. L = 10.33 ft 1 0.184 0.114 -57.87 57.87 525.00 314.37 1.00 1.00 14.56 191.70 127.80 Dsgn. L = 22.00 ft 2 0.184 0.114 39.88 -57.87 57.87 525.00 314.37 1.00 1.00 14.56 191.70 127.80 +1.105D+0.750L Dsgn. L = 10.33 ft 1 0.178 0.145 -56.10 56.10 525.00 314.37 1.00 1.00 18.57 191.70 127.80 Dsgn. L = 22.00 ft 2 0.198 0.145 62.30 -56.10 62.30 525.00 314.37 1.00 1.00 18.57 191.70 127.80 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-2 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.33 ft 1 0.074 0.046 -23.35 23.35 525.00 314.37 1.00 1.00 5.88 191.70 127.80 Dsgn. L = 22.00 ft 2 0.074 0.046 16.09 -23.35 23.35 525.00 314.37 1.00 1.00 5.88 191.70 127.80 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 -0.1855 0.000 +D+L 2 0.2281 11.792 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 28.543 14.099 Overall MINimum 5.940 4.895 D Only 22.603 8.159 +D+L 28.543 14.099 +D+0.750L 27.058 12.614 +0.60D 13.562 4.895 L Only 5.940 5.940 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-2 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.8775) L(0.81) S(0.3375) D(0.8775) W 14x74 Span = 10.330 ft W 14x74 Span = 22.0 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.060, S = 0.0250 ksf, Tributary Width = 13.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 13.50 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.325: 1 Section used for this span W14x74 Ma : Applied 102.015 k-ft Mn / Omega: Allowable 314.371 k-ft Load Combination +1.105D+0.750L+0.750S Location of maximum on span 10.330ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = 0.155 : 1 Section used for this span W14x74 Va : Applied 19.751 k Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L+0.750S Location of maximum on span 10.330 ft Span # where maximum occurs Span # 1 Max Downward Transient Deflection 0.332 in Ratio = 746>=360 Max Upward Transient Deflection -0.102 in Ratio = 2,597 >=360 Max Downward Total Deflection 0.416 in Ratio = 596 >=180 Max Upward Total Deflection -0.040 in Ratio = 6572 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.33 ft 1 0.161 0.100 -50.77 50.77 525.00 314.37 1.00 1.00 12.77 191.70 127.80 Dsgn. L = 22.00 ft 2 0.161 0.100 34.98 -50.77 50.77 525.00 314.37 1.00 1.00 12.77 191.70 127.80 +D+L Dsgn. L = 10.33 ft 1 0.299 0.142 -93.98 93.98 525.00 314.37 1.00 1.00 18.20 191.70 127.80 Dsgn. L = 22.00 ft 2 0.299 0.115 20.16 -93.98 93.98 525.00 314.37 1.00 1.00 14.74 191.70 127.80 +D+S Dsgn. L = 10.33 ft 1 0.219 0.106 -68.77 68.77 525.00 314.37 1.00 1.00 13.59 191.70 127.80 Dsgn. L = 22.00 ft 2 0.219 0.106 28.31 -68.77 68.77 525.00 314.37 1.00 1.00 13.59 191.70 127.80 +D+0.750L Dsgn. L = 10.33 ft 1 0.265 0.126 -83.18 83.18 525.00 314.37 1.00 1.00 16.10 191.70 127.80 Dsgn. L = 22.00 ft 2 0.265 0.111 23.49 -83.18 83.18 525.00 314.37 1.00 1.00 14.25 191.70 127.80 +D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.308 0.146 -96.68 96.68 525.00 314.37 1.00 1.00 18.72 191.70 127.80 Dsgn. L = 22.00 ft 2 0.308 0.116 19.37 -96.68 96.68 525.00 314.37 1.00 1.00 14.86 191.70 127.80 +0.60D Dsgn. L = 10.33 ft 1 0.097 0.060 -30.46 30.46 525.00 314.37 1.00 1.00 7.66 191.70 127.80 Dsgn. L = 22.00 ft 2 0.097 0.060 20.99 -30.46 30.46 525.00 314.37 1.00 1.00 7.66 191.70 127.80 +1.140D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-2 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.33 ft 1 0.184 0.114 -57.87 57.87 525.00 314.37 1.00 1.00 14.56 191.70 127.80 Dsgn. L = 22.00 ft 2 0.184 0.114 39.88 -57.87 57.87 525.00 314.37 1.00 1.00 14.56 191.70 127.80 +1.105D+0.750L+0.750S Dsgn. L = 10.33 ft 1 0.325 0.155 -102.02 102.02 525.00 314.37 1.00 1.00 19.75 191.70 127.80 Dsgn. L = 22.00 ft 2 0.325 0.127 22.83-102.02 102.02 525.00 314.37 1.00 1.00 16.20 191.70 127.80 +0.460D Dsgn. L = 10.33 ft 1 0.074 0.046 -23.35 23.35 525.00 314.37 1.00 1.00 5.88 191.70 127.80 Dsgn. L = 22.00 ft 2 0.074 0.046 16.09 -23.35 23.35 525.00 314.37 1.00 1.00 5.88 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.4159 0.000 0.0000 0.000 D Only 2 0.1050 12.408 L Only -0.1016 9.328 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 33.581 8.159 Overall MINimum 4.305 -0.819 D Only 22.603 8.159 +D+L 32.935 6.195 +D+S 26.908 7.340 +D+0.750L+0.750S 33.581 6.072 +D+0.750L 30.352 6.686 +0.601) 13.562 4.895 L Only 10.332 -1.964 S Only 4.305 -0.819 Steel Beam DESCRIPTION: 1-3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Project Title: Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.0650, L = 0.040 ksf, Extent = 17.250 - > 23.250 ft, Tributary Width = 2.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.135: 1 Maximum Shear Stress Ratio = Section used for this span W14x74 Section used for this span Ma: Applied 42.387 k-ft Va : Applied Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable Load Combination +D+L Load Combination Location of maximum on span 11.891 ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio = 4,588>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.181 in Ratio = 1543 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations 0.063 : 1 W 14x74 8.061 k 127.80 k +D+L 23.250 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 23.25 ft 1 0.090 0.042 28.14 28.14 525.00 314.37 1.00 1.00 5.32 191.70 127.80 +D+L Dsgn. L = 23.25 ft 1 0.135 0.063 42.39 42.39 525.00 314.37 1.00 1.00 8.06 191.70 127.80 +D+0.750L Dsgn. L = 23.25 ft 1 0.124 0.058 38.83 38.83 525.00 314.37 1.00 1.00 7.38 191.70 127.80 +0.60D Dsgn. L = 23.25 ft 1 0.054 0.025 16.89 16.89 525.00 314.37 1.00 1.00 3.19 191.70 127.80 +1.140D Dsgn. L = 23.25 ft 1 0.102 0.047 32.08 32.08 525.00 314.37 1.00 1.00 6.06 191.70 127.80 +1.105D+0.750L Dsgn. L = 23.25 ft 1 0.133 0.062 41.78 41.78 525.00 314.37 1.00 1.00 7.93 191.70 127.80 +0.460D Dsgn. L = 23.25 ft 1 0.041 0.019 12.95 12.95 525.00 314.37 1.00 1.00 2.45 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span *UrL 0.1808 11.758 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-3 Software copyright 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 Overall MAXimum 7.126 8.061 Overall MlNimum 2.387 2.743 D Only 4.739 5.318 +D+L 7.126 8.061 +D+0.750L 6.529 7.375 +0.60D 2.843 3.191 L Only 2.387 2.743 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-4 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(4-7)�L(2-4) W14x74 Span - 14-0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, L = 0.040 ksf, Extent = 9.0 -->> 14.0 ft, Tributary Width = 2.0 ft, (STAIR) Point Load : D = 4.70, L = 2.40 k @ 9.0 ft, (XL 1-3) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.081 : 1 Maximum Shear Stress Ratio = 0.044 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 25.451 k-ft Va : Applied 5.575 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.000ft Location of maximum on span 14.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 16,620>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 5347 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.00 ft 1 0.054 0.029 17.09 17.09 525.00 314.37 1.00 1.00 3.70 191.70 127.80 +D+L Dsgn. L = 14.00 ft 1 0.081 0.044 25.45 25.45 525.00 314.37 1.00 1.00 5.58 191.70 127.80 +D+0.750L Dsgn. L = 14.00 ft 1 0.074 0.040 23.36 23.36 525.00 314.37 1.00 1.00 5.11 191.70 127.80 +0.60D Dsgn. L = 14.00 ft 1 0.033 0.017 10.26 10.26 525.00 314.37 1.00 1.00 2.22 191.70 127.80 +1.140D Dsgn. L = 14.00 ft 1 0.062 0.033 19.49 19.49 525.00 314.37 1.00 1.00 4.22 191.70 127.80 +1.105D+0.750L Dsgn. L = 14.00 ft 1 0.080 0.043 25.16 25.16 525.00 314.37 1.00 1.00 5.50 191.70 127.80 +0.460D Dsgn. L = 14.00 ft 1 0.025 0.013 7.86 7.86 525.00 314.37 1.00 1.00 1.70 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0314 7.520 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-4 Software copyright 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 Overall MAXimum 3.161 5.575 Overall MlNimum 0.929 1.871 D Only 2.232 3.704 +D+L 3.161 5.575 +D+0.750L 2.929 5.107 +0.60D 1.339 2.222 L Only 0.929 1.871 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-5 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 15.750 ft Span = 16.250 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) Point Load : D = 2.20, L = 0.90 k @ 8.750 ft, (XL 1-4) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.153: 1 Maximum Shear Stress Ratio = 0.129 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 47.978 k-ft Va : Applied 16.514 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+L Load Combination +D+L Location of maximum on span 15.750ft Location of maximum on span 15.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 10,165 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.054 in Ratio = 3520 >=180 Max Upward Total Deflection -0.001 in Ratio = 132604 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 15.75 ft 1 0.099 0.084 22.21 -31.02 31.02 525.00 314.37 1.00 1.00 10.68 191.70 127.80 Dsgn. L = 16.25 ft 2 0.099 0.065 12.84 -31.02 31.02 525.00 314.37 1.00 1.00 8.32 191.70 127.80 +D+L Dsgn. L = 15.75 ft 1 0.153 0.129 34.04 -47.98 47.98 525.00 314.37 1.00 1.00 16.51 191.70 127.80 Dsgn. L = 16.25 ft 2 0.153 0.101 20.12 -47.98 47.98 525.00 314.37 1.00 1.00 12.94 191.70 127.80 +D+0.750L Dsgn. L = 15.75 ft 1 0.139 0.118 31.08 -43.74 43.74 525.00 314.37 1.00 1.00 15.06 191.70 127.80 Dsgn. L = 16.25 ft 2 0.139 0.092 18.30 -43.74 43.74 525.00 314.37 1.00 1.00 11.78 191.70 127.80 +0.60D Dsgn. L = 15.75 ft 1 0.059 0.050 13.33 -18.61 18.61 525.00 314.37 1.00 1.00 6.41 191.70 127.80 Dsgn. L = 16.25 ft 2 0.059 0.039 7.71 -18.61 18.61 525.00 314.37 1.00 1.00 4.99 191.70 127.80 +1.140D Dsgn. L = 15.75 ft 1 0.112 0.095 25.32 -35.36 35.36 525.00 314.37 1.00 1.00 12.18 191.70 127.80 Dsgn. L = 16.25 ft 2 0.112 0.074 14.64 -35.36 35.36 525.00 314.37 1.00 1.00 9.48 191.70 127.80 +1.105D+0.750L Project Title: Engineer: Project ID: Project Descr: Steel Beam r-IIC. L I VOL/_CIICIGGIU II IU_L I VIVO_JL I VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.8.24 DESCRIPTION: 1-5 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.75 ft 1 0.149 0.127 33.41 -47.00 47.00 525.00 314.37 1.00 1.00 16.18 191.70 127.80 Dsgn. L = 16.25 ft 2 0.149 0.099 19.65 -47.00 47.00 525.00 314.37 1.00 1.00 12.66 191.70 127.80 +0.460D Dsgn. L = 15.75 ft 1 0.045 0.038 10.22 -14.27 14.27 525.00 314.37 1.00 1.00 4.92 191.70 127.80 Dsgn. L = 16.25 ft 2 0.045 0.030 5.91 -14.27 14.27 525.00 314.37 1.00 1.00 3.83 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0537 7.056 0.0000 0.000 +D+L 2 0.0264 9.880 +D+L -0.0015 0.975 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.077 29.452 7.033 Overall MINimum 3.576 10.448 2.532 D Only 6.501 19.005 4.502 +D+L 10.077 29.452 7.033 +D+0.750L 9.183 26.840 6.400 +0.60D 3.901 11.403 2.701 L Only 3.576 10.448 2.532 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-5 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 15.750 ft Span = 16.250 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) Point Load : D = 2.20, L = 0.90 k @ 8.750 ft, (XL 1-4) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.132: 1 Maximum Shear Stress Ratio = 0.126 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 41.465 k-ft Va : Applied 16.046 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L Load Combination +D+L Location of maximum on span 15.750ft Location of maximum on span 15.750 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 7,015>=360 Max Upward Transient Deflection -0.012 in Ratio = 15,864 >=360 Max Downward Total Deflection 0.062 in Ratio = 3050 >=180 Max Upward Total Deflection -0.007 in Ratio = 27383 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 15.75 ft 1 0.099 0.084 22.21 -31.02 31.02 525.00 314.37 1.00 1.00 10.68 191.70 127.80 Dsgn. L = 16.25 ft 2 0.099 0.065 12.84 -31.02 31.02 525.00 314.37 1.00 1.00 8.32 191.70 127.80 +D+L Dsgn. L = 15.75 ft 1 0.129 0.126 37.28 -40.60 40.60 525.00 314.37 1.00 1.00 16.05 191.70 127.80 Dsgn. L = 16.25 ft 2 0.129 0.070 9.70 -40.60 40.60 525.00 314.37 1.00 1.00 8.91 191.70 127.80 +D+0.750L Dsgn. L = 15.75 ft 1 0.122 0.115 33.51 -38.21 38.21 525.00 314.37 1.00 1.00 14.71 191.70 127.80 Dsgn. L = 16.25 ft 2 0.122 0.069 10.44 -38.21 38.21 525.00 314.37 1.00 1.00 8.76 191.70 127.80 +0.60D Dsgn. L = 15.75 ft 1 0.059 0.050 13.33 -18.61 18.61 525.00 314.37 1.00 1.00 6.41 191.70 127.80 Dsgn. L = 16.25 ft 2 0.059 0.039 7.71 -18.61 18.61 525.00 314.37 1.00 1.00 4.99 191.70 127.80 +1.140D Dsgn. L = 15.75 ft 1 0.112 0.095 25.32 -35.36 35.36 525.00 314.37 1.00 1.00 12.18 191.70 127.80 Dsgn. L = 16.25 ft 2 0.112 0.074 14.64 -35.36 35.36 525.00 314.37 1.00 1.00 9.48 191.70 127.80 +1.105D+0.750L Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-5 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.75 ft 1 0.132 0.124 35.84 -41.46 41.46 525.00 314.37 1.00 1.00 15.83 191.70 127.80 Dsgn. L = 16.25 ft 2 0.132 0.075 11.78 -41.46 41.46 525.00 314.37 1.00 1.00 9.64 191.70 127.80 +0.460D Dsgn. L = 15.75 ft 1 0.045 0.038 10.22 -14.27 14.27 525.00 314.37 1.00 1.00 4.92 191.70 127.80 Dsgn. L = 16.25 ft 2 0.045 0.030 5.91 -14.27 14.27 525.00 314.37 1.00 1.00 3.83 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+L 1 0.0620 7.245 0.0000 0.000 D Only 2 0.0167 9.945 L Only -0.0123 6.695 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.545 24.955 4.502 Overall MINimum 3.901 5.950 -0.590 D Only 6.501 19.005 4.502 +D+L 10.545 24.955 3.912 +D+0.750L 9.534 23.467 4.059 +0.60D 3.901 11.403 2.701 L Only 4.044 5.950 -0.590 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-5 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 15.750 ft Span = 16.250 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width = 13.50 ft, (FLOOR) Point Load : D = 2.20, L = 0.90 k @ 8.750 ft, (XL 1-4) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: 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. 0.130: 1 Maximum Shear Stress Ratio = W14x74 Section used for this span 40.815 k-ft Va : Applied 314.371 k-ft Vn/Omega : Allowable +1.105D+0.750L Load Combination 15.750ft Location of maximum on span Span # 1 Span # where maximum occurs 0.019 in Ratio = 10,069>=360 -0.005 in Ratio = 35,622 >=360 0.035 in Ratio = 5386 >=180 -0.001 in Ratio = 189900 >=180 0.099 : 1 W 14x74 12.597 k 127.80 k +1.105D+0.750L 15.750 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 15.75 ft 1 0.099 0.084 22.21 -31.02 31.02 525.00 314.37 1.00 1.00 10.68 191.70 127.80 Dsgn. L = 16.25 ft 2 0.099 0.065 12.84 -31.02 31.02 525.00 314.37 1.00 1.00 8.32 191.70 127.80 +D+L Dsgn. L = 15.75 ft 1 0.126 0.097 21.17 -39.74 39.74 525.00 314.37 1.00 1.00 12.43 191.70 127.80 Dsgn. L = 16.25 ft 2 0.126 0.097 23.13 -39.74 39.74 525.00 314.37 1.00 1.00 12.43 191.70 127.80 +D+0.750L Dsgn. L = 15.75 ft 1 0.119 0.090 21.43 -37.56 37.56 525.00 314.37 1.00 1.00 11.47 191.70 127.80 Dsgn. L = 16.25 ft 2 0.119 0.089 20.54 -37.56 37.56 525.00 314.37 1.00 1.00 11.40 191.70 127.80 +0.60D Dsgn. L = 15.75 ft 1 0.059 0.050 13.33 -18.61 18.61 525.00 314.37 1.00 1.00 6.41 191.70 127.80 Dsgn. L = 16.25 ft 2 0.059 0.039 7.71 -18.61 18.61 525.00 314.37 1.00 1.00 4.99 191.70 127.80 +1.140D Dsgn. L = 15.75 ft 1 0.112 0.095 25.32 -35.36 35.36 525.00 314.37 1.00 1.00 12.18 191.70 127.80 Dsgn. L = 16.25 ft 2 0.112 0.074 14.64 -35.36 35.36 525.00 314.37 1.00 1.00 9.48 191.70 127.80 +1.105D+0.750L Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-5 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.75 ft 1 0.130 0.099 23.76 -40.82 40.82 525.00 314.37 1.00 1.00 12.60 191.70 127.80 Dsgn. L = 16.25 ft 2 0.130 0.096 21.89 -40.82 40.82 525.00 314.37 1.00 1.00 12.28 191.70 127.80 +0.460D Dsgn. L = 15.75 ft 1 0.045 0.038 10.22 -14.27 14.27 525.00 314.37 1.00 1.00 4.92 191.70 127.80 Dsgn. L = 16.25 ft 2 0.045 0.030 5.91 -14.27 14.27 525.00 314.37 1.00 1.00 3.83 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span D Only 1 0.0351 7.056 0.0000 0.000 +D+L 2 0.0357 9.360 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 6.501 24.169 7.540 Overall MINimum -0.153 5.165 2.701 D Only 6.501 19.005 4.502 +D+L 6.348 24.169 7.540 +D+0.750L 6.386 22.878 6.781 +0.60D 3.901 11.403 2.701 L Only -0.153 5.165 3.039 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-6 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.12) D(0.12) D(0.8775) L(0.54) D(0.877) W14x68 Span = 19.0 ft W14x68 Span = 13.0 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =12.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 12.0 ft, (WALL) Point Load : D = 7.50, S = 8.0 k @ 8.0 ft, (XR 2-3) Point Load : D = 3.60, S = 2.70 k @ 8.0 ft, (XL 2-7) Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.256: 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span W14x68 Section used for this span W14x68 Ma: Applied 73.536 k-ft Va : Applied 23.746 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +1.105D+0.750L+0.750S Load Combination +1.105D+0.750L+0.750S Location of maximum on span 19.000ft Location of maximum on span 19.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 5,200>=360 Max Upward Transient Deflection -0.018 in Ratio = 12,816 >=360 Max Downward Total Deflection 0.105 in Ratio = 2176 >=180 Max Upward Total Deflection -0.002 in Ratio = 120962 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 19.00 ft 1 0.165 0.128 27.34 -47.30 47.30 479.17 286.93 1.00 1.00 14.83 174.30 116.20 Dsgn. L = 13.00 ft 2 0.165 0.128 37.23 -47.30 47.30 479.17 286.93 1.00 1.00 14.83 174.30 116.20 +D+L Dsgn. L = 19.00 ft 1 0.231 0.171 43.05 -66.40 66.40 479.17 286.93 1.00 1.00 19.81 174.30 116.20 Dsgn. L = 13.00 ft 2 0.231 0.171 40.69 -66.40 66.40 479.17 286.93 1.00 1.00 19.81 174.30 116.20 +D+S Dsgn. L = 19.00 ft 1 0.197 0.169 23.96 -56.56 56.56 479.17 286.93 1.00 1.00 19.66 174.30 116.20 Steel Beam DESCRIPTION: 1-6 LOAD A Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project ID: Project Descr: Summary of Moment Values Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 2 0.232 +D+0.750L Dsgn. L = 19.00 ft 1 0.215 Dsgn. L = 13.00 ft 2 0.215 +D+0.750L+0.750S Dsgn. L = 19.00 ft 1 0.239 Dsgn. L = 13.00 ft 2 0.239 +0.60D Dsgn. L = 19.00 ft 1 0.099 Dsgn. L = 13.00 ft 2 0.099 +1.140D Dsgn. L = 19.00 ft 1 0.188 Dsgn. L = 13.00 ft 2 0.188 +1.105D+0.750L+0.750S Dsgn. L = 19.00 ft 1 0.256 Dsgn. L = 13.00 ft 2 0.256 +0.460D Dsgn. L = 19.00 ft 1 0.076 Dsgn. L = 13.00 ft 2 0.076 Overall Maximum Deflections 0.169 66.55 -56.56 66.55 479.17 286.93 1.00 1.00 19.66 174.30 116.20 0.160 39.12 -61.62 61.62 479.17 286.93 1.00 1.00 18.57 174.30 116.20 0.160 39.83 -61.62 61.62 479.17 286.93 1.00 1.00 18.57 174.30 116.20 0.191 36.50 -68.57 68.57 479.17 286.93 1.00 1.00 22.19 174.30 116.20 0.191 61.81 -68.57 68.57 479.17 286.93 1.00 1.00 22.19 174.30 116.20 0.077 16.40 -28.38 28.38 479.17 286.93 1.00 1.00 8.90 174.30 116.20 0.077 22.34 -28.38 28.38 479.17 286.93 1.00 1.00 8.90 174.30 116.20 0.146 31.17 -53.92 53.92 479.17 286.93 1.00 1.00 16.91 174.30 116.20 0.146 42.45 -53.92 53.92 479.17 286.93 1.00 1.00 16.91 174.30 116.20 0.204 39.37 -73.54 73.54 479.17 286.93 1.00 1.00 23.75 174.30 116.20 0.204 65.72 -73.54 73.54 479.17 286.93 1.00 1.00 23.75 174.30 116.20 0.059 12.58 -21.76 21.76 479.17 286.93 1.00 1.00 6.82 174.30 116.20 0.059 17.13 -21.76 21.76 479.17 286.93 1.00 1.00 6.82 174.30 116.20 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1048 8.284 0.0000 0.000 +D+S 2 0.0621 7.540 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 11.757 39.767 16.053 Overall MINimum -0.487 5.315 2.041 D Only 7.633 27.445 10.118 +D+L 11.757 38.560 12.159 +D+S 7.146 32.760 15.991 +D+0.750L+0.750S 10.361 39.767 16.053 +D+0.750L 10.726 35.781 11.649 +0.60D 4.580 16.467 6.071 L Only 4.125 11.115 2.041 S Only -0.487 5.315 5.872 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-6 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.12) D(0.12�)) D(0.8775) D(0.877 (�) W14x74 Span = 19.0 ft W14x74 Span = 13.0 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =12.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 12.0 ft, (WALL) Point Load : D = 7.50, S = 8.0 k @ 8.0 ft, (XR 2-3) Point Load : D = 3.60, S = 2.70 k @ 8.0 ft, (XL 2-7) Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.222: 1 Maximum Shear Stress Ratio = 0.180 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 69.933 k-ft Va : Applied 22.973 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L+0.750S Load Combination +1.105D+0.750L+0.750S Location of maximum on span 8.008ft Location of maximum on span 19.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 5,726>=360 Max Upward Transient Deflection -0.016 in Ratio = 14,112 >=360 Max Downward Total Deflection 0.058 in Ratio = 2685 >=180 Max Upward Total Deflection -0.002 in Ratio = 101222 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 19.00 ft 1 0.151 0.116 27.51 -47.51 47.51 525.00 314.37 1.00 1.00 14.89 191.70 127.80 Dsgn. L = 13.00 ft 2 0.151 0.116 37.27 -47.51 47.51 525.00 314.37 1.00 1.00 14.89 191.70 127.80 +D+L Dsgn. L = 19.00 ft 1 0.166 0.147 25.79 -52.14 52.14 525.00 314.37 1.00 1.00 18.76 191.70 127.80 Dsgn. L = 13.00 ft 2 0.166 0.147 46.29 -52.14 52.14 525.00 314.37 1.00 1.00 18.76 191.70 127.80 +D+S Dsgn. L = 19.00 ft 1 0.181 0.154 24.13 -56.77 56.77 525.00 314.37 1.00 1.00 19.72 191.70 127.80 Steel Beam DESCRIPTION: 1-6 LOAD B Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project ID: Project Descr: Summary of Moment Values Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 2 0.212 +D+0.750L Dsgn. L = 19.00 ft 1 0.162 Dsgn. L = 13.00 ft 2 0.162 +D+0.750L+0.750S Dsgn. L = 19.00 ft 1 0.184 Dsgn. L = 13.00 ft 2 0.210 +0.60D Dsgn. L = 19.00 ft 1 0.091 Dsgn. L = 13.00 ft 2 0.091 +1.140D Dsgn. L = 19.00 ft 1 0.172 Dsgn. L = 13.00 ft 2 0.172 +1.105D+0.750L+0.750S Dsgn. L = 19.00 ft 1 0.200 Dsgn. L = 13.00 ft 2 0.222 +0.460D Dsgn. L = 19.00 ft 1 0.070 Dsgn. L = 13.00 ft 2 0.070 Overall Maximum Deflections 0.154 66.59 -56.77 66.59 525.00 314.37 1.00 1.00 19.72 191.70 127.80 0.139 26.22 -50.99 50.99 525.00 314.37 1.00 1.00 17.79 191.70 127.80 0.139 44.03 -50.99 50.99 525.00 314.37 1.00 1.00 17.79 191.70 127.80 0.168 23.72 -57.93 57.93 525.00 314.37 1.00 1.00 21.41 191.70 127.80 0.168 66.02 -57.93 66.02 525.00 314.37 1.00 1.00 21.41 191.70 127.80 0.070 16.51 -28.51 28.51 525.00 314.37 1.00 1.00 8.93 191.70 127.80 0.070 22.36 -28.51 28.51 525.00 314.37 1.00 1.00 8.93 191.70 127.80 0.133 31.37 -54.16 54.16 525.00 314.37 1.00 1.00 16.97 191.70 127.80 0.133 42.49 -54.16 54.16 525.00 314.37 1.00 1.00 16.97 191.70 127.80 0.180 26.60 -62.92 62.92 525.00 314.37 1.00 1.00 22.97 191.70 127.80 0.180 69.93 -62.92 69.93 525.00 314.37 1.00 1.00 22.97 191.70 127.80 0.054 12.66 -21.85 21.85 525.00 314.37 1.00 1.00 6.85 191.70 127.80 0.054 17.15 -21.85 21.85 525.00 314.37 1.00 1.00 6.85 191.70 127.80 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0584 8.056 S Only-0.0078 16.948 +D+0.750L+0.750S 2 0.0581 7.488 0.0000 16.948 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.679 34.637 16.910 Overall MINimum -0.244 4.110 3.154 D Only 7.679 27.568 10.141 +D+L 7.435 31.679 13.294 +D+S 7.191 32.883 16.013 +D+0.750L+0.750S 7.130 34.637 16.910 +D+0.750L 7.496 30.651 12.506 +0.60D 4.607 16.541 6.085 L Only -0.244 4.110 3.154 S Only -0.487 5.315 5.872 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-6 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.12) D(0.12) D(0.8775) L(0.54) D(0.877�(3.6) W14x74 Span = 19.0 ft / \ W14x74 / F� Span = 13.0 ft F� Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width =13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =12.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 13.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 12.0 ft, (WALL) Point Load : D = 7.50 k @ 8.0 ft, (XR 2-3) Point Load : D = 3.60 k @ 8.0 ft, (XL 2-7) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.202: 1 Maximum Shear Stress Ratio = 0.145 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 63.350 k-ft Va : Applied 18.571 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L Load Combination +D+L Location of maximum on span 19.000ft Location of maximum on span 19.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 5,088>=360 Max Upward Transient Deflection -0.012 in Ratio = 13,132 >=360 Max Downward Total Deflection 0.103 in Ratio = 2213 >=180 Max Upward Total Deflection -0.003 in Ratio = 47760 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 19.00 ft 1 0.151 0.116 27.51 -47.51 47.51 525.00 314.37 1.00 1.00 14.89 191.70 127.80 Dsgn. L = 13.00 ft 2 0.151 0.116 37.27 -47.51 47.51 525.00 314.37 1.00 1.00 14.89 191.70 127.80 +D+L Dsgn. L = 19.00 ft 1 0.197 0.145 45.03 -61.98 61.98 525.00 314.37 1.00 1.00 18.57 191.70 127.80 Dsgn. L = 13.00 ft 2 0.197 0.125 31.72 -61.98 61.98 525.00 314.37 1.00 1.00 16.00 191.70 127.80 +D+0.750L Dsgn. L = 19.00 ft 1 0.186 0.134 40.64 -58.36 58.36 525.00 314.37 1.00 1.00 17.10 191.70 127.80 Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-6 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 2 0.186 0.123 33.11 -58.36 58.36 525.00 314.37 1.00 1.00 15.72 191.70 127.80 +0.60D Dsgn. L = 19.00 ft 1 0.091 0.070 16.51 -28.51 28.51 525.00 314.37 1.00 1.00 8.93 191.70 127.80 Dsgn. L = 13.00 ft 2 0.091 0.070 22.36 -28.51 28.51 525.00 314.37 1.00 1.00 8.93 191.70 127.80 +1.140D Dsgn. L = 19.00 ft 1 0.172 0.133 31.37 -54.16 54.16 525.00 314.37 1.00 1.00 16.97 191.70 127.80 Dsgn. L = 13.00 ft 2 0.172 0.133 42.49 -54.16 54.16 525.00 314.37 1.00 1.00 16.97 191.70 127.80 +1.105D+0.750L Dsgn. L = 19.00 ft 1 0.202 0.144 43.53 -63.35 63.35 525.00 314.37 1.00 1.00 18.43 191.70 127.80 Dsgn. L = 13.00 ft 2 0.202 0.135 37.02 -63.35 63.35 525.00 314.37 1.00 1.00 17.29 191.70 127.80 +0.460D Dsgn. L = 19.00 ft 1 0.070 0.054 12.66 -21.85 21.85 525.00 314.37 1.00 1.00 6.85 191.70 127.80 Dsgn. L = 13.00 ft 2 0.070 0.054 17.15 -21.85 21.85 525.00 314.37 1.00 1.00 6.85 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Detl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1030 8.436 0.0000 0.000 D Only 2 0.0293 7.748 L Only -0.0095 2.912 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 12.047 34.573 10.141 Overall MINimum 4.369 7.004 -1.113 D Only 7.679 27.568 10.141 +D+L 12.047 34.573 9.028 +D+0.750L 10.955 32.822 9.306 +0.60D 4.607 16.541 6.085 L Only 4.369 7.004 -1.113 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-7 CONTINUOUS CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.47125 L(0.2% 4.9) S(4.6) D 0.47125 L 0.29 D 0.47125 L 0.29 Y W 14x74 Y W14x74 � W14x74 Span = 11 .50 ft rah Span = 10.50 ft Span = 100 ft rrm� i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 7.250 ft, (FLOOR) Point Load : D = 4.90, S = 4.60 k @ 9.0 ft, (X 2-123) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 7.250 ft, (FLOOR) Load for Span Number 3 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 7.250 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.061 : 1 Maximum Shear Stress Ratio = 0.104 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 19.156 k-ft Va : Applied 13.318 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L+0.750S Load Combination +1.105D+0.750L+0.750S Location of maximum on span 11.500ft Location of maximum on span 11.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 34,498>=360 Max Upward Transient Deflection -0.002 in Ratio = 67,327 >=360 Max Downward Total Deflection 0.014 in Ratio = 9728 >=180 Max Upward Total Deflection -0.004 in Ratio = 31605 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 11.50 ft 1 0.037 0.063 9.25 -11.77 11.77 525.00 314.37 1.00 1.00 7.99 191.70 127.80 Dsgn. L = 10.50 ft 2 0.037 0.028 0.03 -11.77 11.77 525.00 314.37 1.00 1.00 3.59 191.70 127.80 Dsgn. L = 10.00 ft 3 0.016 0.025 4.89 -4.16 4.89 525.00 314.37 1.00 1.00 3.14 191.70 127.80 +D+L Dsgn. L = 11.50 ft 1 0.049 0.078 12.23 -15.50 15.50 525.00 314.37 1.00 1.00 9.99 191.70 127.80 Dsgn. L = 10.50 ft 2 0.049 0.041 0.64 -15.50 15.50 525.00 314.37 1.00 1.00 5.19 191.70 127.80 Dsgn. L = 10.00 ft 3 0.023 0.038 7.23 -7.02 7.23 525.00 314.37 1.00 1.00 4.88 191.70 127.80 +D+S Dsgn. L = 11.50 ft 1 0.052 0.094 13.16 -16.24 16.24 525.00 314.37 1.00 1.00 11.98 191.70 127.80 Dsgn. L = 10.50 ft 2 0.052 0.032 -0.00 -16.24 16.24 525.00 314.37 1.00 1.00 4.12 191.70 127.80 Dsgn. L = 10.00 ft 3 0.017 0.024 5.39 -3.01 5.39 525.00 314.37 1.00 1.00 3.03 191.70 127.80 Project Title: Engineer: Project ID: Project Descr: Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-7 CONTINUOUS Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +D+0.750L Dsgn. L = 11.50 ft 1 0.046 0.074 11.48 -14.57 14.57 525.00 314.37 1.00 1.00 9.49 191.70 127.80 Dsgn. L = 10.50 ft 2 0.046 0.037 0.48 -14.57 14.57 525.00 314.37 1.00 1.00 4.79 191.70 127.80 Dsgn. L = 10.00 ft 3 0.021 0.035 6.64 -6.30 6.64 525.00 314.37 1.00 1.00 4.44 191.70 127.80 +D+0.750L+0.750S Dsgn. L = 11.50 ft 1 0.057 0.098 14.13 -17.92 17.92 525.00 314.37 1.00 1.00 12.48 191.70 127.80 Dsgn. L = 10.50 ft 2 0.057 0.041 -0.00 -17.92 17.92 525.00 314.37 1.00 1.00 5.19 191.70 127.80 Dsgn. L = 10.00 ft 3 0.022 0.034 7.01 -5.45 7.01 525.00 314.37 1.00 1.00 4.36 191.70 127.80 +0.60D Dsgn. L = 11.50 ft 1 0.022 0.038 5.55 -7.06 7.06 525.00 314.37 1.00 1.00 4.80 191.70 127.80 Dsgn. L = 10.50 ft 2 0.022 0.017 0.02 -7.06 7.06 525.00 314.37 1.00 1.00 2.15 191.70 127.80 Dsgn. L = 10.00 ft 3 0.009 0.015 2.94 -2.50 2.94 525.00 314.37 1.00 1.00 1.89 191.70 127.80 +1.140D Dsgn. L = 11.50 ft 1 0.043 0.071 10.55 -13.42 13.42 525.00 314.37 1.00 1.00 9.11 191.70 127.80 Dsgn. L = 10.50 ft 2 0.043 0.032 0.04 -13.42 13.42 525.00 314.37 1.00 1.00 4.09 191.70 127.80 Dsgn. L = 10.00 ft 3 0.018 0.028 5.58 -4.74 5.58 525.00 314.37 1.00 1.00 3.58 191.70 127.80 +1.105D+0.750L+0.750S Dsgn. L = 11.50 ft 1 0.061 0.104 15.10 -19.16 19.16 525.00 314.37 1.00 1.00 13.32 191.70 127.80 Dsgn. L = 10.50 ft 2 0.061 0.044 -0.00 -19.16 19.16 525.00 314.37 1.00 1.00 5.57 191.70 127.80 Dsgn. L = 10.00 ft 3 0.024 0.037 7.52 -5.88 7.52 525.00 314.37 1.00 1.00 4.69 191.70 127.80 +0.460D Dsgn. L = 11.50 ft 1 0.017 0.029 4.26 -5.42 5.42 525.00 314.37 1.00 1.00 3.68 191.70 127.80 Dsgn. L = 10.50 ft 2 0.017 0.013 0.01 -5.42 5.42 525.00 314.37 1.00 1.00 1.65 191.70 127.80 Dsgn. L = 10.00 ft 3 0.007 0.011 2.25 -1.91 2.25 525.00 314.37 1.00 1.00 1.45 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0142 5.750 0.0000 0.000 2 0.0000 5.750 +D+S -0.0040 3.570 +D+0.750L+0.750S 3 0.0050 5.333 0.0000 3.570 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.643 17.671 8.455 3.474 Overall MINimum 0.612 3.597 -0.649 0.114 D Only 3.177 11.581 5.280 2.310 +D+L 4.520 15.179 8.455 3.474 +D+S 3.788 16.104 4.631 2.425 +D+0.750L+0.750S 4.643 17.671 7.175 3.269 +D+0.750L 4.184 14.279 7.661 3.183 +0.60D 1.906 6.949 3.168 1.386 L Only 1.343 3.597 3.176 1.164 S Only 0.612 4.523 -0.649 0.114 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-8 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending id W 1 Ox30 Span = 14.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.150: 1 Maximum Shear Stress Ratio = 0.059 : 1 Section used for this span W1 Ox30 Section used for this span W10x30 Ma: Applied 13.666 k-ft Va : Applied 3.706 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.375ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio = 4,531 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.109 in Ratio = 1623 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.75 ft 1 0.096 0.038 8.77 8.77 152.50 91.32 1.00 1.00 2.38 94.50 63.00 +D+L Dsgn. L = 14.75 ft 1 0.150 0.059 13.67 13.67 152.50 91.32 1.00 1.00 3.71 94.50 63.00 +D+0.750L Dsgn. L = 14.75 ft 1 0.136 0.054 12.44 12.44 152.50 91.32 1.00 1.00 3.37 94.50 63.00 +0.60D Dsgn. L = 14.75 ft 1 0.058 0.023 5.26 5.26 152.50 91.32 1.00 1.00 1.43 94.50 63.00 +1.140D Dsgn. L = 14.75 ft 1 0.109 0.043 10.00 10.00 152.50 91.32 1.00 1.00 2.71 94.50 63.00 +1.105D+0.750L Dsgn. L = 14.75 ft 1 0.146 0.058 13.36 13.36 152.50 91.32 1.00 1.00 3.62 94.50 63.00 +0.460D Dsgn. L = 14.75 ft 1 0.044 0.017 4.03 4.03 152.50 91.32 1.00 1.00 1.09 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1090 7.417 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.706 3.706 Overall MINimum 1.328 1.328 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-8 Software copyright 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 D Only 2.378 2.378 +D+L 3.706 3.706 +D+0.750L 3.374 3.374 +0.60D 1.427 1.427 L Only 1.328 1.328 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-9 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I Span = 9250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.059: 1 Maximum Shear Stress Ratio = 0.037 : 1 Section used for this span W1 Ox30 Section used for this span W10x30 Ma: Applied 5.374 k-ft Va : Applied 2.324 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 4.625ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 18,372>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.017 in Ratio = 6581 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 9.25 ft 1 0.038 0.024 3.45 3.45 152.50 91.32 1.00 1.00 1.49 94.50 63.00 +D+L Dsgn. L = 9.25 ft 1 0.059 0.037 5.37 5.37 152.50 91.32 1.00 1.00 2.32 94.50 63.00 +D+0.750L Dsgn. L = 9.25 ft 1 0.054 0.034 4.89 4.89 152.50 91.32 1.00 1.00 2.12 94.50 63.00 +0.60D Dsgn. L = 9.25 ft 1 0.023 0.014 2.07 2.07 152.50 91.32 1.00 1.00 0.89 94.50 63.00 +1.140D Dsgn. L = 9.25 ft 1 0.043 0.027 3.93 3.93 152.50 91.32 1.00 1.00 1.70 94.50 63.00 +1.105D+0.750L Dsgn. L = 9.25 ft 1 0.058 0.036 5.26 5.26 152.50 91.32 1.00 1.00 2.27 94.50 63.00 +0.460D Dsgn. L = 9.25 ft 1 0.017 0.011 1.59 1.59 152.50 91.32 1.00 1.00 0.69 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0169 4.651 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.324 2.324 Overall MINimum 0.833 0.833 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-9 Software copyright 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 D Only 1.492 1.492 +D+L 2.324 2.324 +D+0.750L 2.116 2.116 +0.60D 0.895 0.895 L Only 0.833 0.833 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-10 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.6) L(0.8) D(0.06) L(0.12) W 10x30 W 10x30 L Span = 5.250 ft Span = 3250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 2 Point Load : D =1.60, L = 0.80 k @ 3.250 ft, (XR 1-9) Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 3.0 ft, (STAIRS) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.098: 1 Maximum Shear Stress Ratio = 0.049 Section used for this span W10x30 Section used for this span W10x30 Ma: Applied 8.909 k-ft Va : Applied 3.083 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 5.250ft Location of maximum on span 5.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 7,624>=360 Max Upward Transient Deflection -0.002 in Ratio = 31,272 >=360 Max Downward Total Deflection 0.028 in Ratio = 2768 >=180 Max Upward Total Deflection -0.005 in Ratio = 11563 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 5.25 ft 1 0.062 0.030 -5.68 5.68 152.50 91.32 1.00 1.00 1.89 94.50 63.00 Dsgn. L = 3.25 ft 2 0.062 0.030 -5.68 5.68 152.50 91.32 1.00 1.00 1.89 94.50 63.00 +D+L Dsgn. L = 5.25 ft 1 0.098 0.049 -8.91 8.91 152.50 91.32 1.00 1.00 3.08 94.50 63.00 Dsgn. L = 3.25 ft 2 0.098 0.049 -8.91 8.91 152.50 91.32 1.00 1.00 3.08 94.50 63.00 +D+0.750L Dsgn. L = 5.25 ft 1 0.089 0.044 -8.10 8.10 152.50 91.32 1.00 1.00 2.79 94.50 63.00 Dsgn. L = 3.25 ft 2 0.089 0.044 -8.10 8.10 152.50 91.32 1.00 1.00 2.79 94.50 63.00 +0.60D Dsgn. L = 5.25 ft 1 0.037 0.018 -3.41 3.41 152.50 91.32 1.00 1.00 1.14 94.50 63.00 Dsgn. L = 3.25 ft 2 0.037 0.018 -3.41 3.41 152.50 91.32 1.00 1.00 1.14 94.50 63.00 +1.140D Dsgn. L = 5.25 ft 1 0.071 0.034 -6.47 6.47 152.50 91.32 1.00 1.00 2.16 94.50 63.00 Dsgn. L = 3.25 ft 2 0.071 0.034 -6.47 6.47 152.50 91.32 1.00 1.00 2.16 94.50 63.00 +1.105D+0.750L Dsgn. L = 5.25 ft 1 0.095 0.047 -8.70 8.70 152.50 91.32 1.00 1.00 2.98 94.50 63.00 Dsgn. L = 3.25 ft 2 0.095 0.047 -8.70 8.70 152.50 91.32 1.00 1.00 2.98 94.50 63.00 +0.460D Dsgn. L = 5.25 ft 1 0.029 0.014 -2.61 2.61 152.50 91.32 1.00 1.00 0.87 94.50 63.00 Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-10 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.25 ft 2 0.029 0.014 -2.61 2.61 152.50 91.32 1.00 1.00 0.87 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0.000 +D+L-0.0054 3.045 +D+L 2 0.0282 3.250 0.0000 3.045 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.618 4.858 Overall MINimum -0.601 1.806 D Only -1.002 3.052 +D+L -1.618 4.858 +D+0.750L -1.464 4.407 +0.60D -0.601 1.831 L Only -0.616 1.806 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-11 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.17) S(0.28) D(0.2925) L(0.18) D(0.5525) L(0.34) W 10x30 Span - 15.50 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Extent = 0.0 -->> 9.0 ft, Tributary Width = 8.50 ft, (FLOOR) Uniform Load : D = 0.0650, L = 0.040 ksf, Extent = 9.0 - > 15.50 ft, Tributary Width = 4.50 ft, (FLOOR) Uniform Load : D = 0.170, S = 0.280 k/ft, Tributary Width =1.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =12.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.424: 1 Maximum Shear Stress Ratio = 0.167 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma: Applied 38.724 k-ft Va : Applied 10.521 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +1.105D+0.750L+0.750S Load Combination +1.105D+0.750L+0.750S Location of maximum on span 7.351 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 0.074 in Ratio = 2,505>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.317 in Ratio = 588 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 15.46 ft 1 0.258 0.102 23.53 23.53 152.50 91.32 1.00 1.00 6.41 94.50 63.00 Dsgn. L = 0.04 ft 1 0.003 0.086 0.24 0.24 152.50 91.32 1.00 1.00 5.43 94.50 63.00 +D+L Dsgn. L = 15.46 ft 1 0.352 0.140 32.11 32.11 152.50 91.32 1.00 1.00 8.82 94.50 63.00 Dsgn. L = 0.04 ft 1 0.004 0.115 0.32 0.32 152.50 91.32 1.00 1.00 7.24 94.50 63.00 +D+S Dsgn. L = 15.46 ft 1 0.350 0.136 31.92 31.92 152.50 91.32 1.00 1.00 8.58 94.50 63.00 Dsgn. L = 0.04 ft 1 0.004 0.121 0.34 0.34 152.50 91.32 1.00 1.00 7.60 94.50 63.00 +D+0.750L Dsgn. L = 15.46 ft 1 0.328 0.130 29.97 29.97 152.50 91.32 1.00 1.00 8.22 94.50 63.00 Dsgn. L = 0.04 ft 1 0.003 0.108 0.30 0.30 152.50 91.32 1.00 1.00 6.79 94.50 63.00 +D+0.750L+0.750S Dsgn. L = 15.46 ft 1 0.397 0.156 36.25 36.25 152.50 91.32 1.00 1.00 9.85 94.50 63.00 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-11 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.04 ft 1 0.004 0.134 0.37 0.37 152.50 91.32 1.00 1.00 8.41 94.50 63.00 +0.60D Dsgn. L = 15.46 ft 1 0.155 0.061 14.12 14.12 152.50 91.32 1.00 1.00 3.84 94.50 63.00 Dsgn. L = 0.04 ft 1 0.002 0.052 0.14 0.14 152.50 91.32 1.00 1.00 3.26 94.50 63.00 +1.140D Dsgn. L = 15.46 ft 1 0.294 0.116 26.82 26.82 152.50 91.32 1.00 1.00 7.30 94.50 63.00 Dsgn. L = 0.04 ft 1 0.003 0.098 0.27 0.27 152.50 91.32 1.00 1.00 6.19 94.50 63.00 +1. 1 05D+0.750L+0.750S Dsgn. L = 15.46 ft 1 0.424 0.167 38.72 38.72 152.50 91.32 1.00 1.00 10.52 94.50 63.00 Dsgn. L = 0.04 ft 1 0.004 0.143 0.40 0.40 152.50 91.32 1.00 1.00 8.98 94.50 63.00 +0.460D Dsgn. L = 15.46 ft 1 0.119 0.047 10.82 10.82 152.50 91.32 1.00 1.00 2.95 94.50 63.00 Dsgn. L = 0.04 ft 1 0.001 0.040 0.11 0.11 152.50 91.32 1.00 1.00 2.50 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. °+" Defl Location in Span +D+0.750L+0.750S 1 0.3166 7.661 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.848 8.414 Overall MINimum 2.170 1.813 D Only 6.408 5.426 +D+L 8.824 7.239 +D+S 8.578 7.596 +D+0.750L+0.750S 9.848 8.414 +D+0.750L 8.220 6.786 +0.60D 3.845 3.256 LOnly 2.417 1.813 S Only 2.170 2.170 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-12 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(5.3) L(2.7) D(1.6) L(0.8) W14x74 Span = 8.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D =1.60, L = 0.80 k @ 7.50 ft, (XL 1-9) Point Load : D = 5.30, L = 2.70 k @ 3.50 ft, (XR 1-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.056: 1 Maximum Shear Stress Ratio = 0.046 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 17.462 k-ft Va : Applied 5.881 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+L Load Combination +D+L Location of maximum on span 3.512ft Location of maximum on span 8.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 39,695>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.008 in Ratio = 12803 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 8.25 ft 1 0.037 0.031 11.78 11.78 525.00 314.37 1.00 1.00 4.01 191.70 127.80 +D+L Dsgn. L = 8.25 ft 1 0.056 0.046 17.46 17.46 525.00 314.37 1.00 1.00 5.88 191.70 127.80 +D+0.750L Dsgn. L = 8.25 ft 1 0.051 0.042 16.04 16.04 525.00 314.37 1.00 1.00 5.41 191.70 127.80 +0.60D Dsgn. L = 8.25 ft 1 0.022 0.019 7.07 7.07 525.00 314.37 1.00 1.00 2.40 191.70 127.80 +1.140D Dsgn. L = 8.25 ft 1 0.043 0.036 13.43 13.43 525.00 314.37 1.00 1.00 4.57 191.70 127.80 +1.105D+0.750L Dsgn. L = 8.25 ft 1 0.055 0.046 17.28 17.28 525.00 314.37 1.00 1.00 5.83 191.70 127.80 +0.460D Dsgn. L = 8.25 ft 1 0.017 0.014 5.42 5.42 525.00 314.37 1.00 1.00 1.84 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0077 4.007 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-12 Software copyright 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 Overall MAXimum 5.129 5.881 Overall MlNimum 1.627 1.873 D Only 3.502 4.008 +D+L 5.129 5.881 +D+0.750L 4.723 5.413 +0.60D 2.101 2.405 L Only 1.627 1.873 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-13 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2.5) L(1.3) 1111, p�) D(6.4) L( .4) S(2.2) W 14x74 Span = 18.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 2.50, L =1.30 k @ 8.50 ft, (XL 1-8) Point Load : D = 4.50, L = 3.0 k @ 12.50 ft, (XR 1-5) Point Load : D = 6.40, L = 2.40, S = 2.20 k @ 17.50 ft, (XL 1-11) Point Load : D = 1.80, S = 2.50 k @ 12.50 ft, (XR 2-4) DESIGN SUMMARY •111111 Maximum Bending Stress Ratio = 0.197: 1 Maximum Shear Stress Ratio = 0.158 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 61.943 k-ft Va : Applied 20.170 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.105D+0.750L+0.750S Load Combination +1.105D+0.750L+0.750S Location of maximum on span 12.462ft Location of maximum on span 18.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio = 5,654>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.135 in Ratio = 1627 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 18.25 ft 1 0.119 0.096 37.42 37.42 525.00 314.37 1.00 1.00 12.29 191.70 127.80 +D+L Dsgn. L = 18.25 ft 1 0.172 0.135 53.94 53.94 525.00 314.37 1.00 1.00 17.25 191.70 127.80 +D+S Dsgn. L = 18.25 ft 1 0.154 0.126 48.37 48.37 525.00 314.37 1.00 1.00 16.11 191.70 127.80 +D+0.750L Dsgn. L = 18.25 ft 1 0.158 0.125 49.81 49.81 525.00 314.37 1.00 1.00 16.01 191.70 127.80 +D+0.750L+0.750S Dsgn. L = 18.25 ft 1 0.185 0.148 58.01 58.01 525.00 314.37 1.00 1.00 18.88 191.70 127.80 +0.60D Dsgn. L = 18.25 ft 1 0.071 0.058 22.45 22.45 525.00 314.37 1.00 1.00 7.38 191.70 127.80 +1.140D Dsgn. L = 18.25 ft 1 0.136 0.110 42.66 42.66 525.00 314.37 1.00 1.00 14.01 191.70 127.80 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-13 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +1.105D+0.750L+0.750S Dsgn. L = 18.25 ft 1 0.197 0.158 61.94 61.94 525.00 314.37 1.00 1.00 20.17 191.70 127.80 +0.460D Dsgn. L = 18.25 ft 1 0.055 0.044 17.21 17.21 525.00 314.37 1.00 1.00 5.65 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1346 9.751 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.221 18.879 Overall MINimum 0.878 3.822 D Only 4.259 12.292 +D+L 5.997 17.253 +D+S 5.137 16.114 +D+0.750L+0.750S 6.221 18.879 +D+0.750L 5.563 16.013 +0.60D 2.555 7.375 L Only 1.738 4.962 S Only 0.878 3.822 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-14 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 14x74 Span =5.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 8.50 ft, (STAIRS) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.006: 1 Maximum Shear Stress Ratio = 0.012 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 1.958 k-ft Va : Applied 1.566 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k 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 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.000 in Ratio = 156297 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 5.00 ft 1 0.003 0.006 0.90 0.90 525.00 314.37 1.00 1.00 0.72 191.70 127.80 +D+L Dsgn. L = 5.00 ft 1 0.006 0.012 1.96 1.96 525.00 314.37 1.00 1.00 1.57 191.70 127.80 +D+0.750L Dsgn. L = 5.00 ft 1 0.005 0.011 1.69 1.69 525.00 314.37 1.00 1.00 1.35 191.70 127.80 +0.60D Dsgn. L = 5.00 ft 1 0.002 0.003 0.54 0.54 525.00 314.37 1.00 1.00 0.43 191.70 127.80 +1.140D Dsgn. L = 5.00 ft 1 0.003 0.006 1.02 1.02 525.00 314.37 1.00 1.00 0.82 191.70 127.80 +1.105D+0.750L Dsgn. L = 5.00 ft 1 0.006 0.011 1.79 1.79 525.00 314.37 1.00 1.00 1.43 191.70 127.80 +0.460D Dsgn. L = 5.00 ft 1 0.001 0.003 0.41 0.41 525.00 314.37 1.00 1.00 0.33 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0004 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 1.566 1.566 Overall MINimum 0.430 0.430 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-14 Software copyright 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 D Only 0.716 0.716 +D+L 1.566 1.566 +D+0.750L 1.354 1.354 +0.60D 0.430 0.430 L Only 0.850 0.850 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-15 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 14x74 Span= 14.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.007: 1 Maximum Shear Stress Ratio = 0.005 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 2.067 k-ft Va : Applied 0.5905 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +1.140D Load Combination +1.140D Location of maximum on span 7.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 60279 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.00 ft 1 0.006 0.004 1.81 1.81 525.00 314.37 1.00 1.00 0.52 191.70 127.80 +0.60D Dsgn. L = 14.00 ft 1 0.003 0.002 1.09 1.09 525.00 314.37 1.00 1.00 0.31 191.70 127.80 +1.140D Dsgn. L = 14.00 ft 1 0.007 0.005 2.07 2.07 525.00 314.37 1.00 1.00 0.59 191.70 127.80 +1.105D Dsgn. L = 14.00 ft 1 0.006 0.004 2.00 2.00 525.00 314.37 1.00 1.00 0.57 191.70 127.80 +0.460D Dsgn. L = 14.00 ft 1 0.003 0.002 0.83 0.83 525.00 314.37 1.00 1.00 0.24 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0028 7.040 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.518 0.518 Overall MINimum 0.311 0.311 D Only 0.518 0.518 +0.60D 0.311 0.311 Steel Beam DESCRIPTION: 1-18 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending W 14x74 Span = 12.50 ft led Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 4.90, S = 4.70 k @ 1.0 ft, (XL 2-6) Point Load : D = 7.0, S = 7.70 k @ 1.0 ft, (XR 2-5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.071 : 1 Section used for this span W14x74 Ma: Applied 22.195 k-ft Mn / Omega: Allowable 314.371 k-ft Load Combination +D+S Location of maximum on span 1.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fy : Steel Yield E: Modulus: W 14x74 Span = 14.0 ft 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.174 Section used for this span W14x74 Va : Applied 22.232 Vn/Omega : Allowable 127.80 Load Combination +D+S Location of maximum on span 0.000 Span # where maximum occurs Span # 1 0.007 in Ratio = 20,340>=360 -0.003 in Ratio = 60,716 >=360 0.015 in Ratio = 9960 >=180 -0.004 in Ratio = 38843 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 12.50 ft 1 0.035 0.087 11.02 -4.43 11.02 525.00 314.37 1.00 1.00 11.06 191.70 127.80 Dsgn. L = 14.00 ft 2 0.014 0.007 0.27 -4.43 4.43 525.00 314.37 1.00 1.00 0.83 191.70 127.80 +D+S Dsgn. L = 12.50 ft 1 0.071 0.174 22.19 -7.33 22.19 525.00 314.37 1.00 1.00 22.23 191.70 127.80 Dsgn. L = 14.00 ft 2 0.023 0.008 -7.33 7.33 525.00 314.37 1.00 1.00 1.04 191.70 127.80 +D+0.750S Dsgn. L = 12.50 ft 1 0.062 0.152 19.40 -6.61 19.40 525.00 314.37 1.00 1.00 19.44 191.70 127.80 Dsgn. L = 14.00 ft 2 0.021 0.008 0.01 -6.61 6.61 525.00 314.37 1.00 1.00 0.99 191.70 127.80 +0.60D Dsgn. L = 12.50 ft 1 0.021 0.052 6.61 -2.66 6.61 525.00 314.37 1.00 1.00 6.63 191.70 127.80 Dsgn. L = 14.00 ft 2 0.008 0.004 0.16 -2.66 2.66 525.00 314.37 1.00 1.00 0.50 191.70 127.80 +1.140D Dsgn. L = 12.50 ft 1 0.040 0.099 12.56 -5.05 12.56 525.00 314.37 1.00 1.00 12.60 191.70 127.80 Dsgn. L = 14.00 ft 2 0.016 0.007 0.31 -5.05 5.05 525.00 314.37 1.00 1.00 0.95 191.70 127.80 +1.105D+0.750S Dsgn. L = 12.50 ft 1 0.065 0.161 20.56 -7.07 20.56 525.00 314.37 1.00 1.00 20.60 191.70 127.80 Dsgn. L = 14.00 ft 2 0.022 0.008 0.03 -7.07 7.07 525.00 314.37 1.00 1.00 1.08 191.70 127.80 +0.460D Dsgn. L = 12.50 ft 1 0.016 0.040 5.07 -2.04 5.07 525.00 314.37 1.00 1.00 5.09 191.70 127.80 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L I VOL/_C11C1GG1U IIIU_I I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-18 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 14.00 ft 2 0.006 0.003 0.13 -2.04 2.04 525.00 314.37 1.00 1.00 0.38 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S 1 0.0151 4.900 0.0000 0.000 2 0.0000 4.900 +D+S-0.0043 5.208 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 22.232 4.035 -0.208 Overall MINimum 6.634 1.432 -0.006 D Only 11.056 2.603 0.202 +D+S 22.232 4.035 -0.006 +D+0.750S 19.438 3.677 0.046 +0.60D 6.634 1.562 0.121 S Only 11.176 1.432 -0.208 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-19 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W14x74 Span = 8.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 7.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.026: 1 Maximum Shear Stress Ratio = 0.029 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 8.095 k-ft Va : Applied 3.735 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k Load Combination +D+L Load Combination +D+L Location of maximum on span 4.335ft Location of maximum on span 8.670 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 62,604>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.005 in Ratio = 21801 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 8.67 ft 1 0.017 0.019 5.28 5.28 525.00 314.37 1.00 1.00 2.43 191.70 127.80 +D+L Dsgn. L = 8.67 ft 1 0.026 0.029 8.09 8.09 525.00 314.37 1.00 1.00 3.73 191.70 127.80 +D+0.750L Dsgn. L = 8.67 ft 1 0.024 0.027 7.39 7.39 525.00 314.37 1.00 1.00 3.41 191.70 127.80 +0.60D Dsgn. L = 8.67 ft 1 0.010 0.011 3.17 3.17 525.00 314.37 1.00 1.00 1.46 191.70 127.80 +1.140D Dsgn. L = 8.67 ft 1 0.019 0.022 6.01 6.01 525.00 314.37 1.00 1.00 2.77 191.70 127.80 +1.105D+0.750L Dsgn. L = 8.67 ft 1 0.025 0.029 7.94 7.94 525.00 314.37 1.00 1.00 3.67 191.70 127.80 +0.460D Dsgn. L = 8.67 ft 1 0.008 0.009 2.43 2.43 525.00 314.37 1.00 1.00 1.12 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0048 4.360 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.735 3.735 Overall MINimum 1.301 1.301 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-19 Software copyright 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 D Only 2.434 2.434 +D+L 3.735 3.735 +D+0.750L 3.409 3.409 +0.60D 1.460 1.460 L Only 1.301 1.301 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-20 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 19�L W 14x74 Span =5.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.004: 1 Maximum Shear Stress Ratio = 0.008 : 1 Section used for this span W14x74 Section used for this span W14x74 Ma: Applied 1.216 k-ft Va : Applied 0.9725 k Mn / Omega: Allowable 314.371 k-ft Vn/Omega : Allowable 127.80 k 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 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.000 in Ratio = 251723 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 5.00 ft 1 0.003 0.005 0.84 0.84 525.00 314.37 1.00 1.00 0.67 191.70 127.80 +D+L Dsgn. L = 5.00 ft 1 0.004 0.008 1.22 1.22 525.00 314.37 1.00 1.00 0.97 191.70 127.80 +D+0.750L Dsgn. L = 5.00 ft 1 0.004 0.007 1.12 1.12 525.00 314.37 1.00 1.00 0.90 191.70 127.80 +0.60D Dsgn. L = 5.00 ft 1 0.002 0.003 0.50 0.50 525.00 314.37 1.00 1.00 0.40 191.70 127.80 +1.140D Dsgn. L = 5.00 ft 1 0.003 0.006 0.96 0.96 525.00 314.37 1.00 1.00 0.77 191.70 127.80 +1.105D+0.750L Dsgn. L = 5.00 ft 1 0.004 0.008 1.21 1.21 525.00 314.37 1.00 1.00 0.97 191.70 127.80 +0.460D Dsgn. L = 5.00 ft 1 0.001 0.002 0.39 0.39 525.00 314.37 1.00 1.00 0.31 191.70 127.80 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0002 2.514 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.973 0.973 Overall MINimum 0.300 0.300 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-20 Software copyright 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 D Only 0.673 0.673 +D+L 0.973 0.973 +D+0.750L 0.898 0.898 +0.60D 0.404 0.404 L Only 0.300 0.300 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-21 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.325) L(02) D(O.325) L(02) b b b b b b b b b W 1 Ox30 W 1 Ox30 Span = 13.0 ft Span = 8.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.098: 1 Maximum Shear Stress Ratio = 0.068 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma : Applied 8.949 k-ft Va : Applied 4.296 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 13.000ft Location of maximum on span 13.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio = 10,807>=360 Max Upward Transient Deflection -0.001 in Ratio = 72,896 >=360 Max Downward Total Deflection 0.040 in Ratio = 3894 >=180 Max Upward Total Deflection -0.004 in Ratio = 26269 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 13.00 ft 1 0.063 0.044 4.91 -5.72 5.72 152.50 91.32 1.00 1.00 2.75 94.50 63.00 Dsgn. L = 8.00 ft 2 0.063 0.034 0.70 -5.72 5.72 152.50 91.32 1.00 1.00 2.14 94.50 63.00 +D+L Dsgn. L = 13.00 ft 1 0.098 0.068 7.68 -8.95 8.95 152.50 91.32 1.00 1.00 4.30 94.50 63.00 Dsgn. L = 8.00 ft 2 0.098 0.053 1.09 -8.95 8.95 152.50 91.32 1.00 1.00 3.34 94.50 63.00 +D+0.750L Dsgn. L = 13.00 ft 1 0.089 0.062 6.99 -8.14 8.14 152.50 91.32 1.00 1.00 3.91 94.50 63.00 Dsgn. L = 8.00 ft 2 0.089 0.048 0.99 -8.14 8.14 152.50 91.32 1.00 1.00 3.04 94.50 63.00 +0.60D Dsgn. L = 13.00 ft 1 0.038 0.026 2.95 -3.43 3.43 152.50 91.32 1.00 1.00 1.65 94.50 63.00 Dsgn. L = 8.00 ft 2 0.038 0.020 0.42 -3.43 3.43 152.50 91.32 1.00 1.00 1.28 94.50 63.00 +1.140D Dsgn. L = 13.00 ft 1 0.071 0.050 5.60 -6.53 6.53 152.50 91.32 1.00 1.00 3.13 94.50 63.00 Dsgn. L = 8.00 ft 2 0.071 0.039 0.80 -6.53 6.53 152.50 91.32 1.00 1.00 2.43 94.50 63.00 +1.105D+0.750L Dsgn. L = 13.00 ft 1 0.096 0.067 7.50 -8.74 8.74 152.50 91.32 1.00 1.00 4.20 94.50 63.00 Dsgn. L = 8.00 ft 2 0.096 0.052 1.07 -8.74 8.74 152.50 91.32 1.00 1.00 3.26 94.50 63.00 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-21 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 1 0.029 0.020 2.26 -2.63 2.63 152.50 91.32 1.00 1.00 1.26 94.50 63.00 Dsgn. L = 8.00 ft 2 0.029 0.016 0.32 -2.63 2.63 152.50 91.32 1.00 1.00 0.98 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0401 5.876 0.0000 0.000 2 0.0000 5.876 +D+L -0.0037 2.048 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.919 7.635 1.101 Overall MINimum 1.052 2.751 0.397 D Only 1.867 4.883 0.704 +D+L 2.919 7.635 1.101 +D+0.750L 2.656 6.947 1.002 +0.60D 1.120 2.930 0.423 L Only 1.052 2.751 0.397 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-21 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.325) L(02) D(O.325) b b b b b b b b b W 1 Ox30 W 1 Ox30 Span = 13.0 ft Span = 8.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 5.0 ft, (FLOOR) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.091 : 1 Maximum Shear Stress Ratio = 0.067 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma : Applied 8.340 k-ft Va : Applied 4.249 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 13.000ft Location of maximum on span 13.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 9,385>=360 Max Upward Transient Deflection -0.004 in Ratio = 25,243 >=360 Max Downward Total Deflection 0.042 in Ratio = 3694 >=180 Max Upward Total Deflection -0.006 in Ratio = 16373 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 13.00 ft 1 0.063 0.044 4.91 -5.72 5.72 152.50 91.32 1.00 1.00 2.75 94.50 63.00 Dsgn. L = 8.00 ft 2 0.063 0.034 0.70 -5.72 5.72 152.50 91.32 1.00 1.00 2.14 94.50 63.00 +D+L Dsgn. L = 13.00 ft 1 0.091 0.067 7.93 -8.34 8.34 152.50 91.32 1.00 1.00 4.25 94.50 63.00 Dsgn. L = 8.00 ft 2 0.091 0.039 0.20 -8.34 8.34 152.50 91.32 1.00 1.00 2.46 94.50 63.00 +D+0.750L Dsgn. L = 13.00 ft 1 0.084 0.061 7.17 -7.69 7.69 152.50 91.32 1.00 1.00 3.87 94.50 63.00 Dsgn. L = 8.00 ft 2 0.084 0.038 0.30 -7.69 7.69 152.50 91.32 1.00 1.00 2.38 94.50 63.00 +0.60D Dsgn. L = 13.00 ft 1 0.038 0.026 2.95 -3.43 3.43 152.50 91.32 1.00 1.00 1.65 94.50 63.00 Dsgn. L = 8.00 ft 2 0.038 0.020 0.42 -3.43 3.43 152.50 91.32 1.00 1.00 1.28 94.50 63.00 +1.140D Dsgn. L = 13.00 ft 1 0.071 0.050 5.60 -6.53 6.53 152.50 91.32 1.00 1.00 3.13 94.50 63.00 Dsgn. L = 8.00 ft 2 0.071 0.039 0.80 -6.53 6.53 152.50 91.32 1.00 1.00 2.43 94.50 63.00 +1.105D+0.750L Dsgn. L = 13.00 ft 1 0.091 0.066 7.69 -8.29 8.29 152.50 91.32 1.00 1.00 4.16 94.50 63.00 Dsgn. L = 8.00 ft 2 0.091 0.041 0.36 -8.29 8.29 152.50 91.32 1.00 1.00 2.60 94.50 63.00 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-21 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 1 0.029 0.020 2.26 -2.63 2.63 152.50 91.32 1.00 1.00 1.26 94.50 63.00 Dsgn. L = 8.00 ft 2 0.029 0.016 0.32 -2.63 2.63 152.50 91.32 1.00 1.00 0.98 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0422 5.928 0.0000 0.000 2 0.0000 5.928 +D+L -0.0059 2.688 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.966 6.712 0.704 Overall MINimum 1.099 1.828 -0.327 D Only 1.867 4.883 0.704 +D+L 2.966 6.712 0.378 +D+0.750L 2.691 6.254 0.459 +0.60D 1.120 2.930 0.423 L Only 1.099 1.828 -0.327 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-21 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(O.325) D(O.325) L(O.2) b b b b b b b b b W 1 Ox30� W 1 Ox30 1�T Span = 13.0 ft Span = 8.0 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width = 5.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.074: 1 Maximum Shear Stress Ratio = 0.050 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma : Applied 6.783 k-ft Va : Applied 3.133 k Mn / Omega: Allowable 91.317 k-ft Vn/Omega : Allowable 63.0 k Load Combination +1.105D+0.750L Load Combination +1.140D Location of maximum on span 13.000ft Location of maximum on span 13.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 33,051 >=360 Max Upward Transient Deflection -0.002 in Ratio = 67,004 >=360 Max Downward Total Deflection 0.026 in Ratio = 6089 >=180 Max Upward Total Deflection -0.002 in Ratio = 41068 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 13.00 ft 1 0.063 0.044 4.91 -5.72 5.72 152.50 91.32 1.00 1.00 2.75 94.50 63.00 Dsgn. L = 8.00 ft 2 0.063 0.034 0.70 -5.72 5.72 152.50 91.32 1.00 1.00 2.14 94.50 63.00 +D+L Dsgn. L = 13.00 ft 1 0.069 0.048 4.67 -6.33 6.33 152.50 91.32 1.00 1.00 3.01 94.50 63.00 Dsgn. L = 8.00 ft 2 0.069 0.048 1.84 -6.33 6.33 152.50 91.32 1.00 1.00 3.01 94.50 63.00 +D+0.750L Dsgn. L = 13.00 ft 1 0.068 0.044 4.73 -6.18 6.18 152.50 91.32 1.00 1.00 2.79 94.50 63.00 Dsgn. L = 8.00 ft 2 0.068 0.044 1.54 -6.18 6.18 152.50 91.32 1.00 1.00 2.79 94.50 63.00 +0.60D Dsgn. L = 13.00 ft 1 0.038 0.026 2.95 -3.43 3.43 152.50 91.32 1.00 1.00 1.65 94.50 63.00 Dsgn. L = 8.00 ft 2 0.038 0.020 0.42 -3.43 3.43 152.50 91.32 1.00 1.00 1.28 94.50 63.00 +1.140D Dsgn. L = 13.00 ft 1 0.071 0.050 5.60 -6.53 6.53 152.50 91.32 1.00 1.00 3.13 94.50 63.00 Dsgn. L = 8.00 ft 2 0.071 0.039 0.80 -6.53 6.53 152.50 91.32 1.00 1.00 2.43 94.50 63.00 +1.105D+0.750L Dsgn. L = 13.00 ft 1 0.074 0.049 5.24 -6.78 6.78 152.50 91.32 1.00 1.00 3.07 94.50 63.00 Dsgn. L = 8.00 ft 2 0.074 0.048 1.61 -6.78 6.78 152.50 91.32 1.00 1.00 3.02 94.50 63.00 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-21 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 13.00 ft 1 0.029 0.020 2.26 -2.63 2.63 152.50 91.32 1.00 1.00 1.26 94.50 63.00 Dsgn. L = 8.00 ft 2 0.029 0.016 0.32 -2.63 2.63 152.50 91.32 1.00 1.00 0.98 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span D Only 1 0.0256 5.876 0.0000 0.000 L Only 2 0.0029 4.160 D Only -0.0023 2.048 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.867 5.806 1.428 Overall MINimum -0.047 0.923 0.423 D Only 1.867 4.883 0.704 +D+L 1.820 5.806 1.428 +D+0.750L 1.832 5.576 1.247 +0.60D 1.120 2.930 0.423 L Only -0.047 0.923 0.724 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-22 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span =21.Oft Span =13.0ft )piiea Loaas Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 10.50 ft, (FLOOR) Point Load : D =1.10, S =1.20 k @ 14.50 ft, (XL 2-14) Point Load : D = 1.60, S = 1.90 k @ 14.50 ft, (XR 2-13) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 10.50 ft, (FLOOR) Point Load : D = 3.0, S = 3.40 k @ 5.0 ft, (X2 2-14) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.476: 1 Section used for this span W10x45 Ma : Applied 65.144 k-ft Mn / Omega: Allowable 136.976 k-ft Load Combination +1.105D+0.750L+0.750S Location of maximum on span 21.000ft Span # where maximum occurs Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.141 in Ratio = 1,782>=360 Max Upward Transient Deflection -0.013 in Ratio = 12,198 >=360 Max Downward Total Deflection 0.426 in Ratio = 591 >=180 Max Upward Total Deflection -0.033 in Ratio = 4704 >=180 0.262 : 1 W 10x45 18.516 k 70.70 k +1.105 D+0.750L+0.750S 21.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.291 0.161 29.74 -39.82 39.82 228.75 136.98 1.00 1.00 11.40 106.05 70.70 Dsgn. L = 13.00 ft 2 0.291 0.136 5.46 -39.82 39.82 228.75 136.98 1.00 1.00 9.64 106.05 70.70 +D+L Dsgn. L = 21.00 ft 1 0.420 0.236 44.85 -57.52 57.52 228.75 136.98 1.00 1.00 16.65 106.05 70.70 Dsgn. L = 13.00 ft 2 0.420 0.194 7.64 -57.52 57.52 228.75 136.98 1.00 1.00 13.73 106.05 70.70 +D+S Dsgn. L = 21.00 ft 1 0.367 0.199 34.04 -50.32 50.32 228.75 136.98 1.00 1.00 14.04 106.05 70.70 Dsgn. L = 13.00 ft 2 0.367 0.177 7.57 -50.32 50.32 228.75 136.98 1.00 1.00 12.54 106.05 70.70 +D+0.750L Steel Beam DESCRIPTION: 1-22 LOAD A Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project ID: Project Descr: Summary of Moment Values Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.388 Dsgn. L = 13.00 ft 2 0.388 +D+0.750L+0.750S Dsgn. L = 21.00 ft 1 0.445 Dsgn. L = 13.00 ft 2 0.445 +0.60D Dsgn. L = 21.00 ft 1 0.174 Dsgn. L = 13.00 ft 2 0.174 +1.140D Dsgn. L = 21.00 ft 1 0.331 Dsgn. L = 13.00 ft 2 0.331 +1.105D+0.750L+0.750S Dsgn. L = 21.00 ft 1 0.476 Dsgn. L = 13.00 ft 2 0.476 +0.460D Dsgn. L = 21.00 ft 1 0.134 Dsgn. L = 13.00 ft 2 0.134 Overall Maximum Deflections 0.217 41.07 -53.09 53.09 228.75 136.98 1.00 1.00 15.34 106.05 70.70 0.180 7.09 -53.09 53.09 228.75 136.98 1.00 1.00 12.71 106.05 70.70 0.245 44.19 -60.96 60.96 228.75 136.98 1.00 1.00 17.32 106.05 70.70 0.210 8.55 -60.96 60.96 228.75 136.98 1.00 1.00 14.88 106.05 70.70 0.097 17.84 -23.89 23.89 228.75 136.98 1.00 1.00 6.84 106.05 70.70 0.082 3.28 -23.89 23.89 228.75 136.98 1.00 1.00 5.78 106.05 70.70 0.184 33.90 -45.40 45.40 228.75 136.98 1.00 1.00 13.00 106.05 70.70 0.155 6.23 -45.40 45.40 228.75 136.98 1.00 1.00 10.99 106.05 70.70 0.262 47.31 -65.14 65.14 228.75 136.98 1.00 1.00 18.52 106.05 70.70 0.225 9.12 -65.14 65.14 228.75 136.98 1.00 1.00 15.89 106.05 70.70 0.074 13.68 -18.32 18.32 228.75 136.98 1.00 1.00 5.24 106.05 70.70 0.063 2.51 -18.32 18.32 228.75 136.98 1.00 1.00 4.43 106.05 70.70 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4262 9.576 0.0000 0.000 +D+S 2 0.0089 9.308 +D+L -0.0332 2.860 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.146 32.200 4.221 Overall MINimum 0.460 5.540 0.500 D Only 6.578 21.038 2.819 +D+L 10.146 30.381 4.188 +D+S 7.038 26.577 3.320 +D+0.750L+0.750S 9.599 32.200 4.221 +D+0.750L 9.254 28.045 3.846 +0.60D 3.947 12.623 1.692 L Only 3.568 9.343 1.369 S Only 0.460 5.540 0.500 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-22 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span =21.Oft Span =13.0ft )piiea Loaas Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 10.50 ft, (FLOOR) Point Load : D =1.10, S =1.20 k @ 14.50 ft, (XL 2-14) Point Load : D = 1.60, S = 1.90 k @ 14.50 ft, (XR 2-13) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 10.50 ft, (FLOOR) Point Load : D = 3.0 k @ 5.0 ft, (X2 2-14) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.439: 1 Section used for this span W10x45 Ma : Applied 60.177 k-ft Mn / Omega: Allowable 136.976 k-ft Load Combination +1.105D+0.750L+0.750S Location of maximum on span 21.000ft Span # where maximum occurs Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.163 in Ratio = 1,544>=360 Max Upward Transient Deflection -0.038 in Ratio = 4,144 >=360 Max Downward Total Deflection 0.458 in Ratio = 550 >=180 Max Upward Total Deflection -0.057 in Ratio = 2716 >=180 0.259 : 1 W 10x45 18.279 k 70.70 k +1.105 D+0.750L+0.750S 21.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.291 0.161 29.74 -39.82 39.82 228.75 136.98 1.00 1.00 11.40 106.05 70.70 Dsgn. L = 13.00 ft 2 0.291 0.136 5.46 -39.82 39.82 228.75 136.98 1.00 1.00 9.64 106.05 70.70 +D+L Dsgn. L = 21.00 ft 1 0.395 0.233 46.29 -54.12 54.12 228.75 136.98 1.00 1.00 16.49 106.05 70.70 Dsgn. L = 13.00 ft 2 0.395 0.152 2.03 -54.12 54.12 228.75 136.98 1.00 1.00 10.74 106.05 70.70 +D+S Dsgn. L = 21.00 ft 1 0.344 0.196 35.55 -47.09 47.09 228.75 136.98 1.00 1.00 13.89 106.05 70.70 Dsgn. L = 13.00 ft 2 0.344 0.144 3.51 -47.09 47.09 228.75 136.98 1.00 1.00 10.20 106.05 70.70 +D+0.750L Steel Beam DESCRIPTION: 1-22 LOAD B Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project ID: Project Descr: Summary of Moment Values Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.369 Dsgn. L = 13.00 ft 2 0.369 +D+0.750L+0.750S Dsgn. L = 21.00 ft 1 0.409 Dsgn. L = 13.00 ft 2 0.409 +0.60D Dsgn. L = 21.00 ft 1 0.174 Dsgn. L = 13.00 ft 2 0.174 +1.140D Dsgn. L = 21.00 ft 1 0.331 Dsgn. L = 13.00 ft 2 0.331 +1.105D+0.750L+0.750S Dsgn. L = 21.00 ft 1 0.439 Dsgn. L = 13.00 ft 2 0.439 +0.460D Dsgn. L = 21.00 ft 1 0.134 Dsgn. L = 13.00 ft 2 0.134 Overall Maximum Deflections 0.215 42.15 -50.55 50.55 228.75 136.98 1.00 1.00 15.22 106.05 70.70 0.148 2.73 -50.55 50.55 228.75 136.98 1.00 1.00 10.46 106.05 70.70 0.242 46.39 -56.00 56.00 228.75 136.98 1.00 1.00 17.08 106.05 70.70 0.154 1.71 -56.00 56.00 228.75 136.98 1.00 1.00 10.88 106.05 70.70 0.097 17.84 -23.89 23.89 228.75 136.98 1.00 1.00 6.84 106.05 70.70 0.082 3.28 -23.89 23.89 228.75 136.98 1.00 1.00 5.78 106.05 70.70 0.184 33.90 -45.40 45.40 228.75 136.98 1.00 1.00 13.00 106.05 70.70 0.155 6.23 -45.40 45.40 228.75 136.98 1.00 1.00 10.99 106.05 70.70 0.259 49.51 -60.18 60.18 228.75 136.98 1.00 1.00 18.28 106.05 70.70 0.168 2.18 -60.18 60.18 228.75 136.98 1.00 1.00 11.89 106.05 70.70 0.074 13.68 -18.32 18.32 228.75 136.98 1.00 1.00 5.24 106.05 70.70 0.063 2.51 -18.32 18.32 228.75 136.98 1.00 1.00 4.43 106.05 70.70 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.4578 9.828 0.0000 0.000 2 0.0000 9.828 +D+0.750L+0.750S-0.0574 3.952 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 10.307 27.965 2.819 Overall MINimum 0.614 3.045 -0.559 D Only 6.578 21.038 2.819 +D+L 10.307 27.229 1.719 +D+S 7.192 24.083 2.261 +D+0.750L+0.750S 9.835 27.965 1.575 +D+0.750L 9.375 25.681 1.994 +0.60D 3.947 12.623 1.692 L Only 3.729 6.191 -1.100 S Only 0.614 3.045 -0.559 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-22 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span =21.Oft Span =13.0ft )piiea Loaas Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width = 10.50 ft, (FLOOR) Point Load : D = 1.10 k @ 14.50 ft, (XL 2-14) Point Load : D = 1.60 k @ 14.50 ft, (XR 2-13) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 10.50 ft, (FLOOR) Point Load : D = 3.0, S = 3.40 k @ 5.0 ft, (X2 2-14) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.358: 1 Section used for this span W10x45 Ma : Applied 48.972 k-ft Mn / Omega: Allowable 136.976 k-ft Load Combination +1.105D+0.750L+0.750S Location of maximum on span 21.000ft Span # where maximum occurs Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.029 in Ratio = 5,356>=360 Max Upward Transient Deflection -0.023 in Ratio = 10,871 >=360 Max Downward Total Deflection 0.285 in Ratio = 884 >=180 Max Upward Total Deflection -0.021 in Ratio = 7576 >=180 0.207 : 1 W 10x45 14.649 k 70.70 k +1.105 D+0.750L+0.750S 21.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.291 0.161 29.74 -39.82 39.82 228.75 136.98 1.00 1.00 11.40 106.05 70.70 Dsgn. L = 13.00 ft 2 0.291 0.136 5.46 -39.82 39.82 228.75 136.98 1.00 1.00 9.64 106.05 70.70 +D+L Dsgn. L = 21.00 ft 1 0.315 0.179 28.30 -43.22 43.22 228.75 136.98 1.00 1.00 12.63 106.05 70.70 Dsgn. L = 13.00 ft 2 0.315 0.179 12.19 -43.22 43.22 228.75 136.98 1.00 1.00 12.63 106.05 70.70 +D+S Dsgn. L = 21.00 ft 1 0.314 0.169 28.37 -43.05 43.05 228.75 136.98 1.00 1.00 11.98 106.05 70.70 Dsgn. L = 13.00 ft 2 0.314 0.169 10.34 -43.05 43.05 228.75 136.98 1.00 1.00 11.98 106.05 70.70 +D+0.750L Steel Beam DESCRIPTION: 1-22 LOAD C Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project ID: Project Descr: Summary of Moment Values Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.309 Dsgn. L = 13.00 ft 2 0.309 +D+0.750L+0.750S Dsgn. L = 21.00 ft 1 0.327 Dsgn. L = 13.00 ft 2 0.327 +0.60D Dsgn. L = 21.00 ft 1 0.174 Dsgn. L = 13.00 ft 2 0.174 +1.140D Dsgn. L = 21.00 ft 1 0.331 Dsgn. L = 13.00 ft 2 0.331 +1.105D+0.750L+0.750S Dsgn. L = 21.00 ft 1 0.358 Dsgn. L = 13.00 ft 2 0.358 +0.460D Dsgn. L = 21.00 ft 1 0.134 Dsgn. L = 13.00 ft 2 0.134 Overall Maximum Deflections 0.168 28.65 -42.37 42.37 228.75 136.98 1.00 1.00 11.88 106.05 70.70 0.168 10.46 -42.37 42.37 228.75 136.98 1.00 1.00 11.88 106.05 70.70 0.193 27.64 -44.79 44.79 228.75 136.98 1.00 1.00 13.64 106.05 70.70 0.193 14.33 -44.79 44.79 228.75 136.98 1.00 1.00 13.64 106.05 70.70 0.097 17.84 -23.89 23.89 228.75 136.98 1.00 1.00 6.84 106.05 70.70 0.082 3.28 -23.89 23.89 228.75 136.98 1.00 1.00 5.78 106.05 70.70 0.184 33.90 -45.40 45.40 228.75 136.98 1.00 1.00 13.00 106.05 70.70 0.155 6.23 -45.40 45.40 228.75 136.98 1.00 1.00 10.99 106.05 70.70 0.207 30.76 -48.97 48.97 228.75 136.98 1.00 1.00 14.65 106.05 70.70 0.207 14.83 -48.97 48.97 228.75 136.98 1.00 1.00 14.65 106.05 70.70 0.074 13.68 -18.32 18.32 228.75 136.98 1.00 1.00 5.24 106.05 70.70 0.063 2.51 -18.32 18.32 228.75 136.98 1.00 1.00 4.43 106.05 70.70 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span D Only 1 0.2849 9.660 0.0000 0.000 +D+0.750L+0.750S 2 0.0386 7.800 D Only-0.0206 2.652 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.578 25.273 5.465 Overall MINimum -0.154 2.495 1.059 D Only 6.578 21.038 2.819 +D+L 6.417 24.190 5.288 +D+S 6.424 23.532 3.878 +D+0.750L+0.750S 6.342 25.273 5.465 +D+0.750L 6.457 23.402 4.671 +0.60D 3.947 12.623 1.692 L Only -0.162 3.152 2.469 S Only -0.154 2.495 1.059 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-23 LOAD A CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.39) L(024) D(O.39) L(024) W 1 Ox45 Span =21.0ft W 1 Ox45 Span = 13.0 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.208: 1 Maximum Shear Stress Ratio = 0.119 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 28.434 k-ft Va : Applied 8.442 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+L Load Combination +D+L Location of maximum on span 21.000ft Location of maximum on span 21.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 3,119 >=360 Max Upward Transient Deflection -0.007 in Ratio = 21,346 >=360 Max Downward Total Deflection 0.227 in Ratio = 1109 >=180 Max Upward Total Deflection -0.021 in Ratio = 7590 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.134 0.077 15.69 -18.32 18.32 228.75 136.98 1.00 1.00 5.44 106.05 70.70 Dsgn. L = 13.00 ft 2 0.134 0.060 2.31 -18.32 18.32 228.75 136.98 1.00 1.00 4.24 106.05 70.70 +D+L Dsgn. L = 21.00 ft 1 0.208 0.119 24.35 -28.43 28.43 228.75 136.98 1.00 1.00 8.44 106.05 70.70 Dsgn. L = 13.00 ft 2 0.208 0.093 3.59 -28.43 28.43 228.75 136.98 1.00 1.00 6.57 106.05 70.70 +D+0.750L Dsgn. L = 21.00 ft 1 0.189 0.109 22.19 -25.91 25.91 228.75 136.98 1.00 1.00 7.69 106.05 70.70 Dsgn. L = 13.00 ft 2 0.189 0.085 3.27 -25.91 25.91 228.75 136.98 1.00 1.00 5.99 106.05 70.70 +0.60D Dsgn. L = 21.00 ft 1 0.080 0.046 9.42 -10.99 10.99 228.75 136.98 1.00 1.00 3.26 106.05 70.70 Dsgn. L = 13.00 ft 2 0.080 0.036 1.39 -10.99 10.99 228.75 136.98 1.00 1.00 2.54 106.05 70.70 +1.140D Dsgn. L = 21.00 ft 1 0.153 0.088 17.89 -20.89 20.89 228.75 136.98 1.00 1.00 6.20 106.05 70.70 Dsgn. L = 13.00 ft 2 0.153 0.068 2.63 -20.89 20.89 228.75 136.98 1.00 1.00 4.83 106.05 70.70 +1.105D+0.750L Dsgn. L = 21.00 ft 1 0.203 0.117 23.83 -27.83 27.83 228.75 136.98 1.00 1.00 8.26 106.05 70.70 Dsgn. L = 13.00 ft 2 0.203 0.091 3.51 -27.83 27.83 228.75 136.98 1.00 1.00 6.44 106.05 70.70 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-23 LOAD A Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.062 0.035 7.22 -8.43 8.43 228.75 136.98 1.00 1.00 2.50 106.05 70.70 Dsgn. L = 13.00 ft 2 0.062 0.028 1.06 -8.43 8.43 228.75 136.98 1.00 1.00 1.95 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2272 9.492 0.0000 0.000 2 0.0000 9.492 +D+L -0.0206 3.276 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.733 15.016 2.200 Overall MINimum 2.039 5.339 0.782 D Only 3.695 9.677 1.418 +D+L 5.733 15.016 2.200 +D+0.750L 5.224 13.681 2.005 +0.60D 2.217 5.806 0.851 L Only 2.039 5.339 0.782 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-23 LOAD B CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 1 Ox45 Span =21.0ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650 ksf, Tributary Width = 6.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) DESIGN SUMMARY W 1 Ox45 Span = 13.0 ft Service loads entered. Load Factors will be applied for calculations. I Maximum Bending Stress Ratio = 0.158: 1 Maximum Shear Stress Ratio = 0.088 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 21.702 k-ft Va : Applied 6.202 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +1.105D+0.750L Load Combination +1.140D Location of maximum on span 21.000ft Location of maximum on span 21.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 9,373>=360 Max Upward Transient Deflection -0.013 in Ratio = 19,025 >=360 Max Downward Total Deflection 0.146 in Ratio = 1721 >=180 Max Upward Total Deflection -0.013 in Ratio = 11777 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.134 0.077 15.69 -18.32 18.32 228.75 136.98 1.00 1.00 5.44 106.05 70.70 Dsgn. L = 13.00 ft 2 0.134 0.060 2.31 -18.32 18.32 228.75 136.98 1.00 1.00 4.24 106.05 70.70 +D+L Dsgn. L = 21.00 ft 1 0.148 0.084 14.92 -20.26 20.26 228.75 136.98 1.00 1.00 5.95 106.05 70.70 Dsgn. L = 13.00 ft 2 0.148 0.084 5.93 -20.26 20.26 228.75 136.98 1.00 1.00 5.95 106.05 70.70 +D+0.750L Dsgn. L = 21.00 ft 1 0.144 0.078 15.11 -19.78 19.78 228.75 136.98 1.00 1.00 5.52 106.05 70.70 Dsgn. L = 13.00 ft 2 0.144 0.078 4.98 -19.78 19.78 228.75 136.98 1.00 1.00 5.52 106.05 70.70 +0.60D Dsgn. L = 21.00 ft 1 0.080 0.046 9.42 -10.99 10.99 228.75 136.98 1.00 1.00 3.26 106.05 70.70 Dsgn. L = 13.00 ft 2 0.080 0.036 1.39 -10.99 10.99 228.75 136.98 1.00 1.00 2.54 106.05 70.70 +1.140D Dsgn. L = 21.00 ft 1 0.153 0.088 17.89 -20.89 20.89 228.75 136.98 1.00 1.00 6.20 106.05 70.70 Dsgn. L = 13.00 ft 2 0.153 0.068 2.63 -20.89 20.89 228.75 136.98 1.00 1.00 4.83 106.05 70.70 +1.105D+0.750L Dsgn. L = 21.00 ft 1 0.158 0.086 16.76 -21.70 21.70 228.75 136.98 1.00 1.00 6.08 106.05 70.70 Dsgn. L = 13.00 ft 2 0.158 0.084 5.21 -21.70 21.70 228.75 136.98 1.00 1.00 5.96 106.05 70.70 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-23 LOAD B Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.062 0.035 7.22 -8.43 8.43 228.75 136.98 1.00 1.00 2.50 106.05 70.70 Dsgn. L = 13.00 ft 2 0.062 0.028 1.06 -8.43 8.43 228.75 136.98 1.00 1.00 1.95 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span D Only 1 0.1464 9.492 0.0000 0.000 L Only 2 0.0166 6.760 D Only -0.0132 3.276 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.695 11.479 2.829 Overall MINimum -0.092 1.801 0.851 D Only 3.695 9.677 1.418 +D+L 3.603 11.479 2.829 +D+0.750L 3.626 11.028 2.476 +0.60D 2.217 5.806 0.851 L Only -0.092 1.801 1.411 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-23 LOAD C CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 1 Ox45 Span =21.0ft W 1 Ox45 Span = 13.0 ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0650 ksf, Tributary Width = 6.0 ft, (FLOOR) DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.193 : 1 Maximum Shear Stress Ratio = 0.118 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 26.496 k-ft Va : Applied 8.349 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+L Load Combination +D+L Location of maximum on span 21.000ft Location of maximum on span 21.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio = 2,703>=360 Max Upward Transient Deflection -0.022 in Ratio = 7,253 >=360 Max Downward Total Deflection 0.240 in Ratio = 1052 >=180 Max Upward Total Deflection -0.033 in Ratio = 4713 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.134 0.077 15.69 -18.32 18.32 228.75 136.98 1.00 1.00 5.44 106.05 70.70 Dsgn. L = 13.00 ft 2 0.134 0.060 2.31 -18.32 18.32 228.75 136.98 1.00 1.00 4.24 106.05 70.70 +D+L Dsgn. L = 21.00 ft 1 0.193 0.118 25.14 -26.50 26.50 228.75 136.98 1.00 1.00 8.35 106.05 70.70 Dsgn. L = 13.00 ft 2 0.193 0.069 0.72 -26.50 26.50 228.75 136.98 1.00 1.00 4.87 106.05 70.70 +D+0.750L Dsgn. L = 21.00 ft 1 0.179 0.108 22.78 -24.45 24.45 228.75 136.98 1.00 1.00 7.62 106.05 70.70 Dsgn. L = 13.00 ft 2 0.179 0.067 1.03 -24.45 24.45 228.75 136.98 1.00 1.00 4.71 106.05 70.70 +0.60D Dsgn. L = 21.00 ft 1 0.080 0.046 9.42 -10.99 10.99 228.75 136.98 1.00 1.00 3.26 106.05 70.70 Dsgn. L = 13.00 ft 2 0.080 0.036 1.39 -10.99 10.99 228.75 136.98 1.00 1.00 2.54 106.05 70.70 +1.140D Dsgn. L = 21.00 ft 1 0.153 0.088 17.89 -20.89 20.89 228.75 136.98 1.00 1.00 6.20 106.05 70.70 Dsgn. L = 13.00 ft 2 0.153 0.068 2.63 -20.89 20.89 228.75 136.98 1.00 1.00 4.83 106.05 70.70 +1.105D+0.750L Dsgn. L = 21.00 ft 1 0.193 0.116 24.42 -26.38 26.38 228.75 136.98 1.00 1.00 8.19 106.05 70.70 Dsgn. L = 13.00 ft 2 0.193 0.073 1.25 -26.38 26.38 228.75 136.98 1.00 1.00 5.15 106.05 70.70 +0.460D Project Title: Engineer: Project ID: Project Descr: Steel Beam rIIC. L I VOL/_CIICIVGIV IIIU_L I VLVO_JL I VOV "4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 8 DESCRIPTION: 1-23 LOAD C Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 21.00 ft 1 0.062 0.035 7.22 -8.43 8.43 228.75 136.98 1.00 1.00 2.50 106.05 70.70 Dsgn. L = 13.00 ft 2 0.062 0.028 1.06 -8.43 8.43 228.75 136.98 1.00 1.00 1.95 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2396 9.576 0.0000 0.000 2 0.0000 9.576 +D+L -0.0331 4.368 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.826 13.215 1.418 Overall MINimum 2.131 3.538 -0.629 D Only 3.695 9.677 1.418 +D+L 5.826 13.215 0.789 +D+0.750L 5.293 12.330 0.947 +0.60D 2.217 5.806 0.851 L Only 2.131 3.538 -0.629 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-24 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi P-Ai- Avic nnnir Avic P-rli- Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.50, L = 0.50 k @ 7.750 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.013: 1 Maximum Shear Stress Ratio = 0.015 : 1 Section used for this span W1 Ox45 Section used for this span W10x45 Ma: Applied 1.732 k-ft Va : Applied 1.030 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.736ft Location of maximum on span 9.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio = 98,267>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.003 in Ratio = 32990 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 9.50 ft 1 0.008 0.009 1.04 1.04 228.75 136.98 1.00 1.00 0.62 106.05 70.70 +D+L Dsgn. L = 9.50 ft 1 0.013 0.015 1.73 1.73 228.75 136.98 1.00 1.00 1.03 106.05 70.70 +D+0.750L Dsgn. L = 9.50 ft 1 0.011 0.013 1.55 1.55 228.75 136.98 1.00 1.00 0.93 106.05 70.70 +0.60D Dsgn. L = 9.50 ft 1 0.005 0.005 0.62 0.62 228.75 136.98 1.00 1.00 0.37 106.05 70.70 +1.140D Dsgn. L = 9.50 ft 1 0.009 0.010 1.18 1.18 228.75 136.98 1.00 1.00 0.71 106.05 70.70 +1.105D+0.750L Dsgn. L = 9.50 ft 1 0.012 0.014 1.66 1.66 228.75 136.98 1.00 1.00 0.99 106.05 70.70 +0.460D Dsgn. L = 9.50 ft 1 0.003 0.004 0.48 0.48 228.75 136.98 1.00 1.00 0.29 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0035 5.184 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.398 1.030 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-24 Software copyright 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 Overall MlNimum 0.092 0.373 D Only 0.306 0.622 +D+L 0.398 1.030 +D+0.750L 0.375 0.928 +0.60D 0.184 0.373 L Only 0.092 0.408 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-25 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.1) L(0.16) D(0.195) L(0.12) W 1 Ox45 Span =7.0ft ►pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 4.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.028: 1 Maximum Shear Stress Ratio = 0.031 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma: Applied 3.798 k-ft Va : Applied 2.170 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+L Load Combination +D+L Location of maximum on span 3.500ft 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 0.002 in Ratio = 39,757>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.005 in Ratio = 17955 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 7.00 ft 1 0.015 0.017 2.08 2.08 228.75 136.98 1.00 1.00 1.19 106.05 70.70 +D+L Dsgn. L = 7.00 ft 1 0.028 0.031 3.80 3.80 228.75 136.98 1.00 1.00 2.17 106.05 70.70 +D+0.750L Dsgn. L = 7.00 ft 1 0.025 0.027 3.37 3.37 228.75 136.98 1.00 1.00 1.93 106.05 70.70 +0.60D Dsgn. L = 7.00 ft 1 0.009 0.010 1.25 1.25 228.75 136.98 1.00 1.00 0.71 106.05 70.70 +1.140D Dsgn. L = 7.00 ft 1 0.017 0.019 2.37 2.37 228.75 136.98 1.00 1.00 1.36 106.05 70.70 +1.105D+0.750L Dsgn. L = 7.00 ft 1 0.026 0.029 3.59 3.59 228.75 136.98 1.00 1.00 2.05 106.05 70.70 +0.460D Dsgn. L = 7.00 ft 1 0.007 0.008 0.96 0.96 228.75 136.98 1.00 1.00 0.55 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0047 3.520 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-25 Software copyright 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 Overall MAXimum 2.170 2.170 Overall MlNimum 0.714 0.714 D Only 1.190 1.190 +D+L 2.170 2.170 +D+0.750L 1.925 1.925 +0.60D 0.714 0.714 L Only 0.980 0.980 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-26 CODE REFERENCES Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.08) D 1 0.5 D(0.16) L(0.48) D(0.39) L(0.24) �1T�1 Y W 1 Ox45 Span = 16.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) Point Load : D = 1.0, L = 0.50 k @ 5.0 ft, (XL 1-25) Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 8.0 ft, (ROOF DECK) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) DESIGN SUMMARY1•11111111 Maximum Bending Stress Ratio = 0.354 : 1 Maximum Shear Stress Ratio = 0.172 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma : Applied 48.469 k-ft Va : Applied 12.191 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.680ft 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 0.157 in Ratio = 1,225>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.313 in Ratio = 614 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 16.00 ft 1 0.176 0.086 24.17 24.17 228.75 136.98 1.00 1.00 6.09 106.05 70.70 +D+L Dsgn. L = 16.00 ft 1 0.354 0.172 48.47 48.47 228.75 136.98 1.00 1.00 12.19 106.05 70.70 +D+0.750L Dsgn. L = 16.00 ft 1 0.309 0.151 42.39 42.39 228.75 136.98 1.00 1.00 10.67 106.05 70.70 +0.60D Dsgn. L = 16.00 ft 1 0.106 0.052 14.50 14.50 228.75 136.98 1.00 1.00 3.65 106.05 70.70 +1.140D Dsgn. L = 16.00 ft 1 0.201 0.098 27.56 27.56 228.75 136.98 1.00 1.00 6.94 106.05 70.70 +1.105D+0.750L Dsgn. L = 16.00 ft 1 0.328 0.160 44.93 44.93 228.75 136.98 1.00 1.00 11.30 106.05 70.70 +0.460D Dsgn. L = 16.00 ft 1 0.081 0.040 11.12 11.12 228.75 136.98 1.00 1.00 2.80 106.05 70.70 Project Title: Engineer: Project ID: Project Descr: Steel Beam r-IIU. L I VOL/_CIIUIGGIU II IU_L I VIVO I VJV IY.Z ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-26 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.3126 7.954 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.191 11.629 Overall MINimum 3.653 3.428 D Only 6.088 5.713 +D+L 12.191 11.629 +D+0.750L 10.665 10.150 +0.60D 3.653 3.428 L Only 6.104 5.916 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1U. L I VOL/_GIIGIUGIU IIIU_I I VLVO_J- 1 VJV "t.Z Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I I . I I I BMWI�111 UIcl1:i11N r11:79 �.L�1 Rlj 1 [�1 6y DESCRIPTION: 1-27 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 1 Ox45 Span= 17.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.178: 1 Maximum Shear Stress Ratio = 0.081 : 1 Section used for this span W1 Ox45 Section used for this span W10x45 Ma: Applied 24.384 k-ft Va : Applied 5.738 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 k Load Combination +D+L Load Combination +D+L Location of maximum on span 8.500ft 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 0.063 in Ratio = 3,238>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.177 in Ratio = 1151 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 17.00 ft 1 0.115 0.052 15.71 15.71 228.75 136.98 1.00 1.00 3.70 106.05 70.70 +D+L Dsgn. L = 17.00 ft 1 0.178 0.081 24.38 24.38 228.75 136.98 1.00 1.00 5.74 106.05 70.70 +D+0.750L Dsgn. L = 17.00 ft 1 0.162 0.074 22.22 22.22 228.75 136.98 1.00 1.00 5.23 106.05 70.70 +0.60D Dsgn. L = 17.00 ft 1 0.069 0.031 9.43 9.43 228.75 136.98 1.00 1.00 2.22 106.05 70.70 +1.140D Dsgn. L = 17.00 ft 1 0.131 0.060 17.91 17.91 228.75 136.98 1.00 1.00 4.22 106.05 70.70 +1.105D+0.750L Dsgn. L = 17.00 ft 1 0.174 0.079 23.87 23.87 228.75 136.98 1.00 1.00 5.62 106.05 70.70 +0.460D Dsgn. L = 17.00 ft 1 0.053 0.024 7.23 7.23 228.75 136.98 1.00 1.00 1.70 106.05 70.70 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1772 8.549 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.738 5.738 Overall MINimum 2.040 2.040 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: 1-27 Software copyright 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 D Only 3.698 3.698 +D+L 5.738 5.738 +D+0.750L 5.228 5.228 +0.60D 2.219 2.219 L Only 2.040 2.040 Project Title: Engineer: Project ID: Project Descr: Steel Beam File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 SOUND STRUCTURAL SOLUTION." DESCRIPTION: 1-33 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending W(4.4) E(11.4) W(-4.4) E(-11.4) D(0.13) L(0.08) W 14x68 Span = 14.0 ft )plied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0650, L = 0.040 ksf, Tributary Width = 2.0 ft Point Load: W = 4.40, E = 11.40 k @ 5.0 ft, (OVERTURNING) Point Load : W = -4.40, E = -11.40 k @ 10.0 ft, (OVERTURNING) Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.067 : 1 Maximum Shear Stress Ratio = 0.050 : 1 Section used for this span W14x68 Section used for this span W14x68 Ma: Applied 19.329 k-ft Va : Applied 5.798 k Mn / Omega: Allowable 286.926 k-ft Vn/Omega : Allowable 116.20 k Load Combination +1.140D+0.70E Load Combination +1.140D+0.70E Location of maximum on span 5.000ft Location of maximum on span 9.960 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 15,484>=360 Max Upward Transient Deflection -0.011 in Ratio = 15,484 >=360 Max Downward Total Deflection 0.015 in Ratio = 10866 >=180 Max Upward Total Deflection -0.004 in Ratio = 47382 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.00 ft 1 0.017 0.012 4.85 4.85 479.17 286.93 1.00 1.00 1.39 174.30 116.20 +D+L Dsgn. L = 14.00 ft 1 0.024 0.017 6.81 6.81 479.17 286.93 1.00 1.00 1.95 174.30 116.20 +D+0.750L Dsgn. L = 14.00 ft 1 0.022 0.016 6.32 6.32 479.17 286.93 1.00 1.00 1.81 174.30 116.20 +D+0.60W Dsgn. L = 14.00 ft 1 0.032 0.020 9.17 9.17 479.17 286.93 1.00 1.00 2.33 174.30 116.20 +D-0.60W Dsgn. L = 14.00 ft 1 0.027 0.020 7.73 -0.26 7.73 479.17 286.93 1.00 1.00 2.33 174.30 116.20 +D+0.750L+0.450W Dsgn. L = 14.00 ft 1 0.033 0.022 9.34 9.34 479.17 286.93 1.00 1.00 2.51 174.30 116.20 +D+0.750L-0.45OW Dsgn. L = 14.00 ft 1 0.028 0.022 7.99 7.99 479.17 286.93 1.00 1.00 2.51 174.30 116.20 +0.60D+0.60W Dsgn. L = 14.00 ft 1 0.026 0.018 7.39 -1.40 7.39 479.17 286.93 1.00 1.00 2.05 174.30 116.20 +0.60D-0.60W Dsgn. L = 14.00 ft 1 0.021 0.017 6.15 -2.04 6.15 479.17 286.93 1.00 1.00 1.93 174.30 116.20 Project Title: Engineer: Project ID: Project Descr: Steel Beam rI1C. L 1 V9L I_CIICIUGIU IIIU_L I VLVO_JL 1 VJV IY.CVV Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: 1-33 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +1.140D+0.70E Dsgn. L = 14.00 ft 1 0.067 0.050 19.33 -6.89 19.33 479.17 286.93 1.00 1.00 5.80 174.30 116.20 +1.140D-0.70E Dsgn. L = 14.00 ft 1 0.055 0.048 15.91 -9.17 15.91 479.17 286.93 1.00 1.00 5.57 174.30 116.20 +1.105D+0.750L+0.5250E Dsgn. L = 14.00 ft 1 0.059 0.040 16.96 -2.97 16.96 479.17 286.93 1.00 1.00 4.67 174.30 116.20 +1.105D+0.750L-0.5250E Dsgn. L = 14.00 ft 1 0.049 0.038 14.13 -4.41 14.13 479.17 286.93 1.00 1.00 4.39 174.30 116.20 +0.460D+0.70E Dsgn. L = 14.00 ft 1 0.057 0.046 16.30 -9.58 16.30 479.17 286.93 1.00 1.00 5.40 174.30 116.20 +0.460D-0.70E Dsgn. L = 14.00 ft 1 0.046 0.046 13.22 -12.20 13.22 479.17 286.93 1.00 1.00 5.31 174.30 116.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.5250E 1 0.0155 5.520 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.236 4.236 Overall MINimum -0.111 -0.111 D Only 1.386 1.386 +D+L 1.946 1.946 +D+0.750L 1.806 1.806 +D+0.60W 2.329 0.443 +D-0.60W 0.443 2.329 +D+0.750L+0.450W 2.513 1.099 +D+0.750L-0.45OW 1.099 2.513 +0.60D+0.60W 1.774 -0.111 +0.60D-0.60W -0.111 1.774 +D+0.70E 4.236 -1.464 +D-0.70E -1.464 4.236 +D+0.750L+0.5250E 3.944 -0.332 +D+0.750L-0.5250E -0.331 3.944 +0.60D+0.70E 3.682 -2.018 +0.60D-0.70E -2.018 3.682 L Only 0.560 0.560 W Only 1.571 -1.571 -W -1.571 1.571 E Only 4.071 -4.071 E Only * -1.0 -4.071 4.071 W71 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS COLUMNS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 COLUMN SCHEDULE DEAD LIVE SNOW MAX Column ID SIZE --- --- 2-101 W10x49 6.3 0 4.9 11.2 2-102 W10x49 9.7 0 8.2 17.9 2-103 W10x49 9.7 0 8.2 17.9 2-104 W10x49 6.3 0 4.9 11.2 2-105 W10x49 11.9 0 12.4 24.3 2-106 W10x49 6.3 0 5.9 12.2 2-107 W10x49 2.7 0 2.6 5.3 2-108 HSS3x3x5/16 11.1 0 10.7 21.8 2-109 W10x49 5.1 0 4.2 9.3 2-110 W10x49 6.9 0 6 12.9 2-111 W10x49 4.7 0 4.9 9.6 2-112 W8x18 1.4 0 1.5 2.9 2-113 W8x31 2.6 0 3 5.6 2-114 W8x31 3 0 3.3 6.3 2-115 W8x31 1.4 0 1.5 2.9 2-116 W8x31 3.6 0 3.9 7.5 2-117 W8x18 2 0 2.2 4.2 2-118 W8x18 0.8 0 0.9 1.7 2-119 W8x31 0.6 0 0.7 1.3 2-120 HSS3x3x5/16 3 0 3.4 6.4 2-121 HSS3x3x5/16 2.7 0 3.1 5.8 2-122 W8x18 1.3 0 1.4 2.7 2-123 HSS3x3x5/16 4.9 0 4.6 9.5 COLUMN SCHEDULE ADD COLUMNS LOADS DEAD LIVE SNOW MAX Column ID SIZE --- --- 1-101 W10x49 20.9 9.6 7.5 33.725 1-102 W10x49 32.3 16.3 12.5 53.9 1-103 W10x49 32.3 16.3 12.5 53.9 1-104 W10x49 20.9 9.6 7.5 33.725 1-105 W10x49 27 10.3 11.2 43.125 1-106 W10x49 17.3 9.9 1.4 27.2 1-107 HSS4x4x5/16 27.6 11.1 5.3 39.9 1-108 HSS4x4x5/16 10.1 3.2 5.9 16.925 1-109 W10x49 9.8 2.2 4.2 14.6 1-110 W10x49 13 3.2 6 19.9 1-111 W10x49 12.2 4.8 4.9 19.475 1-112 W8x18 3.9 1.5 1.5 6.15 1-113 W8x31 14.8 5.6 5.7 23.275 1-114 W8x18 6.2 2.8 1.4 9.35 Capacity Unity 313 4% 313 6% 313 6% 313 4% 313 8% 313 4% 313 2% 24.9 88% 313 3% 313 4% 313 3% 57.4 5% 189 3% 189 3% 189 2% 189 4% 57.4 7% 57.4 3% 189 1 24.9 26% 24.9 23% 57.4 5% 24.9 38% 378 9% 378 14% 378 14% 378 9% 378 11% 378 7% 79.3 50% 79.3 21% 378 4% 378 5% 378 5% 57.4 11% 189 12 57.4 16% 1-115 W8x31 3.07 1.4 1.5 5.245 1-116 HSS4x4x5/16 13.3 5.3 3.9 20.2 1-117 HSS4x4x5/16 2.7 0.7 2.2 4.9 1-118 HSS4x4x5/16 11.6 3.6 4.5 17.675 1-119 HSS4x4x5/16 5.3 3.2 0 8.5 1-120 HSS4x4x5/16 20.4 9.3 5.5 31.5 1-121 W10x49 1.4 1.2 0 2.6 1-122 HSS3x3x5/16 19 10.5 0 29.5 1-123 HSS3x3x5/16 1.2 1 0 2.2 1-124 HSS3x3x5/16 6.1 6.1 0 12.2 1-125 W8x31 3.7 2 0 5.7 1-126 HSS3x3x5/16 2.5 1.3 0 3.8 1-127 HSS3x3x5/16 3.2 1.8 0 5 189 3% 60.3 33% 60.3 8% 79.3 22% 79.3 11% 60.3 52% 378 1% 41.3 71% 24.9 9% 24.9 49 189 3% 41.3 9% 41.3 12% SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS GRADE BEAMS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Beam on Elastic Foundation DESCRIPTION: T1 & T2 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(32.3) L(16.3) S(112(g3.6) D(0.9) Cross Section & Reinforcing Details Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 E(?3.6) E(-� 0.1) D(27) LF1(QSRn�(11.2) D(0.9) Rectangular Section, Width = 40.0 in, Height =16.0 in Span #1 Reinforcing.... 645 at 3.0 in from Bottom, from 0.0 to 26.250 ft in this span 645 at 2.0 in from Top, from 0.0 to 26.250 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 32.30, L=16.30, S =12.50 k @ 3.0 ft Point Load : D = 27.0, L=10.30, S =11.20 k @ 25.0 ft Point Load : E = -23.60 k @ 6.0 ft Point Load : E = 23.60 k @ 16.750 ft Point Load : E = -10.10 k @ 20.250 ft Point Load : E =10.10 k @ 25.0 ft Uniform Load : D = 0.90 k/ft, Extent = 6.0 -->> 17.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.90 k/ft, Extent = 20.250 -->> 25.0 ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.536: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied-62.714 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn Phi: Allowable 117.092 k-ft Max Downward Total Deflection 0.124 in Load Combination +1.20D+L+1.60S Max Upward Total Deflection -0.014 in Location of maximum on span 20.074 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = Shear Stirrup Requirements Entire Beam $Dan Lenath : Vu < PhiVc/2. Rea'd Vs = Not Read. use 4.468 ksf at 26.25 ft 2.667 ksf EXCEEDED! rOK, PERPENDICULAR FOOTING OCCURS AT MAX BEARING at LdComb: +D+0.750L+0.750S+0.5: Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Beam On Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: T1 & T2 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 25.015 13.23 104.11 0.13 +1.40D Span # 1 1 25.015 8.49 104.11 0.08 +1.20D+1.60L Span # 1 1 3.088 46.75 104.11 0.45 +1.20D+1.60L+0.50S Span # 1 1 3.088 51.28 104.11 0.49 +1.20D+L Span # 1 1 3.088 39.70 104.11 0.38 +1.20D Span # 1 1 25.015 7.28 104.11 0.07 +1.20D+L+1.60S Span # 1 1 25.015 13.23 104.11 0.13 +1.20D+1.60S Span # 1 1 25.015 11.05 104.11 0.11 +1.20D+L+0.50S Span # 1 1 25.015 10.63 104.11 0.10 +0.90D Span # 1 1 25.015 5.46 104.11 0.05 +1.20D+L+0.20S+E Span # 1 1 25.015 11.56 104.11 0.11 +0.90D+E Span # 1 1 25.015 7.10 104.11 0.07 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.1241 26.250 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+1.60S 1 0.00 14.00 2.21 2.21 0.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 0.31 14.00 6.35 6.35 0.65 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 0.62 14.00 10.41 10.41 2.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 0.93 14.00 14.37 14.37 5.77 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.24 14.00 18.25 18.25 10.17 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.54 14.00 22.05 22.05 15.78 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.85 14.00 25.75 25.75 22.56 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 2.16 14.00 29.36 29.36 30.48 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 2.47 14.00 32.87 32.87 39.52 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 2.78 14.00 36.27 36.27 49.64 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 3.09 14.00 -35.50 35.50 54.18 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 3.40 14.00 -32.33 32.33 43.19 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 3.71 14.00 -29.59 29.59 13.56 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 4.01 14.00 -28.03 28.03 4.39 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 4.32 14.00 -26.59 26.59 4.30 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 4.63 14.00 -25.26 25.26 12.54 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 4.94 14.00 -24.04 24.04 20.37 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 5.25 14.00 -22.92 22.92 27.82 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.56 14.00 -21.91 21.91 34.93 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.87 14.00 -21.00 21.00 41.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 6.18 14.00 -10.14 10.14 16.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 6.49 14.00 -8.68 8.68 19.95 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 6.79 14.00 -7.36 7.36 22.71 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.10 14.00 6.68 6.68 31.10 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.41 14.00 6.44 6.44 29.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.72 14.00 6.19 6.19 27.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.03 14.00 5.94 5.94 25.35 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.34 14.00 5.68 5.68 23.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.65 14.00 5.42 5.42 21.90 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: T1 & T2 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +0.90D+E 1 8.96 14.00 5.16 5.16 20.30 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.26 14.00 4.91 4.91 18.77 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.57 14.00 4.67 4.67 17.33 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.88 14.00 4.44 4.44 15.95 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.19 14.00 4.23 4.23 14.65 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.50 14.00 4.06 4.06 26.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.81 14.00 3.91 3.91 25.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.12 14.00 3.75 3.75 24.39 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.43 14.00 3.60 3.60 23.32 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.74 14.00 3.46 3.46 9.01 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.04 14.00 3.38 3.38 8.01 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.35 14.00 3.33 3.33 7.03 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.66 14.00 3.30 3.30 6.07 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.97 14.00 3.31 3.31 5.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.28 14.00 3.34 3.34 4.17 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.59 14.00 3.41 3.41 3.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.90 14.00 3.50 3.50 2.23 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.21 14.00 3.63 3.63 1.22 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.51 14.00 3.79 3.79 0.16 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.82 14.00 3.98 3.98 0.94 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 15.13 14.00 4.20 4.20 2.10 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 15.44 14.00 4.46 4.46 3.32 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 15.75 14.00 4.74 4.74 4.63 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 16.06 14.00 5.06 5.06 6.03 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 16.37 14.00 5.40 5.40 7.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 16.68 14.00 5.77 5.77 9.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.99 14.00 -19.16 19.16 12.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.29 14.00 -18.45 18.45 18.53 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.60 14.00 -17.67 17.67 24.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.91 14.00 -16.84 16.84 29.75 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.22 14.00 -15.94 15.94 34.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.53 14.00 -14.99 14.99 39.93 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.84 14.00 -13.96 13.96 44.59 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.15 14.00 -12.86 12.86 48.94 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.46 14.00 -11.67 11.67 52.94 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.76 14.00 -10.39 10.39 56.57 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.07 14.00 -9.28 9.28 38.46 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.38 14.00 2.45 2.45 61.30 0.64 44.36 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.69 14.00 3.73 3.73 60.62 0.98 46.77 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.00 14.00 5.15 5.15 59.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.31 14.00 6.70 6.70 58.05 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.62 14.00 8.40 8.40 56.06 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.93 14.00 10.26 10.26 53.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.24 14.00 12.31 12.31 51.95 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.54 14.00 14.69 14.69 48.24 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.85 14.00 17.30 17.30 43.78 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 23.16 14.00 20.14 20.14 38.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 23.47 14.00 23.22 23.22 32.38 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 23.78 14.00 26.55 26.55 25.29 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 24.09 14.00 30.13 30.13 17.18 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 24.40 14.00 33.96 33.96 7.95 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 24.71 14.00 38.04 38.04 2.45 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 25.01 14.00 -18.23 18.23 13.23 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 25.32 14.00 -13.31 13.31 7.56 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: T1 & T2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+1.60S 1 25.63 14.00 -8.15 8.15 3.42 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 25.94 14.00 -2.73 2.73 0.87 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: T3 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = 250.0 psi / (inch deflection) Load Combination ASCE 7-16 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(5) E(-26.1 ) Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height =16.0 in Span #1 Reinforcing.... 545 at 3.0 in from Bottom, from 0.0 to 34.0 ft in this span Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 D(13.8)Epli).S�3.3) D(0.9 545 at 2.0 in from Top, from 0.0 to 34.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=13.80, L=5.0, S=3.30k@33.0ft Point Load : E = -26.10 k @ 17.0 ft Uniform Load : D = 0.90 k/ft, Extent =17.0 -->> 33.0 ft, Tributary Width =1.0 ft Point Load : E = 26.10 k @ 33.50 ft Point Load : D = 5.0 k @ 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.575: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied -55.152 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ' Phi: Allowable 95.932 k-ft Max Downward Total Deflection 0.135 in Load Combination +1.20D+L+0.20S+E Max Upward Total Deflection -0.026 in Location of maximum on span 29.200 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 4.872 ksf at 34.00 ft LdComb: +D+0.750L+0.750S+0.5: Allowable Soil Pressure = 2.667 ksf EXCEEDED! Shear Stirrup Requirements OK, PERPENDICULAR Between 0.00 to 31.20 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in FOOTING OCCURS Between 31.60 to 33.20 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.867 in AT MAX BEARING Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 SOUND STRUCTURAL SOLUTION." DESCRIPTION: T3 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio Span # 1 1 33.600 1.36 85.90 0.02 +1.40D Span # 1 1 33.200 2.14 85.90 0.02 +1.20D+1.60L Span # 1 1 33.200 2.60 85.90 0.03 +1.20D+1.60L+0.50S Span # 1 1 33.200 2.76 85.90 0.03 +1.20D+L Span # 1 1 33.200 2.31 85.90 0.03 +1.20D Span # 1 1 33.200 1.83 85.90 0.02 +1.20D+L+1.60S Span # 1 1 33.200 2.82 85.90 0.03 +1.20D+1.60S Span # 1 1 33.200 2.34 85.90 0.03 +1.20D+L+0.50S Span # 1 1 33.200 2.47 85.90 0.03 +0.90D Span # 1 1 33.200 1.37 85.90 0.02 +1.20D+L+0.20S+E Span # 1 1 33.600 1.36 85.90 0.02 +0.90D+E Span # 1 1 33.600 1.10 85.90 0.01 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span Span 1 Detailed Shear Information 1 0.1353 34.000 Span 1 -0.0264 17.756 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+0.20S+E 1 0.00 14.00 0.55 0.55 0.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 0.40 14.00 1.39 1.39 0.18 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 0.80 14.00 2.18 2.18 0.70 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.20 14.00 -4.23 4.23 0.05 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.60 14.00 -3.59 3.59 1.68 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.00 14.00 -3.00 3.00 3.15 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.40 14.00 -2.47 2.47 4.39 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.80 14.00 -1.98 1.98 5.42 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.20 14.00 -1.55 1.55 6.25 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.60 14.00 -1.16 1.16 6.91 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.00 14.00 -0.82 0.82 7.41 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 4.40 14.00 0.87 0.87 1.96 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 4.80 14.00 1.06 1.06 1.65 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.20 14.00 1.22 1.22 2.94 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.60 14.00 1.37 1.37 2.49 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.00 14.00 1.48 1.48 1.98 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.40 14.00 1.55 1.55 1.43 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.80 14.00 1.57 1.57 0.85 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.20 14.00 1.54 1.54 0.26 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.60 14.00 1.48 1.48 0.32 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.00 14.00 1.36 1.36 0.87 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.40 14.00 1.20 1.20 1.38 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.80 14.00 1.00 1.00 1.82 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.20 14.00 0.81 0.81 6.49 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.60 14.00 0.81 0.81 6.20 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.00 14.00 0.80 0.80 5.92 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.40 14.00 0.79 0.79 5.64 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.80 14.00 -0.88 0.88 3.35 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.20 14.00 -1.36 1.36 2.96 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.60 14.00 -1.90 1.90 2.37 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: T3 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +0.90D+E 1 12.00 14.00 -2.48 2.48 1.57 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.40 14.00 -3.11 3.11 0.54 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.80 14.00 -3.80 3.80 0.74 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.20 14.00 -4.53 4.53 2.30 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.60 14.00 -5.32 5.32 4.15 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.00 14.00 -6.16 6.16 6.32 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.40 14.00 -7.04 7.04 8.82 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.80 14.00 -7.97 7.97 11.67 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 15.20 14.00 -8.93 8.93 14.90 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 15.60 14.00 -9.93 9.93 18.51 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 16.00 14.00 -10.96 10.96 22.52 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 16.40 14.00 -12.01 12.01 26.94 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 16.80 14.00 -13.07 13.07 31.79 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.20 14.00 11.81 11.81 32.08 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 17.60 14.00 10.43 10.43 27.23 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 18.00 14.00 9.07 9.07 23.16 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 18.40 14.00 7.74 7.74 19.64 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 18.80 14.00 6.45 6.45 16.64 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 19.20 14.00 5.19 5.19 14.17 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 19.60 14.00 3.98 3.98 12.19 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.00 14.00 2.82 2.82 10.70 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 20.40 14.00 -1.89 1.89 3.27 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 20.80 14.00 -2.15 2.15 4.15 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 21.20 14.00 -2.40 2.40 5.14 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 21.60 14.00 -2.63 2.63 6.22 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 22.00 14.00 -3.22 3.22 12.83 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 22.40 14.00 -4.08 4.08 14.24 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 22.80 14.00 -4.87 4.87 16.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 23.20 14.00 -5.56 5.56 18.07 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 23.60 14.00 -6.17 6.17 20.42 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 24.00 14.00 -6.67 6.67 23.01 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 24.40 14.00 -7.07 7.07 25.80 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 24.80 14.00 -7.35 7.35 28.76 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 25.20 14.00 -7.51 7.51 31.82 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 25.60 14.00 -7.53 7.53 34.95 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 26.00 14.00 -7.40 7.40 38.08 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 26.40 14.00 -7.11 7.11 41.17 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 26.80 14.00 -6.64 6.64 44.14 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 27.20 14.00 -5.99 5.99 46.92 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 27.60 14.00 -5.13 5.13 49.44 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 28.00 14.00 -4.04 4.04 51.62 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 28.40 14.00 -2.72 2.72 53.36 0.82 34.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 28.80 14.00 -1.42 1.42 44.22 0.51 32.91 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 29.20 14.00 1.91 1.91 27.47 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 29.60 14.00 3.09 3.09 26.83 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 30.00 14.00 5.35 5.35 53.96 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 30.40 14.00 8.16 8.16 51.94 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 30.80 14.00 11.31 11.31 48.80 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 31.20 14.00 14.84 14.84 44.40 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 31.60 14.00 18.74 18.74 38.59 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 32.00 14.00 23.04 23.04 31.22 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 32.40 14.00 27.75 27.75 22.13 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 32.80 14.00 32.87 32.87 11.15 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +0.90D+E 1 33.20 14.00 18.27 18.27 3.55 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: T3 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+0.20S+E 1 33.60 14.00 -3.31 3.31 1.36 1.00 35.74 Vu < PhiVcl2 Not Reqd 0.00 0.00 Beam on Elastic Foundation DESCRIPTION: L1 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. 5) n= Cross Section & Reinforcing Details E(-21.3) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.3) Rectangular Section, Width = 30.0 in, Height =16.0 in Span #1 Reinforcing.... 545 at 3.0 in from Bottom, from 0.0 to 25.670 ft in this span 545 at 2.0 in from Top, from 0.0 to 25.670 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E = -21.30 k @ 14.50 ft Uniform Load : D = 0.90 k/ft, Extent =14.50 -->> 24.50 ft, Tributary Width = 1.0 ft Point Load : E = 21.30 k @ 24.50 ft Point Load : D = 5.0 k @ 1.330 ft DESIGN SUMMARY • Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = Shear Stirrup Requirements = 0.407: 1 Maximum Deflection Typical Section Max Downward L+Lr+S Deflection 0.000 in -39.083 k-ft Max Upward L+Lr+S Deflection 0.000 in 95.932 k-ft Max Downward Total Deflection 0.081 in +1.20D+E Max Upward Total Deflection -0.021 in 14.496 ft Span # 1 2.931 ksf at 25.67 ft 2.667 ksf EXCEEDED! Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Length Span # in Span MAXimum Bending Envelope Span # 1 1 24.462 +1.40D Bending Stress Results ( k-ft) Mu: Max Phi'Mnx Stress Ratio 4.50 85.90 0.05 LdComb: E Only OK, PERPENDICULAR FOOTING OCCURS AT MAX BEARING Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 SOUND STRUCTURAL SOLUTION.' DESCRIPTION: L1 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio Span # 1 1 19.328 3.84 85.90 0.04 +1.20D Span # 1 1 19.328 3.29 85.90 0.04 +0.90D Span # 1 1 19.328 2.47 85.90 0.03 +1.20D+E Span # 1 1 24.462 4.50 85.90 0.05 +0.90D+E Span # 1 1 24.462 4.34 85.90 0.05 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max.'W' Defl Location in Span Span 1 1 0.0814 25.670 Span 1 -0.0210 13.976 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+E 1 0.00 14.00 0.41 0.41 0.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 0.30 14.00 1.04 1.04 0.10 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 0.60 14.00 1.63 1.63 0.39 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 0.91 14.00 2.19 2.19 0.86 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.21 14.00 2.71 2.71 1.50 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.51 14.00 -4.14 4.14 0.76 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.81 14.00 -3.72 3.72 0.52 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.11 14.00 -3.32 3.32 1.66 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.42 14.00 -2.94 2.94 2.69 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.72 14.00 -2.59 2.59 3.60 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.02 14.00 -2.27 2.27 4.40 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.32 14.00 -1.96 1.96 5.11 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.62 14.00 -1.68 1.68 5.72 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.93 14.00 -1.42 1.42 6.25 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.23 14.00 -1.19 1.19 6.71 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.53 14.00 -0.97 0.97 7.09 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.83 14.00 -0.77 0.77 7.40 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.13 14.00 -0.59 0.59 7.66 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.44 14.00 -0.42 0.42 7.86 0.86 34.93 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.74 14.00 -0.27 0.27 8.01 0.55 33.10 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.04 14.00 0.17 0.17 0.93 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.34 14.00 0.06 0.06 0.90 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.64 14.00 0.10 0.10 8.20 0.19 31.01 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.95 14.00 -0.24 0.24 0.94 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.25 14.00 -0.43 0.43 1.04 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.55 14.00 -0.65 0.65 1.19 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.85 14.00 -0.90 0.90 1.41 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.15 14.00 -1.18 1.18 1.70 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.46 14.00 -1.49 1.49 2.08 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.76 14.00 -1.82 1.82 2.55 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.06 14.00 -2.19 2.19 3.12 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.36 14.00 -2.58 2.58 3.80 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.66 14.00 -2.99 2.99 4.60 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.97 14.00 -3.44 3.44 5.53 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.27 14.00 -3.91 3.91 6.59 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.57 14.00 -4.40 4.40 7.79 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.87 14.00 -4.92 4.92 9.14 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.17 14.00 -5.45 5.45 10.65 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.48 14.00 -6.01 6.01 12.32 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.78 14.00 -6.59 6.59 14.16 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.08 14.00 -7.18 7.18 16.17 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: L1 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +0.90D+E 1 12.38 14.00 -7.79 7.79 18.36 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.68 14.00 -8.41 8.41 20.74 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.99 14.00 -9.03 9.03 23.30 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.29 14.00 -9.66 9.66 26.05 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.59 14.00 -10.30 10.30 28.99 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 13.89 14.00 -10.92 10.92 32.12 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.19 14.00 -11.55 11.55 35.44 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 14.50 14.00 -12.15 12.15 38.95 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 14.80 14.00 8.77 8.77 36.33 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 15.10 14.00 7.92 7.92 33.75 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 15.40 14.00 7.10 7.10 31.43 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 15.70 14.00 6.32 6.32 29.35 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 16.01 14.00 5.57 5.57 27.52 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 16.31 14.00 4.87 4.87 25.91 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 16.61 14.00 4.22 4.22 24.50 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 16.91 14.00 3.62 3.62 23.30 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 17.21 14.00 3.08 3.08 22.28 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 17.52 14.00 2.60 2.60 21.42 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 17.82 14.00 2.17 2.17 20.70 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 18.12 14.00 1.81 1.81 20.12 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 18.42 14.00 1.52 1.52 19.64 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 18.72 14.00 1.30 1.30 19.26 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 19.03 14.00 1.15 1.15 18.93 0.97 35.58 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 19.33 14.00 1.08 1.08 18.66 0.93 35.31 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 19.63 14.00 1.09 1.09 18.40 0.95 35.42 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 19.93 14.00 1.18 1.18 18.96 1.00 35.72 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.23 14.00 1.37 1.37 18.66 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.54 14.00 1.64 1.64 18.30 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.84 14.00 2.01 2.01 17.87 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.14 14.00 2.46 2.46 17.32 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.44 14.00 3.01 3.01 16.63 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.74 14.00 3.66 3.66 15.78 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.05 14.00 4.40 4.40 14.74 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.35 14.00 5.25 5.25 13.47 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.65 14.00 6.19 6.19 11.94 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.95 14.00 7.25 7.25 10.13 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 23.25 14.00 8.40 8.40 8.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 23.56 14.00 9.67 9.67 5.52 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 23.86 14.00 11.04 11.04 2.66 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 24.16 14.00 12.53 12.53 0.61 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 24.46 14.00 14.12 14.12 4.34 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 24.76 14.00 -5.43 5.43 3.04 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 25.07 14.00 -3.31 3.31 1.37 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 25.37 14.00 -1.09 1.09 0.35 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 Beam on Elastic Foundation DESCRIPTION: L2 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 E(-22.5) D(17.3) L(9.9) S(1 _4) 1 D(0.9) I I I Cross Section & Reinforcing Details D(12.2) L(4.8) S(4.9) Rectangular Section, Width = 40.0 in, Height =16.0 in Span #1 Reinforcing.... 645 at 3.0 in from Bottom, from 0.0 to 43.90 ft in this span 645 at 2.0 in from Top, from 0.0 to 43.90 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E = -22.50 k @ 1.50 ft Uniform Load : D = 0.90 k/ft, Extent =1.50 -->> 22.50 ft, Tributary Width = 1.0 ft Point Load : E = 22.50 k @ 15.0 ft Point Load : D = 27.0, L=10.30, S =11.20 k @ 15.750 ft Point Load : D=11.10, L = 3.70, S = 3.30 k @ 15.750 ft Point Load : D=17.30, L = 9.90, S =1.40 k @ 28.250 ft Point Load : D=12.20, L = 4.80, S = 4.90 k @ 42.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.939: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 97.748 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ' Phi: Allowable 104.109 k-ft Max Downward Total Deflection 0.077 in Load Combination +1.20D+L+0.20S+E Max Upward Total Deflection -0.050 in Location of maximum on span 15.494 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = 2.768 ksf at 16.10 ft 2.667 ksf EXCEEDED! Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2. Rea'd Vs = Not Read. use stirrups spaced at 0.000 in LdComb: +D+0.750L+0.750S+0.5: OK, PERPENDICULAR FOOTING OCCURS AT MAX BEARING Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Beam On Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L2 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 15.494 97.75 104.11 0.94 +1.40D Span # 1 1 15.494 61.61 104.11 0.59 +1.20D+1.60L Span # 1 1 15.494 76.81 104.11 0.74 +1.20D+1.60L+0.50S Span # 1 1 15.494 85.29 104.11 0.82 +1.20D+L Span # 1 1 15.494 67.81 104.11 0.65 +1.20D Span # 1 1 15.494 52.81 104.11 0.51 +1.20D+L+1.60S Span # 1 1 15.494 94.95 104.11 0.91 +1.20D+1.60S Span # 1 1 15.494 79.95 104.11 0.77 +1.20D+L+0.50S Span # 1 1 15.494 76.29 104.11 0.73 +0.90D Span # 1 1 15.494 39.60 104.11 0.38 +1.20D+L+0.20S+E Span # 1 1 15.494 97.75 104.11 0.94 +0.90D+E Span # 1 1 15.494 66.15 104.11 0.64 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0769 16.097 Span 1 -0.0496 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+0.20S+E 1 0.00 14.00 -1.70 1.70 0.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 0.52 14.00 -5.10 5.10 0.97 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 1.03 14.00 -8.16 8.16 3.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.55 14.00 12.06 12.06 6.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.07 14.00 9.33 9.33 0.46 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.58 14.00 6.92 6.92 4.17 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.10 14.00 4.82 4.82 7.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.62 14.00 3.02 3.02 9.84 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.13 14.00 -2.92 2.92 7.23 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.65 14.00 -2.94 2.94 8.96 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 5.16 14.00 -2.83 2.83 10.71 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 5.68 14.00 -2.58 2.58 12.40 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.20 14.00 -2.50 2.50 5.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.71 14.00 -2.44 2.44 3.93 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.23 14.00 -2.08 2.08 2.44 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.75 14.00 -1.41 1.41 1.14 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 8.26 14.00 1.15 1.15 17.28 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 8.78 14.00 2.48 2.48 16.91 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 9.30 14.00 4.02 4.02 15.86 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 9.81 14.00 5.80 5.80 14.01 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 10.33 14.00 7.82 7.82 11.25 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 10.85 14.00 10.09 10.09 7.44 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 11.36 14.00 12.62 12.62 2.46 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 11.88 14.00 15.40 15.40 3.83 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 12.40 14.00 18.44 18.44 11.56 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 12.91 14.00 21.80 21.80 32.93 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.43 14.00 25.65 25.65 43.96 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 13.94 14.00 29.69 29.69 56.98 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 14.46 14.00 33.90 33.90 72.08 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: L2 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +1.20D+L+0.20S+E 1 14.98 14.00 38.21 38.21 89.36 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 15.49 14.00 40.99 40.99 94.95 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 16.01 14.00 -38.23 38.23 91.56 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 16.53 14.00 -34.01 34.01 71.59 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 17.04 14.00 -29.93 29.93 53.79 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 17.56 14.00 -26.10 26.10 41.19 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+1.60S 1 18.08 14.00 -22.53 22.53 27.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 18.59 14.00 -19.17 19.17 15.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 19.11 14.00 -16.04 16.04 5.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 19.63 14.00 -13.14 13.14 3.03 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 20.14 14.00 -10.46 10.46 10.04 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 20.66 14.00 -8.00 8.00 15.67 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 21.18 14.00 -5.75 5.75 20.04 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 21.69 14.00 -3.69 3.69 23.24 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 22.21 14.00 -1.98 1.98 20.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 22.72 14.00 0.88 0.88 23.54 0.60 44.08 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 23.24 14.00 2.94 2.94 23.18 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 23.76 14.00 5.01 5.01 23.70 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 24.27 14.00 7.02 7.02 21.20 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 24.79 14.00 8.97 8.97 17.66 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 25.31 14.00 10.88 10.88 13.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 25.82 14.00 12.76 12.76 7.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 26.34 14.00 14.61 14.61 1.07 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 26.86 14.00 16.43 16.43 6.39 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 27.37 14.00 18.22 18.22 14.78 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 27.89 14.00 19.97 19.97 24.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 28.41 14.00 -15.64 15.64 28.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 28.92 14.00 -14.03 14.03 20.36 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 29.44 14.00 -12.52 12.52 13.03 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 29.96 14.00 -11.11 11.11 6.48 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 30.47 14.00 -9.81 9.81 0.65 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 30.99 14.00 -8.63 8.63 4.50 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 31.50 14.00 -7.55 7.55 9.05 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 32.02 14.00 -6.57 6.57 13.03 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 32.54 14.00 -5.68 5.68 16.51 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 33.05 14.00 -4.87 4.87 19.53 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 33.57 14.00 -4.13 4.13 22.13 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 34.09 14.00 -3.44 3.44 24.35 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 34.60 14.00 -2.82 2.82 27.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 35.12 14.00 -2.24 2.24 28.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 35.64 14.00 -1.63 1.63 29.98 0.87 45.97 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 36.15 14.00 -0.97 0.97 30.90 0.50 43.39 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 36.67 14.00 -0.23 0.23 31.49 0.12 40.71 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 37.19 14.00 0.82 0.82 27.98 0.47 43.16 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 37.70 14.00 1.69 1.69 30.02 0.90 46.20 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 38.22 14.00 2.72 2.72 29.23 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 38.74 14.00 3.93 3.93 29.46 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 39.25 14.00 5.38 5.38 27.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 39.77 14.00 7.04 7.04 24.82 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 40.28 14.00 8.93 8.93 21.27 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 40.80 14.00 11.06 11.06 16.74 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 41.32 14.00 13.44 13.44 11.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 41.83 14.00 16.09 16.09 4.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 42.35 14.00 19.00 19.00 3.96 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L2 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+1.60S 1 42.87 14.00 -5.11 5.11 3.68 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 43.38 14.00 -1.68 1.68 0.95 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 ` Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: L3 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc = 2.50 ksi fr = fc12 " 7.50 = 375.0 psi yr Density = 145.0 pcf a, Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Phi Values Flexure : 0.90 Shear : 0.750 01 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, D(5) E((1-32L-SX2.7) D(10=-J i2_P.2) S(5.9) :1 Cross Section & Reinforcing Details Rectangular Section, Width = 40.0 in, Height = 16.0 in Span #1 Reinforcing.... D(15.8) L(5) S(5.1)D(9.8) L(2.2) S(4.2) 645 at 3.0 in from Bottom, from 0.0 to 43.750 ft in this span 645 at 2.0 in from Top, from 0.0 to 43.750 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Point Load : E = -32.50 k @ 1.50 ft Uniform Load : D = 0.90 k/ft, Extent = 1.50 --» 14.50 ft, Tributary Width =1.0 ft Point Load : E = 32.50 k @ 14.50 ft Point Load : D = 5.0, L =1.20, S = 2.70 k @ 1.50 ft Point Load : D = 10.10, L = 3.20, S = 5.90 k @ 15.750 ft Point Load: D=15.80, L=5.0, S = 5.10 k @ 34.0 ft Point Load : D = 9.80, L = 2.20, S = 4.20 k @ 42.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.554: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 57.691 k-ft Max Upward L+Lr+S Deflection 0.000 in MnPhi : Allowable 104.109 k-ft Max Downward Total Deflection 0.038 in Load Combination +1.20D+L+0.20S+E Max Upward Total Deflection -0.074 in Location of maximum on span 14.412 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = 1.357 ksf at 43.75 ft LdComb: +D+0.750L+0.750S+0.5: 2.670 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Beam On Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L3 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 14.412 57.69 104.11 0.55 +1.40D Span # 1 1 33.971 20.43 104.11 0.20 +1.20D+1.60L Span # 1 1 33.971 25.79 104.11 0.25 +1.20D+1.60L+0.50S Span # 1 1 33.971 27.77 104.11 0.27 +1.20D+L Span # 1 1 33.971 22.69 104.11 0.22 +1.20D Span # 1 1 33.971 17.51 104.11 0.17 +1.20D+L+1.60S Span # 1 1 33.971 29.01 104.11 0.28 +1.20D+1.60S Span # 1 1 33.971 23.84 104.11 0.23 +1.20D+L+0.50S Span # 1 1 33.971 24.66 104.11 0.24 +0.90D Span # 1 1 33.971 13.13 104.11 0.13 +1.20D+L+0.20S+E Span # 1 1 14.412 57.69 104.11 0.55 +0.90D+E Span # 1 1 14.412 52.84 104.11 0.51 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0377 43.750 Span 1 -0.0744 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+E 1 0.00 14.00 -1.92 1.92 0.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.51 14.00 -5.73 5.73 1.07 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.03 14.00 -9.20 9.20 4.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.54 14.00 15.65 15.65 7.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.06 14.00 12.48 12.48 0.17 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.57 14.00 9.67 9.67 6.40 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.09 14.00 7.21 7.21 11.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.60 14.00 5.10 5.10 14.71 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 4.12 14.00 3.32 3.32 17.14 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 4.63 14.00 1.86 1.86 18.65 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 5.15 14.00 -0.81 0.81 10.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 5.66 14.00 -0.31 0.31 11.14 0.45 43.01 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.18 14.00 -0.73 0.73 15.93 0.73 45.00 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.69 14.00 -1.01 1.01 18.78 0.86 45.87 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.21 14.00 -1.06 1.06 18.07 0.93 46.42 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 7.72 14.00 1.46 1.46 11.28 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 8.24 14.00 1.89 1.89 10.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 8.75 14.00 2.32 2.32 10.02 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 9.26 14.00 2.78 2.78 9.05 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 9.78 14.00 3.26 3.26 7.85 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.29 14.00 4.31 4.31 15.43 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.81 14.00 5.85 5.85 17.42 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.32 14.00 7.56 7.56 20.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.84 14.00 9.41 9.41 23.87 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 12.35 14.00 11.40 11.40 28.48 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 12.87 14.00 13.50 13.50 34.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.38 14.00 15.69 15.69 40.84 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.90 14.00 17.93 17.93 48.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.41 14.00 20.20 20.20 57.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: L3 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +0.90D+E 1 14.93 14.00 -12.67 12.67 47.86 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 15.44 14.00 11.70 11.70 25.99 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.96 14.00 -20.69 20.69 42.07 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.47 14.00 -18.17 18.17 31.33 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.99 14.00 -15.79 15.79 21.90 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.50 14.00 -13.58 13.58 13.68 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.01 14.00 -11.54 11.54 6.61 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.53 14.00 -9.68 9.68 0.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.04 14.00 -8.00 8.00 4.48 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.56 14.00 -6.50 6.50 8.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.07 14.00 -5.16 5.16 12.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.59 14.00 -3.99 3.99 14.86 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.10 14.00 -2.97 2.97 17.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 21.62 14.00 -2.14 2.14 11.44 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.13 14.00 -1.71 1.71 12.63 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.65 14.00 -1.33 1.33 13.60 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 23.16 14.00 -0.98 0.98 14.37 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 23.68 14.00 -0.66 0.66 14.96 0.71 44.84 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 24.19 14.00 0.93 0.93 16.19 0.92 46.34 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 24.71 14.00 1.19 1.19 15.79 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 25.22 14.00 1.42 1.42 20.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 25.74 14.00 1.71 1.71 19.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 26.25 14.00 2.01 2.01 18.82 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 26.76 14.00 2.31 2.31 17.88 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 27.28 14.00 2.63 2.63 16.77 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 27.79 14.00 2.98 2.98 15.51 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 28.31 14.00 3.38 3.38 14.06 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 28.82 14.00 3.83 3.83 12.40 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 29.34 14.00 4.34 4.34 10.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 29.85 14.00 5.04 5.04 7.56 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 30.37 14.00 5.98 5.98 5.05 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 30.88 14.00 7.02 7.02 2.06 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 31.40 14.00 8.17 8.17 1.47 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 31.91 14.00 9.42 9.42 5.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 32.43 14.00 10.78 10.78 10.35 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 32.94 14.00 12.23 12.23 15.81 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 33.46 14.00 13.76 13.76 22.02 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 33.97 14.00 15.35 15.35 29.01 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 34.49 14.00 -15.13 15.13 21.24 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 35.00 14.00 -13.46 13.46 13.37 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 35.51 14.00 -11.76 11.76 6.36 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 36.03 14.00 -10.05 10.05 0.22 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 36.54 14.00 -8.33 8.33 5.04 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 37.06 14.00 -6.59 6.59 9.41 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 37.57 14.00 -4.82 4.82 12.89 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 38.09 14.00 -3.01 3.01 15.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 38.60 14.00 -1.17 1.17 14.12 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 39.12 14.00 0.78 0.78 15.96 0.78 45.35 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 39.63 14.00 2.73 2.73 17.47 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 40.15 14.00 4.79 4.79 16.16 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 40.66 14.00 6.95 6.95 13.78 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 41.18 14.00 9.22 9.22 10.28 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 41.69 14.00 11.60 11.60 5.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 42.21 14.00 14.09 14.09 0.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L3 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+1.60S 1 42.72 14.00 -3.98 3.98 2.86 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 43.24 14.00 -1.25 1.25 0.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Beam on Elastic Foundation DESCRIPTION: T4 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(3.9) L(1,.5) S(1.5) Cross Section & Reinforcing Details Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 D(6.2) L(2.8) S(1.4) D(2.7) L(ff(7-#SX2.2) D(0.9) D (0. EEJ'W.9 ) Rectangular Section, Width = 40.0 in, Height =16.0 in Span #1 Reinforcing.... 645 at 3.0 in from Bottom, from 0.0 to 38.0 ft in this span 645 at 2.0 in from Top, from 0.0 to 38.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E = -41.0 k @ 23.750 ft Uniform Load : D = 0.90 k/ft, Extent = 23.50 -->> 36.50 ft, Tributary Width = 1.0 ft Point Load : D = 3.90, L =1.50, S =1.50 k @ 1.50 ft Point Load : D = 6.20, L = 2.80, S =1.40 k @ 15.0 ft Point Load D = 2.70, L = 0.70, S = 2.20 k @ 23.0 ft Point Load : D = 0.80, S = 0.90 k @ 36.0 ft Point Load : E = 41.0 k @ 36.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.508: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied-59.528 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ' Phi: Allowable 117.092 k-ft Max Downward Total Deflection 0.074 in Load Combination +0.90D+E Max Upward Total Deflection -0.054 in Location of maximum on span 23.694 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = 2.654 ksf at 38.00 ft LdComb: +D+0.70E 2.667 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Beam On Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: T4 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 36.212 17.39 104.11 0.17 +1.40D Span # 1 1 15.200 6.92 104.11 0.07 +1.20D+1.60L Span # 1 1 15.200 10.72 104.11 0.10 +1.20D+1.60L+0.50S Span # 1 1 15.200 11.19 104.11 0.11 +1.20D+L Span # 1 1 15.200 8.93 104.11 0.09 +1.20D Span # 1 1 15.200 5.93 104.11 0.06 +1.20D+L+1.60S Span # 1 1 15.200 10.40 104.11 0.10 +1.20D+1.60S Span # 1 1 15.200 7.41 104.11 0.07 +1.20D+L+0.50S Span # 1 1 15.200 9.39 104.11 0.09 +0.90D Span # 1 1 15.200 4.44 104.11 0.04 +1.20D+L+0.20S+E Span # 1 1 36.212 17.39 104.11 0.17 +0.90D+E Span # 1 1 36.212 17.04 104.11 0.16 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0737 38.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+1.60S 1 0.00 14.00 0.61 0.61 0.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 0.45 14.00 1.50 1.50 0.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 0.89 14.00 2.33 2.33 0.81 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.34 14.00 3.11 3.11 1.79 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.79 14.00 -4.75 4.75 0.64 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 2.24 14.00 -4.08 4.08 1.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 2.68 14.00 -3.46 3.46 3.44 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 3.13 14.00 -2.90 2.90 5.05 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 3.58 14.00 -2.38 2.38 6.41 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.02 14.00 -1.91 1.91 7.53 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.47 14.00 -1.48 1.48 8.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.92 14.00 -1.09 1.09 9.18 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 5.36 14.00 -0.74 0.74 9.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 5.81 14.00 0.63 0.63 2.67 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.26 14.00 0.84 0.84 2.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.71 14.00 1.06 1.06 5.86 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.15 14.00 1.36 1.36 5.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.60 14.00 1.65 1.65 4.90 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.05 14.00 1.94 1.94 4.23 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.49 14.00 2.23 2.23 3.42 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.94 14.00 2.52 2.52 2.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 9.39 14.00 2.81 2.81 1.43 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 9.84 14.00 3.09 3.09 0.24 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.28 14.00 3.38 3.38 1.08 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.73 14.00 3.68 3.68 2.53 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.18 14.00 3.97 3.97 4.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.62 14.00 4.26 4.26 5.82 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 12.07 14.00 4.54 4.54 7.65 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 12.52 14.00 4.81 4.81 9.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: T4 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +1.20D+L+0.20S+E 1 12.96 14.00 5.08 5.08 11.71 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.41 14.00 5.32 5.32 13.91 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.86 14.00 5.54 5.54 16.22 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 14.31 14.00 6.06 6.06 8.18 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 14.75 14.00 6.60 6.60 10.83 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 15.20 14.00 -5.47 5.47 11.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 15.65 14.00 -4.91 4.91 8.68 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.09 14.00 -4.59 4.59 17.38 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.54 14.00 -4.71 4.71 15.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.99 14.00 -4.92 4.92 13.09 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.44 14.00 -5.23 5.23 10.83 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.88 14.00 -5.63 5.63 8.43 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.33 14.00 -6.14 6.14 5.85 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.78 14.00 -6.75 6.75 3.04 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.22 14.00 -7.47 7.47 0.04 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.67 14.00 -8.29 8.29 3.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.12 14.00 -9.35 9.35 6.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.56 14.00 -10.57 10.57 10.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.01 14.00 -11.89 11.89 15.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.46 14.00 -13.30 13.30 20.90 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.91 14.00 -14.78 14.78 26.91 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.35 14.00 -16.33 16.33 33.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.80 14.00 -17.92 17.92 40.95 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 23.25 14.00 -22.49 22.49 48.67 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 23.69 14.00 -24.15 24.15 58.81 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +0.90D+E 1 24.14 14.00 15.27 15.27 54.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 24.59 14.00 13.35 13.35 47.58 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 25.04 14.00 11.50 11.50 41.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 25.48 14.00 9.74 9.74 36.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 25.93 14.00 8.09 8.09 32.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 26.38 14.00 6.57 6.57 29.08 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 26.82 14.00 5.18 5.18 26.28 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 27.27 14.00 3.95 3.95 24.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 27.72 14.00 2.89 2.89 22.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 28.16 14.00 2.01 2.01 21.64 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 28.61 14.00 1.32 1.32 20.91 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 29.06 14.00 0.82 0.82 20.50 0.64 44.36 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 29.51 14.00 0.52 0.52 20.30 0.41 42.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 29.95 14.00 0.52 0.52 0.82 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 30.40 14.00 0.55 0.55 0.30 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 30.85 14.00 0.91 0.91 20.15 0.72 44.91 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 31.29 14.00 1.50 1.50 19.92 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 31.74 14.00 2.34 2.34 19.42 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 32.19 14.00 3.44 3.44 18.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 32.64 14.00 4.80 4.80 17.18 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 33.08 14.00 6.44 6.44 15.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 33.53 14.00 8.36 8.36 12.50 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 33.98 14.00 10.57 10.57 8.93 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 34.42 14.00 13.07 13.07 4.38 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 34.87 14.00 15.86 15.86 1.29 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 35.32 14.00 18.94 18.94 8.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 35.76 14.00 22.32 22.32 16.51 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 36.21 14.00 -16.17 16.17 17.39 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 36.66 14.00 -12.07 12.07 10.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: T4 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+0.20S+E 1 37.11 14.00 -7.40 7.40 4.54 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 37.55 14.00 -2.46 2.46 1.16 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Beam on Elastic Foundation DESCRIPTION: L4 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(6-7)EL((23t,2r-P.MF>) L(1.3) D(1 D(0.9) a Cross Section & Reinforcing Details ) S(3.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 D(3.9) L(1.5) S(1.5) Rectangular Section, Width = 40.0 in, Height =16.0 in Span #1 Reinforcing.... 645 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 645 at 2.0 in from Top, from 0.0 to 24.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E _ -43.20 k @ 1.50 ft Uniform Load : D = 0.90 k/ft, Extent =1.0 -->> 12.50 ft, Tributary Width =1.0 ft Point Load: D=6.70, L=2.10, S=3.30k@1.50ft Point Load : D = 2.50, L =1.30 k @ 4.250 ft Point Load : D=12.70, L = 5.60, S = 3.50 k @ 13.0 ft Point Load : D = 3.90, L =1.50, S =1.50 k @ 22.670 ft Point Load : E = 43.20 k @ 12.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.833: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 86.678 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ' Phi: Allowable 104.109 k-ft Max Downward Total Deflection 0.049 in Load Combination +1.20D+L+0.20S+E Max Upward Total Deflection -0.104 in Location of maximum on span 12.424 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = 1.778 ksf at 12.53 ft LdComb: E Only 2.667 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Beam On Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L4 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 12.424 86.68 104.11 0.83 +1.40D Span # 1 1 12.988 16.97 104.11 0.16 +1.20D+1.60L Span # 1 1 12.988 23.71 104.11 0.23 +1.20D+1.60L+0.50S Span # 1 1 12.988 25.20 104.11 0.24 +1.20D+L Span # 1 1 12.988 20.28 104.11 0.19 +1.20D Span # 1 1 12.988 14.55 104.11 0.14 +1.20D+L+1.60S Span # 1 1 12.988 25.03 104.11 0.24 +1.20D+1.60S Span # 1 1 12.988 19.30 104.11 0.19 +1.20D+L+0.50S Span # 1 1 12.988 21.76 104.11 0.21 +0.90D Span # 1 1 12.988 10.91 104.11 0.10 +1.20D+L+0.20S+E Span # 1 1 12.424 86.68 104.11 0.83 +0.90D+E Span # 1 1 12.424 79.34 104.11 0.76 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'=" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0494 12.533 Span 1 -0.1040 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+E 1 0.00 14.00 -1.43 1.43 0.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.28 14.00 -4.31 4.31 0.43 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.56 14.00 -7.04 7.04 1.67 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.85 14.00 -9.62 9.62 3.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.13 14.00 -12.15 12.15 6.44 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.41 14.00 -14.65 14.65 9.92 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.69 14.00 20.18 20.18 6.90 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.98 14.00 17.99 17.99 1.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.26 14.00 15.97 15.97 3.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.54 14.00 14.09 14.09 8.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 2.82 14.00 12.38 12.38 12.13 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.11 14.00 10.82 10.82 15.57 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.39 14.00 9.40 9.40 18.56 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.67 14.00 8.14 8.14 21.16 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 3.95 14.00 7.03 7.03 23.40 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 4.24 14.00 6.21 6.21 23.33 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 4.52 14.00 -4.02 4.02 6.39 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 4.80 14.00 -3.40 3.40 7.59 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 5.08 14.00 -2.80 2.80 8.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 5.36 14.00 -2.21 2.21 9.48 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 5.65 14.00 -1.64 1.64 10.17 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 5.93 14.00 -1.07 1.07 10.70 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.21 14.00 0.81 0.81 28.93 0.45 43.04 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.49 14.00 0.89 0.89 29.10 0.49 43.30 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.78 14.00 1.19 1.19 24.73 0.77 45.26 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.06 14.00 1.70 1.70 24.99 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.34 14.00 2.31 2.31 25.40 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.62 14.00 3.02 3.02 25.99 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 7.91 14.00 3.84 3.84 26.77 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: L4 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +1.20D+L+0.20S+E 1 8.19 14.00 4.76 4.76 27.79 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.47 14.00 5.76 5.76 29.06 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 8.75 14.00 6.86 6.86 30.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 9.04 14.00 8.04 8.04 32.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 9.32 14.00 9.31 9.31 34.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 9.60 14.00 10.66 10.66 37.25 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 9.88 14.00 12.08 12.08 40.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.16 14.00 13.56 13.56 43.53 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.45 14.00 15.12 15.12 47.29 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.73 14.00 16.73 16.73 51.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.01 14.00 18.39 18.39 56.15 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.29 14.00 20.10 20.10 61.27 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.58 14.00 21.84 21.84 66.87 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 11.86 14.00 23.62 23.62 72.97 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 12.14 14.00 25.41 25.41 79.57 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 12.42 14.00 27.22 27.22 86.68 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +0.90D+E 1 12.71 14.00 -18.75 18.75 76.82 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.99 14.00 -16.95 16.95 71.50 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.27 14.00 -31.30 31.30 72.26 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 13.55 14.00 -29.24 29.24 63.40 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 13.84 14.00 -27.21 27.21 55.12 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 14.12 14.00 -25.23 25.23 47.41 1.00 46.88 PhiVc/2 < Vu - Not Reqd 1 0.00 0.00 +1.20D+L+0.20S+E 1 14.40 14.00 -23.29 23.29 40.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.68 14.00 -21.41 21.41 33.66 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.96 14.00 -19.58 19.58 27.59 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.25 14.00 -17.82 17.82 22.03 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.53 14.00 -16.11 16.11 16.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.81 14.00 -14.47 14.47 12.40 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.09 14.00 -12.90 12.90 8.29 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.38 14.00 -11.39 11.39 4.62 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.66 14.00 -9.95 9.95 1.38 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.94 14.00 -8.57 8.57 1.45 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.22 14.00 -7.27 7.27 3.90 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.51 14.00 -6.03 6.03 5.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.79 14.00 -4.85 4.85 7.70 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.07 14.00 -3.74 3.74 9.10 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.35 14.00 -2.70 2.70 10.18 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.64 14.00 -1.72 1.72 10.97 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 18.92 14.00 -0.89 0.89 7.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 19.20 14.00 1.01 1.01 10.87 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 19.48 14.00 1.49 1.49 10.61 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 19.76 14.00 1.96 1.96 10.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 20.05 14.00 2.43 2.43 9.69 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.33 14.00 2.93 2.93 10.47 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.61 14.00 3.50 3.50 9.67 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.89 14.00 4.03 4.03 8.71 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.18 14.00 4.51 4.51 7.59 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.46 14.00 4.93 4.93 6.35 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.74 14.00 5.31 5.31 4.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.02 14.00 5.65 5.65 2.33 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.31 14.00 6.11 6.11 0.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.59 14.00 6.58 6.58 0.94 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 22.87 14.00 -1.54 1.54 1.05 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 23.15 14.00 -1.08 1.08 0.59 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L4 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+1.60S 1 23.44 14.00 -0.61 0.61 0.26 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 23.72 14.00 0.18 0.18 0.02 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Beam on Elastic Foundation DESCRIPTION: L5 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. 0 Cross Section & Reinforcing Details Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Rectangular Section, Width = 40.0 in, Height =16.0 in Span #1 Reinforcing.... 645 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 645 at 2.0 in from Top, from 0.0 to 24.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E = -35.30 k @ 13.0 ft Uniform Load : D = 0.90 k/ft, Extent =13.0 -->> 23.0 ft, Tributary Width =1.0 ft Point Load : D = 3.10, L =1.40, S =1.50 k @ 1.50 ft Point Load : D = 3.40, L =1.40, S =1.20 k @ 13.250 ft Point Load: D=6.10, L=6.10, S=1.20k@15.0ft Point Load : D = 0.80, S = 0.90 k @ 22.50 ft Point Load : E = 35.30 k @ 22.750 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.504: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied-58.971 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ' Phi: Allowable 117.092 k-ft Max Downward Total Deflection 0.077 in Load Combination +0.90D+E Max Upward Total Deflection -0.056 in Location of maximum on span 12.988 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = Allowable Soil Pressure = 2.780 ksf at 24.00 ft 2.667 ksf EXCEEDED! Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2. Rea'd Vs = Not Read. use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations LdComb: +D+0.70E OK, PERPENDICULA.. FOOTING OCCURS AT MAX BEARING Project Title: Engineer: Project ID: Project Descr: Beam On Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L5 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 22.871 7.33 104.11 0.07 +1.40D Span # 1 1 14.965 15.96 104.11 0.15 +1.20D+1.60L Span # 1 1 14.965 27.89 104.11 0.27 +1.20D+1.60L+0.50S Span # 1 1 14.965 28.65 104.11 0.28 +1.20D+L Span # 1 1 14.965 22.56 104.11 0.22 +1.20D Span # 1 1 14.965 13.68 104.11 0.13 +1.20D+L+1.60S Span # 1 1 14.965 25.01 104.11 0.24 +1.20D+1.60S Span # 1 1 14.965 16.13 104.11 0.15 +1.20D+L+0.50S Span # 1 1 14.965 23.33 104.11 0.22 +0.90D Span # 1 1 14.965 10.26 104.11 0.10 +1.20D+L+0.20S+E Span # 1 1 22.871 7.33 104.11 0.07 +0.90D+E Span # 1 1 22.871 7.18 104.11 0.07 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0772 24.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+0.20S+E 1 0.00 14.00 0.37 0.37 0.00 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 0.28 14.00 0.88 0.88 0.08 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 0.56 14.00 1.36 1.36 0.30 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 0.85 14.00 1.80 1.80 0.66 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 1.13 14.00 2.21 2.21 1.14 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 1.41 14.00 2.58 2.58 1.74 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.69 14.00 -5.02 5.02 0.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 1.98 14.00 -4.68 4.68 0.96 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 2.26 14.00 -4.36 4.36 2.30 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 2.54 14.00 -4.04 4.04 3.56 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 2.82 14.00 -3.74 3.74 4.73 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 3.11 14.00 -3.44 3.44 5.81 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 3.39 14.00 -3.15 3.15 6.81 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 3.67 14.00 -2.86 2.86 7.72 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 3.95 14.00 -2.59 2.59 8.56 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.24 14.00 -2.31 2.31 9.31 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.52 14.00 -2.05 2.05 9.99 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+1.60S 1 4.80 14.00 -1.78 1.78 10.59 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 5.08 14.00 -1.52 1.52 10.74 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.36 14.00 -1.39 1.39 4.44 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.65 14.00 -1.55 1.55 4.86 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.93 14.00 -1.74 1.74 5.32 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.21 14.00 -1.96 1.96 5.84 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 6.49 14.00 -2.21 2.21 6.41 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.78 14.00 -2.51 2.51 2.20 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.06 14.00 -2.94 2.94 2.94 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.34 14.00 -3.41 3.41 3.80 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.62 14.00 -3.91 3.91 4.78 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.91 14.00 -4.44 4.44 5.91 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: L5 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +0.90D+E 1 8.19 14.00 -5.00 5.00 7.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.47 14.00 -5.60 5.60 8.63 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.75 14.00 -6.22 6.22 10.24 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.04 14.00 -6.88 6.88 12.02 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.32 14.00 -7.56 7.56 13.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.60 14.00 -8.26 8.26 16.14 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.88 14.00 -8.99 8.99 18.50 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.16 14.00 -9.75 9.75 21.07 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.45 14.00 -10.52 10.52 23.85 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.73 14.00 -11.30 11.30 26.84 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.01 14.00 -12.11 12.11 30.06 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.29 14.00 -12.92 12.92 33.50 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.58 14.00 -13.73 13.73 37.17 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.86 14.00 -14.55 14.55 41.08 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.14 14.00 -15.36 15.36 45.21 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.42 14.00 -16.16 16.16 49.57 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.71 14.00 -16.95 16.95 54.16 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.99 14.00 -17.71 17.71 58.97 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.27 14.00 15.79 15.79 46.71 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.55 14.00 15.11 15.11 42.32 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.84 14.00 14.48 14.48 38.13 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.12 14.00 13.90 13.90 34.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.40 14.00 13.38 13.38 30.25 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.68 14.00 12.91 12.91 26.54 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.96 14.00 12.51 12.51 22.96 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 15.25 14.00 -8.85 8.85 26.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 15.53 14.00 -8.29 8.29 23.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 15.81 14.00 -7.73 7.73 21.57 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 16.09 14.00 -7.18 7.18 19.32 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 16.38 14.00 -6.63 6.63 17.23 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.505 1 16.66 14.00 -6.10 6.10 15.28 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 16.94 14.00 -5.59 5.59 13.49 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 17.22 14.00 -5.08 5.08 11.85 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 17.51 14.00 -4.60 4.60 10.34 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 17.79 14.00 -4.13 4.13 8.98 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 18.07 14.00 -3.68 3.68 7.74 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 18.35 14.00 -3.25 3.25 6.63 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 18.64 14.00 -2.84 2.84 5.65 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 18.92 14.00 2.64 2.64 30.52 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 19.20 14.00 3.38 3.38 29.83 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 19.48 14.00 4.24 4.24 28.94 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 19.76 14.00 5.23 5.23 27.80 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.05 14.00 6.35 6.35 26.38 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.33 14.00 7.61 7.61 24.64 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.61 14.00 9.00 9.00 22.55 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 20.89 14.00 10.53 10.53 20.07 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.18 14.00 12.21 12.21 17.15 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 21.46 14.00 14.02 14.02 13.76 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 21.74 14.00 16.02 16.02 9.63 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 22.02 14.00 18.19 18.19 5.18 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 22.31 14.00 20.49 20.49 0.11 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 22.59 14.00 22.04 22.04 5.27 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 22.87 14.00 -10.93 10.93 7.33 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 23.15 14.00 -8.05 8.05 4.19 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L5 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+L+0.20S+E 1 23.44 14.00 -4.90 4.90 1.89 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 23.72 14.00 -1.62 1.62 0.48 1.00 46.88 Vu < PhiVc/2 Not Reqd 0.00 0.00 Beam on Elastic Foundation DESCRIPTION: L6 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Material Properties fc 1/2 = 2.50 ksi fr= fc * 7.50 = 375.0 psi W Density = 145.0 pcf k Lt Wt Factor = 1.0 Elastic Modulus = 2,850.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Phi Values Flexure : 0.90 Shear: 0.750 (3 1 = 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation. D(3-7) L(2) Cross Section & Reinforcing Details Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 E(-27-6?(3-4) 1-1�127�E)(11-2) J- wX it pan=21. I0TO 7 Rectangular Section, Width = 30.0 in, Height =16.0 in Span #1 Reinforcing.... 545 at 3.0 in from Bottom, from 0.0 to 21.0 ft in this span 545 at 2.0 in from Top, from 0.0 to 21.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E = -27.60 k @ 10.50 ft Uniform Load : D = 0.90 k/ft, Extent =10.50 -->> 13.50 ft, Tributary Width = 1.0 ft Point Load : D = 3.70, L = 2.0 k @ 1.50 ft Point Load : D = 3.40, L =1.40, S =1.20 k @ 13.0 ft Point Load : E = 27.60 k @ 13.250 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.404: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied 34.729 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn ' Phi: Allowable 85.898 k-ft Max Downward Total Deflection 0.021 in Load Combination +1.20D+L+0.20S+E Max Upward Total Deflection -0.001 in Location of maximum on span 13.341 ft Span # where maximum occurs Span # 1 Maximum Soil Pressure = 0.741 ksf at 0.00 ft LdComb: +D+L Allowable Soil Pressure = 2.0 ksf OK Shear Stirrup Requirements Between 0.00 to 10.38 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 10.62 to 13.09 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.867 in Between 13.34 to 20.51 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation File: 210921_enercalctrib_210208_s2105014.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06006655 SOUND STRUCTURAL SOLUTION." DESCRIPTION: L6 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum Bending Envelope Span # 1 1 13.341 34.73 85.90 0.40 +1.40D Span # 1 1 13.094 8.28 85.90 0.10 +1.20D+1.60L Span # 1 1 13.094 9.17 85.90 0.11 +1.20D+1.60L+0.50S Span # 1 1 13.094 9.97 85.90 0.12 +1.20D+L Span # 1 1 13.094 8.40 85.90 0.10 +1.20D Span # 1 1 13.094 7.10 85.90 0.08 +1.20D+L+1.60S Span # 1 1 13.094 10.95 85.90 0.13 +1.20D+1.60S Span # 1 1 13.094 9.65 85.90 0.11 +1.20D+L+0.50S Span # 1 1 13.094 9.19 85.90 0.11 +0.90D Span # 1 1 13.094 5.32 85.90 0.06 +1.20D+L+0.20S+E Span # 1 1 13.341 34.73 85.90 0.40 +0.90D+E Span # 1 1 13.341 31.63 85.90 0.37 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "=' Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 1 0.0206 0.000 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number A (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60L 1 0.00 14.00 0.29 0.29 0.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.25 14.00 0.73 0.73 0.06 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.49 14.00 1.17 1.17 0.22 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.74 14.00 1.59 1.59 0.50 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.99 14.00 2.00 2.00 0.88 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.24 14.00 2.40 2.40 1.36 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.48 14.00 2.79 2.79 1.93 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 1.73 14.00 -4.50 4.50 0.84 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L+0.50S 1 1.98 14.00 -4.14 4.14 0.29 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 2.22 14.00 -3.79 3.79 1.62 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 2.47 14.00 -3.62 3.62 2.57 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 2.72 14.00 -3.46 3.46 3.47 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 2.96 14.00 -3.31 3.31 4.34 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 3.21 14.00 -3.19 3.19 5.18 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 3.46 14.00 -3.08 3.08 5.98 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 3.71 14.00 -2.99 2.99 6.76 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 3.95 14.00 -2.91 2.91 7.51 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 4.20 14.00 -2.85 2.85 8.24 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 4.45 14.00 -2.80 2.80 8.96 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 4.69 14.00 -2.77 2.77 9.67 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 4.94 14.00 -2.75 2.75 10.37 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.19 14.00 -2.74 2.74 11.06 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.44 14.00 -2.75 2.75 11.76 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 5.68 14.00 -2.76 2.76 12.45 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 5.93 14.00 -2.84 2.84 9.96 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.18 14.00 -2.95 2.95 10.67 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.42 14.00 -3.06 3.06 11.42 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.67 14.00 -3.19 3.19 12.19 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 6.92 14.00 -3.31 3.31 12.99 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation DESCRIPTION: L6 Detailed Shear Information Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Span Distance Number (ft) 'd' (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Spacing (in) Req'd Suggest +0.90D+E 1 7.16 14.00 -3.43 3.43 13.82 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.41 14.00 -3.56 3.56 14.68 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.66 14.00 -3.69 3.69 15.58 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 7.91 14.00 -3.81 3.81 16.50 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.15 14.00 -3.93 3.93 17.46 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.40 14.00 -4.05 4.05 18.45 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.65 14.00 -4.17 4.17 19.46 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 8.89 14.00 -4.27 4.27 20.51 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.14 14.00 -4.37 4.37 21.58 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.39 14.00 -4.45 4.45 22.67 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.64 14.00 -4.53 4.53 23.79 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.88 14.00 -4.59 4.59 24.92 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.13 14.00 -4.63 4.63 26.07 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 10.38 14.00 -4.66 4.66 27.23 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 10.62 14.00 24.24 24.24 24.83 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 10.87 14.00 24.07 24.07 18.89 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 11.12 14.00 23.92 23.92 12.99 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 11.36 14.00 23.79 23.79 7.13 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 11.61 14.00 23.70 23.70 1.30 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 11.86 14.00 23.63 23.63 4.51 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 12.11 14.00 23.58 23.58 10.30 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 12.35 14.00 23.56 23.56 16.07 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 12.60 14.00 23.57 23.57 21.85 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 12.85 14.00 23.59 23.59 27.62 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +0.90D+E 1 13.09 14.00 19.08 19.08 29.48 1.00 35.74 PhiVc/2 < Vu - Min 11.5.6 0.00 5.87 +1.20D+L+0.20S+E 1 13.34 14.00 -9.61 9.61 34.73 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.59 14.00 -9.44 9.44 32.31 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 13.84 14.00 -9.08 9.08 29.96 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.08 14.00 -8.71 8.71 27.71 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.33 14.00 -8.34 8.34 25.54 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.58 14.00 -7.96 7.96 23.46 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 14.82 14.00 -7.57 7.57 21.48 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.07 14.00 -7.19 7.19 19.60 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.32 14.00 -6.80 6.80 17.81 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.56 14.00 -6.42 6.42 16.11 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 15.81 14.00 -6.04 6.04 14.51 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.06 14.00 -5.66 5.66 13.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.31 14.00 -5.28 5.28 11.59 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.55 14.00 -4.92 4.92 10.27 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 16.80 14.00 -4.55 4.55 9.04 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.05 14.00 -4.20 4.20 7.90 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.29 14.00 -3.85 3.85 6.85 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.54 14.00 -3.52 3.52 5.88 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 17.79 14.00 -3.19 3.19 5.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.04 14.00 -2.87 2.87 4.20 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.28 14.00 -2.56 2.56 3.47 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.53 14.00 -2.26 2.26 2.83 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 18.78 14.00 -1.97 1.97 2.25 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.02 14.00 -1.69 1.69 1.75 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.27 14.00 -1.42 1.42 1.32 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.52 14.00 -1.17 1.17 0.95 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 19.76 14.00 -0.92 0.92 0.65 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.01 14.00 -0.68 0.68 0.41 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+L+0.20S+E 1 20.26 14.00 -0.46 0.46 0.23 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: L6 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+E 1 20.51 14.00 -0.24 0.24 0.10 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 20.75 14.00 0.07 0.07 0.00 1.00 35.74 Vu < PhiVc/2 Not Reqd 0.00 0.00 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 Stud Wall Loads Dead, D 274 Live, L 80 Snow, S 50 Of Of Of Wall Stud Calculation Location Wall Line: 1 1 Story: 1 • Gravity Loading: Controling Combo: D + 0.75L + 0.75S Wind Loading? Exposure Category Topographic Factor Height Above Ground ASCE7 C&C Case C&C Wind Pressure •DesiLyn Values Studs Species Stud Spacing Plies Stud Height Pressure Treated? Bracing: -Slenderness: -Deflection: •Plate Crushing: -Axial *Bending No B KZt - 1.00 h = 10 ft 5 W = 0.0 psf 2x6 DF#2 12 in oc 1 21 ft No Weak Yes Strong No b=1.5in d=5.5in Swl4 _ 0.276 in 384EI -Combined Axial & Bendine: Fc_ = 625 psi ->Cb= 1.25 Fc = 219 psi ->CD= 1.00 Fb = 1346 psi ->CD= 1.00 Job#I S20xxxxx Date: 10/19/2021 Load: Load Duration: 372 plf CD = 1.15 372 /b per stud GCP; 0.18 Kz 0.70 Kd 0.85 V 110 mph IBC min 5 psf Fc„ Fb E 1350 900 1600000 psi le d = 45.8 L / 913 fc = Fc'_ _ fc = Fc' _ fb = Fb'_ Fc*=(CF)(CI)Fcii= ->CP= Fc=(CP)(Fc*)= Fb*=(CF)(Cr)(Ci)Fb= < 50 UK Ratio: 1 92% 1485 psi 0.15 219 psi fc = 45 psi Unity Equation: z Fc' = 351 psi NDS (3.9-3) f, + fb fb = 437 psi F ` F'b(1 - FfEi) Fb' = 2153 psi ->CD= 1.60 • Connection R = 53 lb ->CD = 1.60 2-16d Ra = Use DF#2 2x6 @ 12 in oc 1346 psi L / 240 OK Ratio: 26% 43 psi OK 781 psi 5% 43 psi OK 219 psi 20% 437 psi OK 1346 psi 33% OK Ratio: 27% OK 302 lb 17% NSC - NAILER TO STEEL COLUMN (HSS) NS1 Location Wall Line: Story: Wind Uplift (0.6W) 14000 /bs Seismic Uplift (0.7E) 14000 /bs Max = 14000 Ibs Nailer Nailer Species DF Nailer Thickness 3.5 Nailer Width 5.5 in in HSS Column HSS3x3x5/16 HSS Fy Fu Width tw Size Thickness ksi ksi in in 3x3 5/16 46 58 3 0.3125 Bolts or Threaded Studs Diameter 0.625 Spacing 12 Total # Fast. 10 Countersunk? No Wood Bearing in Z 1210 lb in Cd 1.60 # Cg 1.00 CA 1.00 Z' 1936 lb Stress Total Cap. 1 19.41 kip 72.3% OK Column Height 11 ft Less 12 in Net Length 10.00 ft *Note, weld strength never controls NSC - NAILER TO STEEL COLUMN (HSS) NS2 Location Wall Line: Story: Wind Uplift (0.6W) 614 /bs Seismic Uplift (0.7E) 3586 /bs Max = 3586 Ibs Nailer Nailer Species DF Nailer Thickness 3.5 Nailer Width 5.5 Bolts or Threaded Studs Diameter 0.625 Spacing 16 Total # Fast. 5 Countersunk? Yes in in Wood Bearing in Z 864.286 lb in Cd 1.60 # Cg 1.00 CA 1.00 Z' 1383 lb Stress Total Cap. 1 6.91 kip 51.9% OK Column Height Q ft Lessin Net Lengthft *Note, weld strength never controls BB - BOLTED BEAM CONNECTION (SHEAR TAB) LOAD Dead, D 10 Live, L 13.856 Snow, S 0 Wind, W 0 Seismic, E 0 kip Location kip BEAM #: N/A kip kip SDS 0.10 kip Controling Combo: D + L Uplift Combo: N/A BOLTS Wide Flange Beam - Supported Member BEAM Fy Fu t ksi ksi in W 10x45 50 65 0.35 Bolts Demand 23.86 kip 0.00 kip Shear Tab Plate Fy Fu t ksi ksi in 36 58 0.375 Type Fnt Fnv d # --- ksi ksi in --- A325-N 90 54 0.75 2 Bolt Geometry Limit 1 OK 2.25 OK 1 OK End (in) 1.5 Spacing (in) 3 Edge (in) 1.5 Bolt Shear Strenath Q = 2.00 Rn Rn/f) kip kip 47.7 23.9 Bearinq Strength at Bolt Holes Q = 2.00 Rn Rn/f) WF - Bearing PL - Bearing WF - Tearoul PL - Tearoul kip kip 81.9 41.0 78.3 39.2 87.0 43.5 83.2 41.6 Available Depths WF Cope 7.48 Shear Tab 6.00 Rn = FnAb in in OK Stress 100.0% OK Rn = 1.21ctFu < 2.4dtFu Stress 58.3% OK 60.9% OK 54.8% OK 57.4% OK Block Shear Rn = 0.60FuAnv + UbsFuAnt 50.60FyAgv+ UbsFuAnt Q = 2.00 Rn Rn/f) kip kip Stress WF 74.5 37.3 64.0% OK Plate 59.6 29.8 80.1 % OK AISC (J3-1) AISC (J3-6a) AISC (J4-5) BB - BOLTED BEAM CONNECTION - continued... Shear Yielding Rn = 0.60FyAg v t2 = 1.50 Rn Rn/D WF Plate kip kip 78.5 52.3 48.6 32.4 Shear Rupture Rn = 0.60FuAn v t2 = 2.00 Rn RnIn WF Plate WELD kip kip 78.1 39.1 55.5 27.7 Stress 45.6% OK 73.6% OK Stress 61.1% OK 86.0% OK D 3 (weld leg width in # of 16ths of an inch) / 11.25 in (total length of fillet weld) Weld Strength = 2.00 FEXX Rn RnIn ksi kip kip 70 62.6 31.3 Base Metal Strength - Shear Yielding = 1.50 Fy Rn RnIn ksi kip kip 36 45.6 30.4 Rn=FnwAwe Stress 76.2% OK Rn = 0.6 F nBMA BM Stress 78.5% OK Base Metal Strength - Shear Rupture Rn = 0.6 FnBMABM = 2.00 Fu Rn RnIn ksi kip kip Stress 58 73.4 36.7 65.0% OK R n (kip) R n/n (kip) Stress Controling Capacity: Bolt Shear Strength: AISC (J4-3) AISC (J4-4) AISC (J2-4) AISC (J2-2) AISC (J2-2) BB - BOLTED BEAM CONNECTION (SHEAR TAB) LOAD Dead, D 10 Live, L 13.856 Snow, S 0 Wind, W 0 Seismic, E 0 kip Location kip BEAM #: N/A kip kip SDS 0.10 kip Controling Combo: D + L Uplift Combo: N/A BOLTS Wide Flanae Beam - SUDDorted Member BEAM Fy Fu t ksi ksi in W 10x30 50 65 0.3 Bolts Demand 23.86 kip 0.00 kip Shear Tab Plate Fy Fu t ksi ksi in 36 58 0.375 Type Fnt Fnv d # --- ksi ksi in --- A325-N 90 54 0.75 2 Bolt Geometry Limit 1 OK 2.25 OK 1 OK End in 1.5 Spacing in 3 Edge in 1.5 Bolt Shear Strenath t2 = 2.00 Rn Rn/f) kip kip 47.7 23.9 Bearing Strength at Bolt Holes t2 = 2.00 Rn Rn/f2 WF - Bearing PL - Bearing WF - Tearout PL - Tearout kip kip 70.2 35.1 78.3 39.2 74.6 37.3 83.2 41.6 Available Depths WF Cope 8.25 Shear Tab 6.00 Rn = FnAb in in OK Stress 100.0% OK Rn = 1.21ctFu <_ 2.4dtFu Stress 68.0% OK 60.9% OK 64.0% OK 57.4% OK Block Shear Rn = 0.60FuAnv + UbsFuAnt <_ 0.60FyAgv+ UbsFuAnt 0 = 2.00 Rn Rn/f2 kip kip Stress WF 63.9 31.9 74.7% OK Plate 59.6 29.8 80.1 % OK AISC (J3-1) AISC (J3-6a) AISC (J4-5) BB - BOLTED BEAM CONNECTION - continued... Shear Yielding Rn = 0.60FyAg v t2 = 1.50 Rn Rn/D WF Plate kip kip 74.3 49.5 48.6 32.4 Shear Rupture Rn = 0.60FuAn v t2 = 2.00 Rn RnIn WF Plate WELD kip kip 76.1 38.0 55.5 27.7 Stress 48.2% OK 73.6% OK Stress 62.7% OK 86.0% OK D 3 (weld leg width in # of 16ths of an inch) / 11.25 in (total length of fillet weld) Weld Strength = 2.00 FEXX Rn RnIn ksi kip kip 70 62.6 31.3 Base Metal Strength - Shear Yielding = 1.50 Fy Rn RnIn ksi kip kip 36 45.6 30.4 Rn=FnwAwe Stress 76.2% OK Rn = 0.6 F nBMA BM Stress 78.5% OK Base Metal Strength - Shear Rupture Rn = 0.6 FnBMABM = 2.00 Fu Rn RnIn ksi kip kip Stress 58 73.4 36.7 65.0% OK R n (kip) R n/n (kip) Stress Controling Capacity: Bolt Shear Strength: AISC (J4-3) AISC (J4-4) AISC (J2-4) AISC (J2-2) AISC (J2-2) BB - BOLTED BEAM CONNECTION (SHEAR TAB) LOAD Dead, D 10 Live, L 25.78 Snow, S 0 Wind, W 0 Seismic, E 0 kip Location kip BEAM #: N/A kip kip SDS 0.10 kip Controling Combo: D + L Uplift Combo: N/A BOLTS Wide Flange Beam - Supported Member BEAM Fy Fu t ksi ksi in W 14x68 50 65 0.415 Bolts Demand 35.78 kip 0.00 kip Shear Tab Plate Fy Fu t ksi ksi in 36 58 0.375 Type Fnt Fnv d # --- ksi ksi in --- A325-N 90 54 0.75 3 Bolt Geometry Limit 1 OK 2.25 OK 1 OK End (in) 1.5 Spacing (in) 3 Edge (in) 1.5 Bolt Shear Strenath Q = 2.00 Rn Rn/f) kip kip 71.6 35.8 Bearinq Strength at Bolt Holes Q = 2.00 Rn Rn/f) WF - Bearing PL - Bearing WF - Tearoul PL - Tearoul kip kip 145.7 72.8 117.5 58.7 172.0 86.0 138.7 69.3 Available Depths WF Cope 10.88 Shear Tab 9.00 Rn = FnAb in in OK Stress 100.0% OK Rn = 1.21ctFu < 2.4dtFu Stress 49.1 % OK 60.9% OK 41.6% OK 51.6% OK Block Shear Rn = 0.60FuAnv + UbsFuAnt 50.60FyAgv+ UbsFuAnt Q = 2.00 Rn Rn/f) kip kip Stress WF 122.7 61.4 58.3% OK Plate 83.9 41.9 85.3% OK AISC (J3-1) AISC (J3-6a) AISC (J4-5) BB - BOLTED BEAM CONNECTION - continued... Shear Yielding Rn = 0.60FyAg v t2 = 1.50 Rn Rn/D WF Plate kip kip 135.4 90.3 72.9 48.6 Shear Rupture Rn = 0.60FuAn v t2 = 2.00 Rn RnIn WF Plate WELD kip kip 133.5 66.8 83.2 41.6 Stress 39.6% OK 73.6% OK Stress 53.6% OK 86.0% OK D 3 (weld leg width in # of 16ths of an inch) / 17.25 in (total length of fillet weld) Weld Strength = 2.00 FEXX Rn RnIn ksi kip kip 70 96.1 48.0 Base Metal Strength - Shear Yielding = 1.50 Fy Rn RnIn ksi kip kip 36 69.9 46.6 Rn=FnwAwe Stress 74.5% OK Rn = 0.6 F nBMA BM Stress 76.8% OK Base Metal Strength - Shear Rupture Rn = 0.6 FnBMABM = 2.00 Fu Rn RnIn ksi kip kip Stress 58 112.6 56.3 63.6% OK R n (kip) R n/n (kip) Stress Controling Capacity: Bolt Shear Strength: AISC (J4-3) AISC (J4-4) AISC (J2-4) AISC (J2-2) AISC (J2-2) BC - BEAM COLUMN BEARING LOAD Dead, D 10 Live, L 45.7 Snow, S 0 Wind, W (+) 0 Seismic, E (+) 0 kip kip kip kip kip Controling Combo: D + L Uplift Combo: N/A General Criteria Wide Flange Beam SDS 1.00 BEAM Fy Fu tf tw bf ksi ksi in in in W 10x45 50 65 0.62 0.35 8.02 HSS Column HSS3x3x5/16 HSS Fy Fu Ag Prmtr Size IThickness ksi ksi in I in 3x3 1 5/16 46 58 3.11 1 12 Bearing Plate PL 3.5x7x1/2 Fy Fu t b I t ksi ksi in in in in 36 58 1 /2 8.02 9 0.5 Bolts Type Fnt Fnv d # Bolts Spacing --- ksi ksi in --- in A325-N 90 54 0.625 2 5 Bolt Geometry Lower Upper Limit Gage Limits 3.625 5.52 End (in) 1 0.875 Spacing (in) 5 1.875 Edge (in) 1.75 0.875 Flange Local Bending () = 1.67 Demand R n R n/f) kip kip kip 55.70 120.1 71.9 Web Local Yielding () = 1.50 Demand R n R n/f) kip kip kip 55.70 109.9 73.3 OK OK OK Demand 55.70 kip 0.00 kip k d in in 1.3125 10.1 Width tw in in 3 0.3125 Concentrated Force Distance From 0 Nearest Support Forces on Flange One Stress 77.4% OK Stress 76.0% OK ft AISC (J 10-1) AISC (J 10-2) BC - BEAM TO COLUMN - continued... Web Local Crippling 0 = 2.00 Demand R n R n/0 kip kip kip 55.70 111.4 55.7 Web Sidesway Buckling 0 = 1.76 Demand R n R nIn kip kip kip 55.70 N/A N/A Web Compression Buckling 0 = 1.67 Demand R n R n/0 kip kip kip 55.70 165.8 99.3 Stress 100.0% OK Does not apply for cont. braced beams Stress N/A N/A Stress 56.1% OK Summary R n10 Flange Local Bending: 71.9 77.4% Min 55.7 Web Local Yielding: 73.3 76.0% Demand 55.7 Web Local Crippling: 55.7 100.0% Web Sidesway Buckling: Web Compression Buckling: 99.3 56.1 % Transverse stiffeners are NOT REQUIRED Design Stiffeners The following section does not apply if the above criteria are all met Fy Fu t b h lb tw K-cut ksi ksi in in in in in in 36 58 0.5 3.835 8.86 2.835 0.35 1 1 A plates web A r Kh/r in^4 in^2 in^2 in^2 in I --- 21.5 3.84 1.47 5.31 4.05 1 2.19 Q = 1.67 Demand P n P nIO OK kip Stress F67.4% OK kip kip 55.7 138.1 82.7 AISC (J 10-5b) AISC (J 10-6) AISC (J 10-8) AISC (J4-6) AISC Bearing Strength Equation (J7-1) Q = 2.00 Demand R n R n/f) kip kip kip 40.3 183.7 91.9 Stress 43.8% OK Stiffener Weld Stiffener: 1 3/4 Depth 1/2 Depth Stiffener Allowed 4 (weld leg width in # of 16ths if an inch) 11.91 in (total length of fillet weld - web -to -stiffener both sides) Weld Strength R n = FnwA we = 2.00 FExx Demand R n R n/f2 ksi kip kip kip 70 40.3 88.4 44.2 Base Metal Strength - Shear Yielding Q = 1.50 Fy Demand R n R n/f2 ksi kip kip kip 36 40.3 64.3 42.9 Base Metal Strength - Shear Rupture Q = 2.00 Fu Demand R n R n/f2 ksi kip kip kip 58 40.3 103.6 51.8 Stress 91.1% OK Rn=0.6FnBMABM Stress 93.9% OK Rn=0.6FnBMABM Stress 77.7% OK Uplift: Prying Action No Prying Action Present Demand t min t actual Beam Plate 111 111 1. 111 111 1 1 Uplift: Column - Plate Weld Stress 0.0% OK 0.0% OK Weld Strength R n = FnwA we 3 (weld leg width in # of 16ths if an inch) 6 in (total length of fillet weld - plate -to -column both sides) Q = 2.00 FExx Stress 0.0% OK Demand R n R n/f2 ksi kip kip kip 70 0.0 33.4 16.7 AISC (J2-4) AISC (J2-2) AISC (J2-2) AISC (J2-4) BC - BEAM COLUMN BEARING LOAD Dead, D 10 Live, L 30.281 Snow, S 0 Wind, W (+) 0 Seismic, E (+) 0 kip kip kip kip kip Controling Combo: D + L Uplift Combo: N/A General Criteria Wide Flanae Beam SDS 1.00 BEAM Fy Fu tf tw bf ksi ksi in in in W 10x30 50 65 0.51 0.3 5.81 HSS Column HSS3x3x5/16 HSS Fy Fu I Ag I Prmtr Size IThickness ksi ksi I in I in 3x3 1 5/16 46 58 1 3.11 1 12 Bearina Plate PL 3.5x7x1/2 Fy Fu t b I t ksi ksi in in in in 36 58 1 /2 5.81 9 0.5 Bolts Type Fnt Fnv d # Bolts Spacing --- ksi ksi in --- in A325-N 90 54 0.625 2 5 Bolt Geometry Lower Upper Limit Gage Limits 3.375 3.31 End in 1 0.875 Spacing in 5 1.875 Edge (in) 1.75 0.875 Flange Local Bending Q = 1.67 Demand R n R n/f) kip kip kip 40.28 81.3 48.7 Web Local Yielding Q = 1.50 Demand R n R n/f) kip kip kip 40.28 87.2 58.1 OK OK OK Demand 40.28 kip 0.00 kip k d in in 1.125 10.5 Width tw in in 3 0.3125 Concentrated Force Distance From 0 Nearest Support Forces on Flange Both Stress 82.8% OK Stress 69.3% OK ft AISC (J 10-1) AISC (J 10-2) BC - BEAM TO COLUMN - continued... Web Local Crippling 0 = 2.00 Demand R n R n/0 kip kip kip 40.28 80.6 40.3 Web Sidesway Buckling 0 = 1.76 Demand R n R nIn kip kip kip 40.28 N/A N/A Web Compression Buckling 0 = 1.67 Demand R n R n/0 kip kip kip 40.28 94.6 56.6 Stress 100.0% OK Does not apply for cont. braced beams Stress N/A N/A Stress 71.1% OK Summary R n/0 Flange Local Bending: 48.7 82.8% Min 40.3 Web Local Yielding: 58.1 69.3% Demand 40.28 Web Local Crippling: 40.3 100.0% Web Sidesway Buckling: Web Compression Buckling: 56.6 71.1 % Transverse stiffeners are NOT REQUIRED Design Stiffeners The following section does not apply if the above criteria are all met Fy Fu t b h lb tw K-cut ksi ksi in in in in in in 36 58 0.5 2.755 9.48 1.755 0.3 1 1 A plates web A r Kh/r in^4 in^2 in^2 in^2 in I --- 8.2 2.76 1.08 3.84 2.13 1 4.45 Q = 1.67 Demand P n P nIO OK kip Stress F67.8% OK kip kip 40.3 99.2 59.4 AISC (J 10-5b) AISC (J 10-6) AISC (J 10-8) AISC (J4-6) AISC Bearing Strength Equation (J7-1) Q = 2.00 Demand R n R n/f) kip kip kip 28.9 113.7 56.9 Stress 50.9% I OK Stiffener Weld Stiffener: 1 3/4 Depth Full Depth Stiffener Required 4 (weld leg width in # of 16ths if an inch) 12.73 in (total length of fillet weld - web -to -stiffener both sides) Weld Strength R n = FnwA we = 2.00 FExx Demand R n R n/f2 ksi kip kip kip 70 28.9 94.5 47.3 Base Metal Strength - Shear Yielding Q = 1.50 Fy Demand R n R n/f2 ksi kip kip kip 36 28.9 68.7 45.8 Base Metal Strength - Shear Rupture Q = 2.00 Fu Demand R n R n/f2 ksi kip kip kip 58 28.9 110.8 55.4 Stress 61.2% OK Rn=0.6FnBMABM Stress 63.1 % OK Rn=0.6FnBMABM Stress 52.3% OK Uplift: Prying Action No Prying Action Present Demand t min t actual Beam Plate 111 111 111 111 1 1 Uplift: Column - Plate Weld Stress 0.0% OK 0.0% OK Weld Strength R n = FnwA we 3 (weld leg width in # of 16ths if an inch) 6 in (total length of fillet weld - plate -to -column both sides) Q = 2.00 FExx Stress 0.0% OK Demand R n R n/f2 ksi kip kip kip 70 0.0 33.4 16.7 AISC (J2-4) AISC (J2-2) AISC (J2-2) AISC (J2-4) BC - BEAM COLUMN BEARING LOAD Dead, D t0 Live, L 60.3 Snow, S 0 Wind, W (+) 0 Seismic, E (+) 0 kip kip kip kip kip Controling Combo: D + L Uplift Combo: N/A General Criteria Wide Flanae Beam SDS 1.00 BEAM Fy Fu tf tw bf ksi ksi in in in W 14x68 50 65 0.72 0.415 10 HSS Column HSS3x3x5/16 HSS Fy Fu Ag Prmtr Size IThickness ksi ksi in I in 3x3 1 5/16 46 58 3.11 1 12 Bearina Plate PL 3.5x7x1/2 Fy Fu t b I t ksi ksi in in in in 36 58 1 /2 10 9 0.5 Bolts Type Fnt Fnv d # Bolts Spacing --- ksi ksi in --- in A325-N 90 54 0.625 2 5 Bolt Geometry Lower Upper Limit Gage Limits 4.125 7.5 End (in) 1 0.875 Spacing (in) 5 1.875 Edge (in) 1.75 0.875 Flange Local Bending () = 1.67 Demand R n R n/f) kip kip kip 70.30 162.0 97.0 Web Local Yielding () = 1.50 Demand R n R n/f) kip kip kip 70.30 143.3 95.5 OK OK OK Demand 70.30 kip 0.00 kip k d in in 1.5625 14 Width tw in in 3 0.3125 Concentrated Force Distance From 0 Nearest Support Forces on Flange Both Stress 72.5% OK Stress 73.6% OK ft AISC (J 10-1) AISC (J 10-2) BC - BEAM TO COLUMN - continued... Web Local Crippling 0 = 2.00 Demand R n R n/0 kip kip kip 70.30 140.7 70.3 Web Sidesway Buckling 0 = 1.76 Demand R n R nIn kip kip kip 70.30 N/A N/A Web Compression Buckling 0 = 1.67 Demand R n R n/0 kip kip kip 70.30 189.9 113.7 Stress 99.9% OK Does not apply for cont. braced beams Stress N/A N/A Stress 61.8% OK Summary R n10 Flange Local Bending: 97.0 72.5% Min 70.3 Web Local Yielding: 95.5 73.6% Demand 70.3 Web Local Crippling: 70.3 99.9% Web Sidesway Buckling: Web Compression Buckling: 113.7 61.8% Transverse stiffeners are NOT REQUIRED Design Stiffeners The following section does not apply if the above criteria are all met Fy Fu t b h lb tw K-cut ksi ksi in in in in in in 36 58 0.5 4.7925 12.56 1 3.7925 0.415 1 1 A plates web A r Kh/r in^4 in^2 in^2 in^2 in I --- 41.7 4.79 2.07 6.86 6.08 1 2.07 Q = 1.67 Demand P n P nIO OK kip Stress F68.0% OK kip kip 70.3 172.5 103.3 AISC (J 10-5b) AISC (J 10-6) AISC (J 10-8) AISC (J4-6) AISC Bearing Strength Equation (J7-1) Q = 2.00 Demand R n R n/f) kip kip kip 49.1 245.8 122.9 Stress 40.0% OK Stiffener Weld Stiffener: 1 3/4 Depth Full Depth Stiffener Required 4 (weld leg width in # of 16ths if an inch) 17.56 in (total length of fillet weld - web -to -stiffener both sides) Weld Strength R n = FnwA we = 2.00 FExx Demand R n R n/f2 ksi kip kip kip 70 49.1 130.4 65.2 Base Metal Strength - Shear Yielding Q = 1.50 Fy Demand R n R n/f2 ksi kip kip kip 36 49.1 94.8 63.2 Base Metal Strength - Shear Rupture Q = 2.00 Fu Demand R n R n/f2 ksi kip kip kip 58 49.1 152.8 76.4 Stress 75.3% OK Rn=0.6FnBMABM Stress 77.7% OK Rn=0.6FnBMABM Stress 64.3% OK Uplift: Prying Action No Prying Action Present Demand t min t actual Beam Plate 111 111 111 111 1 1 Uplift: Column - Plate Weld Stress 0.0% OK 0.0% OK Weld Strength R n = FnwA we 3 (weld leg width in # of 16ths if an inch) 6 in (total length of fillet weld - plate -to -column both sides) Q = 2.00 FExx Stress 0.0% OK Demand R n R n/f2 ksi kip kip kip 70 0.0 33.4 16.7 AISC (J2-4) AISC (J2-2) AISC (J2-2) AISC (J2-4)