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REVIEWED-BLD2023-0623+Structural_Calculations+5.22.2023_1.49.24_PM+3560820REVIEWED RECEIVED BY - Jun 05 2023 CITY OF EDMONDS of DEPART.E"' ES BUILDING DEPARTMENT: SOUND STRUCTURAL SOLUTIONS ................................................ u r T u c G o r BLD2023-0623 Client [Duane Landsverk] Duane Landsverk 21118 66th Ave W Lynnwood, WA 98036 phone 4257422742 email duane@lqh-inc.com SSS # I s2303012 r Project 19515 94th PI W Single Family Residence Identification Dream Design Studio (4257609218) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations WAC 196-23-070 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS SSS E N G I N E E R S DESIGN CRITERIA 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 18 IBC Risk Category II Wind Design Data Earthquake Design Data Gravity Load Data Roofs: loads are psf Dead Live Snow Rafters" •Pitches <_ 8:12 15 0 25 *Solar -Ready' 20 0 25 Trusses (pitched) *Pitches <_ 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Trusses (flat) *Non -occupiable Top Chord4 10 60 25 Bottom Chord 5 0 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 3 Dead load includes 5psf for photovoltaic panels. 4 Slope top chords to drain; see architectural plans. Assumed Soil Data Allowable Soil Bearing 2000 sf Basic Wind Speed (3 sec gust) mph 98 Surface Roughness B Wind Exposure Category B Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.294 1-Second Acceleration, Sl 0.456 Seismic Desi n Category D Spectral Response Coefficient, Sps 1.035 Spectral Response Coefficient, Spl 0.561 Internal Pressure Coefficient 0.18 Topographic Factor, Kt 1.58 Ground Elevation Factor, Ke 0.99 Seismic Force Resisting System Table 12.2-1: A-15 2016E Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 5 Transverse Longitudinal Seismic Response Coefficient, CS 0.159 0.207 Transverse Longitudinal Seismic Base Shear V 31152 Ibs ASCE AMERICAN SOCIM OF CIVIL ENGINEERS Address: 19515 94th PI W Edmonds, Washington 98020 ASCE 7 Hazards Report Standard: ASCE/SE17-16 Latitude: 47.822016 Risk Category: II Longitude:-122.359325 Soil Class: D - Default (see Elevation: 286.8192869636499 ft Section 11.4.3) (NAVD 88) Bloke fY Al i �52M SI 5'r. E Cy Y f Pier er scdl +xm sl z woY..om l nru Vlrwalm'A"o VrY 4 i Wind Wn ymlF r IM, I : r1 4 L.nne od , Ines. � Uet ��nr„_r_ bot11P11 I M1. IMl�mn � 1.e 1. n `rn �rnlinn F'.xl lei. i�i t.r Kll• 1 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 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 Mar 28 2023 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://asce7hazardtoo1.onIine/ Page 1 of 3 Tue Mar 28 2023 E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS 1.294 Sp, N/A S, 0.456 T L 6 Fa 1.2 PGA: 0.552 Fv N/A PGA M : 0.662 S MS 1.552 F PGA 1.2 SM, N/A le 1 SIDS : 1.035 Cv 1.359 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Mar 28 2023 Date Source: USGS Seismic Design Maps hftps:Hasce7hazardtool.online/ Page 2 of 3 Tue Mar 28 2023 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, pg : 20 Ib/ft Mapped Elevation: 286.8 ft Data Source: Date Accessed: Tue Mar 28 2023 Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site -specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported `elevation' and `mapped elevation' differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Tue Mar 28 2023 Topographic Effects Distances below are measured from the base. Crest elev: 289 dist: 585 Site t)Pk110jn elev: 287 '�— dist: 564 X H/2 � elev: 221 dist: 295 —� Base elev: 153 dist: 0 Exposure Category B Height above local ground z= 30 ft Location Relative to Crest Upwind Hill Shape 2-D Esc Height of Hill H= 136 ft IJGWKc�1rw,� ;2D-Z-5 sC 2U RIOC—E 3D AK, .SYn1 Distance upwind of the crest to where the Lh= 290 ft difference in ground elevation is half of the height of the hill. x= 21 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Kn= 1.58 K1= 0.35 K2= 0.95 K3= 0.77 Case Studies in Kzt Determination Controlled 2-mi True by. 2-mi True True H/Lh >= 0.47 True H = 136 True Kzt= 1.58 I , .48 ,► N � ks. W74 S S SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2303012 Number of Diaphragms Code General Design Criteria 1 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 25 15 Roof 2 20 --- 25 20 Wall 7 --- --- 7 Wall 10 --- --- 10 Wall 40 --- --- 1 40 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 B 287 ft Kzt: 1.58 ke: 0.99 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.294 Sl 0.456 TL 6 SDS 1.04 Spl 0.56 D Default Table 12.2-1: A-15 Transverse Longitudinal 6.5 5.0 0.159 0.207 31152 39765 00 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x 19515 94th PI W_SSSlate ral_221010 API_s2303012(part1) 47% DC Design Loads Design Loads sf Dead Live Snow Seismic Mass Assembly Reference Roof 1 15 --- 25 15 Roof 2 20 --- 25 20 Solar Ready Wall 1 7 --- --- 7 Interior Wall Wall 2 10 --- --- 10 Exterior Wall Wall 3 40 --- --- 40 Brick Veneer Wall 4 --- --- 4 Walls 100 --- --- 100 FDN Wind Loads Ridge Elevation 16 ft Eave Height 11 ft Mean Roof Height, h 13.5 ft Least Horizontal Dimension, LHD 96 ft Transverse Direction B Dimension 96 ft L Dimension 138 ft End Zone, 2a 10.8 ft Transverse Direction (WW) Roof Pitch 1 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 838 sq ft 8 sq ft Transverse Direction (LW) Roof Pitch 1 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 700 sq ft 14 sq ft Wind Loads Help XPELWL XPELBD Longitudinal Direction (WW) B Dimension 138 ft L Dimension 96 ft End Zone, 2a 10.8 ft Longitudinal Direction (WW) Roof Pitch 1 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 1125 sq ft 94 sq ft Longitudinal Direction (LW) Roof Pitch 1 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 1 1032 sq ft 224 sq ft Wind Variables XPELWV Basic Wind Speed, V 98 mph Topographic Factor,Kzt 1.58 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.57 Gust Effect Factor, Gf 0.85 Velocity Pressure, gh 18.63 psf Ground Elevation Factor, Ke 0.99 Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelope Procedure Direction Transverse Longitudinal sum 13472 18752 Load Case T-16psf L-16psf 1 13472 18752 19515 94th PI W_SSSlate ral_221010_API_s2303012(part1) 47% WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 1 Roof 1 Roof 2 Mass (Ibs) area (ft2) 8621 1944 168195 unit weight (psf) 15 20 trans - w, 195600 long - w), 192063 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 40 4 100 long -wall (ft) Wall 1 Wall Wall Wall Wall Mass (Ibs) 86 328 4 12 20 54810 unit weight (psf) 7 10 40 4 100 Wall 1 112 Wall 380 Wall 18 Wall 0 Wall 0 Mass (Ibs) 47736 Sum of Effective Seismic Weights (Ibs) trans - w, 270741 long - wX 270741 19515 94th PI W_SSSlate ral_221010 API_s2303012(part1) 47% EF Mapped Spectral Accelerations XPEMSA Ss 1.294 Fa 1.200 Sps 1.04 S, 0.456 Fv 1.844 Sp1 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= 0.112 sec 0.112 sec h = 10.0 ft TL = 6 sec Ts = 0.54 sec Transverse Longitudinal CS = 0.159 0.159 Ibs EQ 12.8-2 (Maximum) Cs = 0.767 0.767 Ibs EQ 12.8-3 / 8.4 (Minimum) CS = 0.046 0.046 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 1 6.5 0.159 195600 31152 5 0.207 192063 39765 Transverse Base Shear, h, V = 31152 Ibs Vertical Distributionof Seismic Forces Longitudinal V = 39765 Ibs XPEVDS k= 1.00 Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CvX 1 10 219468 2194680 1.000 1 219468 2194680 1.000 2194680 2194680 Diaphragm Transverse Longitudinal 1 31152 Ibs 39765 Ibs sum 31152 sum 39765 19515 94th PI W_SSSlate ral_221010 API_s2303012(part1) 47% EF Allowable Stress Design Loads 2016 Envelope Procedure Wind Load Combination 0.6D+0.6W+H % of DL used in OT 60% Wind Design Loads Fx Transverse I Longitudinal Diaphragm Force (Ibs) Force (Ibs) 1 8083 11251 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 28348 36186 h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, VX VDx VTx+1 VTX V VF Max Tx VS w h dr dra 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 (Z w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) 12.3.4.2 (VxV) Greater of v induced by wind or earthquake, plf 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 19515 94th PI W_SSSlate ral_221010 API_s2303012(part1) 47% DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 11 Trans --- % Vw VE W h or dra of dfa Twx,1 Twx Tex+1 Tex WIND SEISMIC VTx 877 2641 Wood Shrinkage v 29 89 v, amp'd 29 89 Cntrl'g 89 Max Tx 104 649 A (in) 0.045 0.106 1.00 36% 29 89 10.63 10 -25 644 1.00 15% 25 74 5.46 10 83 619 0.83 7% 19 58 3.00 10 1 104 1 516 0.83 7% 19 58 3.00 10 104 516 0.83 7% 19 58 3.00 10 104 516 1.00 29% 28 85 9.00 10 14 649 L VF Vs 34.08 89 89 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % V w VE w h dr dra of dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1140 3551 Wood Shrinkage v 57 177 v, amp'd 57 177 Cntrl'g 177 Max Tx 0 1672 A (in) 0.114 0.325 1.00 36% 49 153 8.46 14 9 -11 1610 1.00 64% 57 177 12.79 14 9 -262 1672 L VF vs 21.25 177 177 MMMME�� TribularyDead Loads WIND E-QUAKE VTx 41 ••Wood Shrinkage v, amp'd 69 133 Cntrl'g 133 Max Tx 1 273 A 0.107 0.140 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 1 Trans --- % Vw VE w h or dra of of,, Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1520 4936 Wood Shrinkage v 127 412 v, amp'd 127 412 Cntrl'g 412 Max Tx 790 5023 A (in) 0.222 0.536 1.00 100% 127 412 11.97 14 9 790 5023 L VF vs 11.97 412 412 19515 94th PI W_SSSlateral_221010_API_s2303012(part1) 47% FIR Tributary Dead Loads WIND SEISMIC Wood Shrinkage v, amp'd 184 149 Cntrl'g 149 Max Tx 1506 1225 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 6 1 Trans --- % V w VE w h dr dra df dfa Twx,j Twx Tex,f Tex WIND E-QUAKE VTx 1237 4935 Wood Shrinkage v 68 271 v, amp'd 68 271 Cntrl'g 271 Max Tx 166 2206 A (in) 0.083 0.299 0.95 16% 53 210 3.79 9 12 166 1656 1.00 36% 68 271 6.54 9 12 81 2033 1.00 48% 55 218 10.88 12 3 117 2206 L VF vs 21.21 271 271 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 7 1 Trans --- % vw VE w h dr dra df dfa Twx,j Twx Tex,, Tex WIND E-QUAKE VTx 0 2191 Wood Shrinkage v 0 150 v, amp'd 150 Cntrl'g 150 Max Tx 0 962 A (in) 0.000 0.177 1.00 61 % 150 8.96 10 11 -712 962 1.00 39% 113 7.50 12 11 -641 866 L VF vs 16.46 150 150 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 8 1 Trans --- % Vw VE w h dr dra df dfa Twx,j Twx Tex,, Tex WIND E-QUAKE VTx 1100 2139 Wood Shrinkage v 102 199 v, amp'd 102 199 Cntrl'g 199 Max Tx 770 1675 A (in) 0.213 0.283 1.00 49% 101 196 5.33 9 764 1657 1.00 51 % 102 199 5.50 9 770 1675 L VF vs 10.83 199 199 19515 94th PI W_SSSlateral_221010_API_s2303012(part2) 53% FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 9 1 Trans --- % vw V E W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 1237 4785 Wood Shrinkage v 34 131 v, amp'd 34 131 Cntrl'g 131 Max Tx 72 781 A (in) 0.041 0.122 1.00 13% 26 100 6.00 9 72 781 1.00 87% 34 131 32.00 9 -560 521 L VF Vs 38.00 131 131 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 10 1 Trans --- % vw V E W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 596 381 Wood Shrinkage v 77 49 v, amp'd 77 49 Cntrl'g 55 Max Tx 482 283 A (in) 0.129 0.054 1.00 100% 77 49 7.75 9 482 283 L VF Vs 7.75 77 55 19515 94th PI W_SSSlate ral_221010 API_s2303012(part2) 53% FIR Tributary Dead Loads WIND E-QUAKE Wood Shrinkage Max Tx 491 1959 0.118 0.261 7.00 234 234 MMMMO�� TribularyDead Loads WIND E-QUAKE VTx 1 5267Wood Shrinkage 1 1003 • • 1094 Cntrl'g 1094 Max Tx 1 13878 0.000 1.413 5.25 1003 1 • Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C Long --- % Vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 1469 1587 Wood Shrinkage v 420 453 v, amp'd 470 508 Cntrl'g 508 Max Tx 4092 4454 A (in) 0.668 0.477 0.89 100% 420 453 3.50 10 4092 4454 L VF vs 3.50 453 508 MMMME�� 1 - • Tributaryoa 1-.• • • WIND E-QUAKE Wood Shrinkage 11 107 • • 100 107 Cntrl'g 107Max Tx 621 847 A 1 0.164 8.54 1071 19515 94th PI W_SSSlateral_221010_API_s2303012(part1) 47% FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 Long --- % vw V E w h dr dra df dfa Twx+, Twx TeX+, Tex WIND E-QUAKE VTx 632 3765 Wood Shrinkage v 21 124 v, amp'd 21 124 Cntrl'g 124 Max Tx 0 886 A (in) 0.029 0.135 1.00 51 % 21 124 15.50 10 -257 886 1.00 22% 13 76 11.00 14 -283 715 1.00 27% 13 79 12.75 14 1 -350 1 700 L VF Vs 39.25 124 124 Wall Line Story(x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 1 Long --- % vw V E w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 588 2611 Wood Shrinkage v 34 151 v, amp'd 34 151 Cntrl'g 151 Max Tx 32 923 A (in) 0.043 0.177 1.00 46% 34 151 7.96 9 10 -268 923 1.00 35% 32 141 6.42 9 10 -177 916 0.99 19% 27 120 4.25 9 5 32 916 L VF Vs 18.63 151 151 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 1 Long --- % Vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 617 1229 Wood Shrinkage v 82 164 v, amp'd 82 164 Cntrl'g 164 Max Tx 370 1195 A (in) 0.150 0.223 0.84 27% 60 119 2.75 9 9 351 928 1.00 73% 82 164 5.50 9 9 370 1195 L VF VS 8.25 164 164 19515 94th PI W_SSSlate ral_221010 API_s2303012(part1) 47% FIR 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 or dra of dfa Twx+1 Twx TeX+1 Tex WIND E-QUAKE VTx 451 990 Wood Shrinkage v 113 247 v, amp'd 116 255 Cntrl'g 255 Max Tx 755 2029 A (in) 0.222 0.349 0.97 100% 113 247 4.00 9 8.5 755 2029 L VF Vs 4.00 247 255 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 Long --- % vw VIE w h or dra of of, Twx,j Twx Tex,, Tex WIND E-QUAKE VTx 665 2303 Wood Shrinkage v 73 254 v, amp'd 73 254 Cntrl'g 254 Max Tx 0 2236 A (in) 0.113 0.359 1.00 100% 73 254 9.08 12 18 -184 2236 L vF vs 9.08 254 254 MMMME�� TrilutaryDead Loads WIND E-QUAKE VTx 1 1427 Wood Shrinkage 1 102 • • 102 Cntrl'g 102 Max Tx 1 201 A 0.000 0.097 11 102 102 MMMME�� TrilutaryDead Loads WIND E-QUAKE Wood Shrinkage v, amp'd 32 132 Cntrl'g 132 Max Tx 1 782 A 0.044 0.129 20.00 132 132 19515 94th PI W_SSSlateral_221010_API_s2303012(part2) 53% FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift L 1 Long --- % vw V E w h dr dra df dfa Twx+, Twx Tex,, Tex WIND E-QUAKE VTx 760 2527 Wood Shrinkage v 33 109 v, amp'd 33 109 Cntrl'g 109 Max Tx 0 513 A (in) 0.046 0.104 1.00 100% 33 109 23.08 9 -327 513 L VF Vs 23.08 109 109 Wall Line Story(x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift M 1 Long --- % vw V E w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1616 5081 Wood Shrinkage v 362 1140 v, amp'd 363 1142 Cntrl'g 1142 Max Tx 2900 9984 A (in) 0.260 0.562 1.00 100% 362 1140 4.46 9 12 2900 9984 L VF Vs 4.46 1140 1142 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift N 1 Long --- % vw V E w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1283 4202 Wood Shrinkage v 40 131 v, amp'd 40 131 Cntrl'g 131 Max Tx 0 519 A (in) 0.055 0.122 1.00 100% 40 131 32.13 9 -508 519 L VF VS 32.13 131 131 19515 94th PI W_SSSlate ral_221010 API_s2303012(part2) 53% FIR Shear Transfer Connections ►1;&10d Fasteners and Spacing H U) U) U) U) U) U) V) V) V) V) V) V) V) V) .v m N O W O O O O O Ln O �o r\ W l0 N .--i Q C R •--� .--� LO Ln � W Ln .--i N al Ln � M M m U M^. u G .ti .ti .ti 2x Plates 3x Plates of `J Ln ¢ �a Ln v N_ d d C Q = J N = 0 7 m CO `� m a `� m� .--I {n Ln Z C C O C p C N N Q Q Q Q u O a (6 n O � n O O O O O m d O 0 n io f0 2 o f0 o fu O+ f0 O Q 0 _� _� Ln Ln cn in — Ln Ln A 150 11 9 44 67 36 8 35 10 74 75 110 B 332 5 1, 20 30 16 3 15 4 25 34 49 C 560 3 12 18 9 2 9 2 14 20 29 ffiffi D 900 1.5 5.5 7 11 6 1 5 1 8 12 18 15 22 E 1260 4.0 8 4 1 4 1 8 13 11 16 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated MINIMUM NOMINAL value Adjusted s PANEL THICKNESS Nail or Staple size based on for HF @ Ga .2 (inch) 16" oc a 6 242 7/16" 8d @ 6"oc 260 242 11 4 353 7/16" 8d @ 4"oc 380 353 14 g 456 7/16" 8d @ 3"oc 490 456 17 2 595 7/16" 8d @ 2"oc 640 595 21 22 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 42 19 1618 19/32" BOTH SIDES 10d @ 2"oc 1740 1618 44 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, vs. 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... 19515 94th PI W_SSSlateral_221010_API_s2303012(part1) 47% ST Shear Transfer Notes [1] TABLE 12N [pgl09 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 [pg1I NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an F1 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgI1 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 LADS] 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 [pgI1 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] 19515 94th PI W_SSSlateral_221010_API_s2303012(part1) 47% ST Shear Wall Summary J T in Width SW v F Rio Stressed vs Rio Stressed Notes 1 1 34.08 A 6 89 59% 89 37% 2 1 21.25 B 6 177 53% 177 73% 3 1 16.54 A 6 133 88% 133 55% 4 1 11.97 C 3 412 74% 412 90% A 1 7.00 B 4 234 70% 234 66% B 1 5.25 Concrete SW. See details CP & CTP C 1 3.50 C 2 453 81 % 508 85% D 1 8.54 A 6 107 71 % 107 44% E 1 39.25 A 6 124 83% 124 51 % F 1 18.63 B 6 151 45% 151 62% G 1 8.25 B 6 164 49% 164 68% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 19515 94th PI W_SSSlateral_221010 API_s2303012(part1) 47% SW Holdown Summary J g` in UpliftW UpliftE Holdown 1 1 104 649 2 1 0 1672 #STHD14 (a) 3 1 0 273 4 1 790 5023 #HTT5KT A 1 491 1959 #STHD14 (a) B 1 C 1 4092 4454 #HDU8 D 1 621 847 E 1 0 886 F 1 32 923 #STHD14 (a) G 1 370 1195 #STHD14 (a) Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 5285 @ 32% 4935 @ 0% 4935 @ 0% 3065 @ 0% 3695 @ 45% 3695 @ 45% 2685 @ 62% 5360 @ 94% 6675 @ 12% 6675 @ 12% 6675 @ 12% 6675 @ 75% 5730 @ 88% 5730 @ 88% 5285 @ 37% 4935 @ 10% 4935 @ 10% 3065 @ 16% 3695 @ 53% 3695 @ 53% 2685 @ 73% 7870 @ 57% 10470 @ 39% 9355 @ 44% 6820 @ 60% 8795 @ 51% 7855 @ 57% 5730 @ 78% 5285 @ 17% 4935 @ 1% 4935 @ 1% 3065 @ 1% 3695 @ 25% 3695 @ 25% 2685 @ 34% 5285 @ 23% 4935 @ 8% 4935 @ 8% 3065 @ 12% 3695 @ 32% 3695 @ 32% 2685 @ 450/. 19515 94th PI W_SSSlateral_221010 API_s2303012(part1) 47% SW Shear Wall Summary J T fn Width SW v F Rio Stressed vs Rio Stressed Notes 5 1 4.08 B 6 180 54% 149 62% 6 1 21.21 B 4 271 81 % 271 77% 7 1 16.46 B 6 150 45% 150 62% 8 1 10.83 B 6 199 60% 199 82% 9 1 38.00 A 6 131 87% 131 54% 10 1 7.75 A 6 77 51 % 55 23% H 1 4.00 B 4 247 75% 255 72% 1 1 9.08 B 4 254 76% 254 72% J 1 14.00 A 6 102 68% 102 42% K 1 20.00 Concrete SW. See details CP & CTP L 1 23.08 A 6 109 73% 109 45% M 1 4.46 E 19 1140 90% 1142 71% N 1 32.13 A 6 131 87% 131 54% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 19515 94th PI W_SSSlateral_221010 API_s2303012(part2) 53% SW Holdown Summary J g` in UpliftW UpliftE Holdown 5 1 1506 1225 #STHD14 (a) 6 1 166 2206 #STHD14 (a) 7 1 0 962 8 1 770 1675 #STHD14 (a) 9 1 72 781 10 1 482 283 H 1 755 2029 #STHD14 (a) 1 1 0 2236 #STHD14 (a) J 1 0 201 K 1 L 1 0 513 M 1 2900 9984 74HDU11 (b) N 1 0 519 Holdown/ Strap Capacity Wind Capacity Midwall Wind Capacity Corner Wind Capacity Endwall Seismic Capacity Midwall Seismic Capacity Corner Seismic Capacity Endwall 5285 @ 28% 4935 @ 31% 4935 @ 31% 3065 @ 49% 3695 @ 33% 3695 @ 33% 2685 @ 46% 5285 @ 42% 4935 @ 3% 4935 @ 3% 3065 @ 5% 3695 @ 60% 3695 @ 60% 2685 @ 82% 5285 @ 32% 4935 @ 16% 4935 @ 16% 3065 @ 25% 3695 @ 45% 3695 @ 45% 2685 @ 62% 5285 @ 38% 4935 @ 15% 4935 @ 15% DNA 3695 @ 55% 3695 @ 55% DNA 5285 @ 42% 4935 @ 0% 4935 @ 0% 3065 @ 0% 3695 @ 61% 3695 @ 61% 2685 @ 83% 11175 @ 89% 11175 @ 26% 11175 @ 26% DNA 11175 @ 89% 11175 @ 89% DNA 19515 94th PI W_SSSlateral_221010 API_s2303012(part2) 53% SW Shear Wall Deflection & Story Drift Summary Elastic Inelastic J o Story Wind Seismic Seismic Allowable Drift Check cn Height Deflection Deflection Deflection Drift [p =1.0] [Cd = 4] 1 1 9 0.05 0.11 0.42 2.2 20% OK 2 1 9 0.11 0.32 1.30 2.2 60% OK 3 1 9 0.11 0.14 0.56 2.2 26% OK 4 1 9 0.22 0.54 2.14 2.2 99% OK A 1 9 0.12 0.26 1.04 2.2 48% OK C 1 9 0.67 0.48 1.91 2.2 88% OK D 1 9 0.22 0.16 0.66 2.2 30% OK E 1 9 0.03 0.14 0.54 2.2 25% OK F 1 9 0.04 0.18 0.71 2.2 33% OK G 1 9 0.15 0.22 0.89 2.2 41 % OK 19515 94th PI W_SSSlateral_221010 API_s2303012(part1) 47% SW Shear Wall Deflection & Story Drift Summary J o cn Story Height Wind Deflection Elastic Seismic Deflection [p =1.0] Inelastic Seismic Deflection [Cd = 4] Allowable Drift Drift Check 5 1 9 0.44 0.23 0.93 2.2 43% OK 6 1 9 0.08 0.30 1.20 2.2 55% OK 7 1 9 0.00 0.18 0.71 2.2 33% OK 8 1 9 0.21 0.28 1.13 2.2 52% OK 9 1 9 0.04 0.12 0.49 2.2 23% OK 10 1 9 0.13 0.05 0.21 2.2 10% OK H 1 9 0.22 0.35 1.40 2.2 65% OK 1 1 9 0.11 0.36 1.44 2.2 67% OK J 1 9 0.00 0.10 0.39 2.2 18% OK K 1 9 0.04 0.13 0.52 2.2 24% OK L 1 9 0.05 0.10 0.42 2.2 19% OK M 1 9 0.26 0.56 2.15 2.2 99% OK N 1 9 0.06 0.12 0.49 2.2 23% OK 19515 94th PI W_SSSlateral_221010 API_s2303012(part2) 53% SW VI S]S SOUND STRUCTURAL SOLUTIONS CU N i 1 5CK ce" S, f E N G I N E E R S V'V ��I s 2303012 - 'r = 3 500 ps i P,A110S (Acl 18.10.11 0 hw _ 138" = 0,��5 2.0 1 vv 7-40" f� = woopsi -�cw _ z401 = 30 ? 811 "K CL, Ssirav 4WILL Vw = 2600lbs L Acv - (240" ° � 1)� - I ►4K VE KT rWNf0KCf-MVNT (HF(r- (r-t) 4'S Ib"0.c. A Vert = 0.2 in2 0.00I 5 b C.00 IZ bw ° S (811)(16„� P.Q p,tmih 1*1 16" ac OKAY -k 4's CO 12" a c rt — Ayi = 0.2-inz _ 0,061-1 0 00Z bvj o S (v)(12,) Pt '�' Pe min 4°12 o.c. OKAY E5OUNQnF-y EL��1 1�1T CFI�CK (I .10 6.3� 2-le-M = v-rx (200 0f 1' 138") — � 68 k-10 s (%&)(Z40")a (2.40'X ) c 0.Z Cf. c) = loops r NO 13OWN040 E LEM PEW Ph:425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS SSSIE N G I N E E R S CO N C H ET-E- yV 52503012 GIyLN. hw = 162" 1 ,�v�j = NCO" bIU" (18.10Z.2) C 'r- = 3 506 rs , �` = 60, 000 p3 i F-A-110y: (Aci 16,10,1) Vl w = (£3 Z'' _ .Z. l 5� ?- 2.0 Q �v _ �_ (. b } CUI 1FI1 19 AS WHLL vN = 552 ' 7 8851 b 0,71 (Act 11. L, 1) VEK-f 1FEINFQrCrMFNT CHUCK (rt) -- .'S 9 16" 0C ( Z MATS) ✓ i = AveN = = O CO25 > 0. 001Z (re mien HOWL KL-lNFQ)Z-( r' tNT CHUK (r-,,) -w- 4's (p Ib1,vc ( Z MATS) (10"}(IC"� ®.00Z5 � 0.0U2G ("Im►n) Ph:425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS SS:S1 E N G I N E E R 5 co(!/ Cf��T E S S Z3®'JO 1 Z p• 2. 13OUN l9hr-y FL-E-MFN i cH FOk 6 i8.10. b.3) --- N 0 M V- N ►? : V —�_ 01(Ow = (hVv)( 19 )( Wc) VICON " C1bZ" )(_LQ�')(I50pcf� OL(ON 86116 plf PCON = (I81 b FIf PON = 10421Ibi h w /U M u LkFV =: 1-2 b = 12-.513 K = pt4 MU =. (VVI)hw = -79951b (IbZ" ) = 6 = MU + Pw = 1435K-in fp 14315 K. -ih 12.513 K ( 101)(660) r�►s �s� II)psi _ 2l�psi /— 0.2.f °c - -100rs N 0 8 0 0 N P A KI EtrVM Ery ►S PEGZ'D 0 H0FIM — MA T H EN b; P�1 P,�a�� PUCw6�c� = 12.513<w e, = 321% FO (beoim) = (3 3 K. (1,2b 4-0.ZS) Me = (1-3.5K)( 32") — 425.35K--ivi Mu = Me + V+a( hw) MU = 420 K-fv1 + 11315 K- i n MU I�bl K.-ivy �}- — i' � t M ►� 18W k-in &winZ �----11 u Z�I�psi /-- loops, NO SOIaNOKP1 RE KEQ't)! Ph:425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S C0NCp,&TIF SV�1 SS51 52305012 P.3 (a- e) ✓ TRANS Ket-N. a: N)00 � w1I'm Lo Lo = Y(v (hc) = l6 (1�2") = 30" ( 18.1.5.i) TA 15 L t o 18.1. 5,4 Ash _ 0.3 r Al _ � f Al = 100inz W,Sh ` o,oibz S 6c) Asp = o.Of�Z (�.5"}("1►�) = 0.31�1 inZ (rain) f5LIONO Lo (I� LoN� 0,� (Ox db a i2 10) � 11 Ph:425-778-1023 - www.ssseng.com �p hl Sib[V PlMrHKAGM c i V21Z vt/z v, 45®I6 v,=w1b t ►5' FKOM LfflkWL VE - Boo Ibs mo lb/ 15' :::: 53pIf (4501b)C 1-5' + (�50 10 )( '� 1912.516-ft -r 1487.5Ib-ft = T 13.5` r = 2211b 221 = zipif Ph:425-778-1023 - www.ssseng.com W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-1(a) 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 D(0.1425) S(0.2375) D(0.1425) S(0.2375) Span =3.0ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150. S = 0.0250 ksf. W 14x38 Span = 14.0 ft Service loads entered. Load Factors will be applied for calculations Tributary Width = 9.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 9.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.061 : 1 Maximum Shear Stress Ratio = 0.035 Section used for this span W14x38 Section used for this span W14x38 Ma: Applied 9.322 k-ft Va : Applied 3.060 k Mn / Omega: Allowable 153.443 k-ft Vn/Omega : Allowable 87.420 k Load Combination +D+S Load Combination +D+S Location of maximum on span 3.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 10,205 > 360 Span: 2: S Only Max Upward Transient Deflection -0.010 in Ratio = 7,258 > 360 Span: 2: S Only Max Downward Total Deflection 0.029 in Ratio = 5798 > 180 Span: 2: +D+S Max Upward Total Deflection -0.017 in Ratio = 4124 > 180 Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination a Ratios Summary ot Moment Values Summary ot bhear Va ues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 3.00 ft 1 0.005 0.015 -0.81 0.81 256.25 153.44 1.00 1.00 1.32 131.13 87.42 Dsgn. L = 14.00 ft 2 0.026 0.015 4.03 -0.81 4.03 256.25 153.44 1.00 1.00 1.32 131.13 87.42 +D+S Dsgn. L = 3.00 ft 1 0.012 0.035 -1.88 1.88 256.25 153.44 1.00 1.00 3.06 131.13 87.42 Dsgn. L = 14.00 ft 2 0.061 0.035 9.32 -1.88 9.32 256.25 153.44 1.00 1.00 3.06 131.13 87.42 +D+0.750S Dsgn. L = 3.00 ft 1 0.011 0.030 -1.61 1.61 256.25 153.44 1.00 1.00 2.63 131.13 87.42 Dsgn. L = 14.00 ft 2 0.052 0.030 8.00 -1.61 8.00 256.25 153.44 1.00 1.00 2.63 131.13 87.42 +0.60 D Dsgn. L = 3.00 ft 1 0.003 0.009 -0.49 0.49 256.25 153.44 1.00 1.00 0.79 131.13 87.42 Dsgn. L = 14.00 ft 2 0.016 0.009 2.42 -0.49 2.42 256.25 153.44 1.00 1.00 0.79 131.13 87.42 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 -0.0175 0.000 +D+S 2 0.0290 7.168 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: _enercalc trib_210208.ec6 DESCRIPTION: 1-1(a) Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 4.314 2.792 Max Upward from Load Combinations 4.314 2.792 Max Upward from Load Cases 2.451 1.586 D Only 1.863 1.205 +D+S 4.314 2.792 +D+0.750S 3.702 2.395 +0.60D 1.118 0.723 S Only 2.451 1.586 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-2 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 + 850 psi Load Combination ASCE 7-16 Fb - 850 psi Fc - Prll 1300 psi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2x6 Span =3.0ft E : Modulus of Elasticity Ebend- xx 1300ksi Eminbend - xx 470ksi Density 26.84pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 15.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.369. 1 Maximum Shear Stress Ratio = 0.291 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 468.60 psi fv: Actual = 50.17 psi F'b = 1,270.75 psi F'v = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 3539 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.018 in Ratio = 2022 -240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.202 0.159 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.25 200.8 994.5 0.24 21.5 135.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.369 0.291 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.59 468.6 1,270.8 0.55 50.2 172.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.316 0.249 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.51 401.7 1,270.8 0.47 43.0 172.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.068 0.054 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 120.5 1,768.0 0.14 12.9 240.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-2 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0178 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.788 0.788 Max Upward from Load Combinations 0.788 0.788 Max Upward from Load Cases 0.450 0.450 D Only 0.338 0.338 +D+S 0.788 0.788 +D+0.750S 0.675 0.675 +0.60D 0.203 0.203 S Only 0.450 0.450 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-4 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 + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800ksi Fc - PrII 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0825) S(0.11) 5.5x12 L Span = 18.250 ft r Applied Loads Service loads entered. Load � Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 5.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.264: 1 Maximum Shear Stress Ratio = 0.117 :1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 728.57 psi fv: Actual = 35.55 psi F'b = 2,760.00 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.125ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.194 in Ratio = 1 130 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.339 in Ratio = 646 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios M o m e n t Values S h ear Va Fues Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.145 0.064 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.43 312.2 2,160.0 0.67 15.2 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.264 0.117 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.01 728.6 2,760.0 1.56 35.6 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.226 0.100 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.87 624.5 2,760.0 1.34 30.5 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.049 0.022 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.06 187.3 3,840.0 0.40 9.1 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-4 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.3390 9.192 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.757 1.757 Max Upward from Load Combinations 1.757 1.757 Max Upward from Load Cases 1.004 1.004 D Only 0.753 0.753 +D+S 1.757 1.757 +D+0.750S 1.506 1.506 +0.60D 0.452 0.452 S Only 1.004 1.004 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-5 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Level Truss Joist Fc - Perp Wood Grade TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.165) S(022) 1.250 X 14.0 Span = 5.0 ft 2325 psi E : Modulus of Elasticity 2325 psi Ebend- xx 1550ksi 2050 psi Eminbend - xx 787.815ksi 800 psi 310 psi 1070 psi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 11.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.13a 1 Maximum Shear Stress Ratio = 0.125 : 1 Section used for this span 1.250 X 14.0 Section used for this span 1.250 X 14.0 fb: Actual = 353.57 psi fv: Actual = 44.56 psi F'b = 2,628.39 psi F'v = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 8542 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.012 in Ratio = 4881 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ear a ues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.074 0.068 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.52 151.5 2,057.0 0.22 19.1 279.0 +D+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.135 0.125 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.20 353.6 2,628.4 0.52 44.6 356.5 +D+0.750S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.115 0.107 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.03 303.1 2,628.4 0.45 38.2 356.5 +0.60D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.025 0.023 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.31 90.9 3,656.9 0.13 11.5 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-5 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0123 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.963 0.963 Max Upward from Load Combinations 0.963 0.963 Max Upward from Load Cases 0.550 0.550 D Only 0.413 0.413 +D+S 0.963 0.963 +D+0.750S 0.825 0.825 +0.60D 0.248 0.248 S Only 0.550 0.550 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 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 D(0.2325) S(0.3875) D(o.2325) S(0.3875) D(0.2325) S(0.3875) D(0.2325) S(o.3875) W 14x38Y W14x38 n = 3.0 ft Span = 17.750 ft W14x38 Span = 1 .7.50 ft Span = 16.50 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 = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) Load for Span Number 4 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.139: 1 Maximum Shear Stress Ratio = W14x38 Section used for this span 21.400 k-ft Va : Applied 153.443 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 2 Span # where maximum occurs 0.035 in Ratio = 6,122 > 360 Span: 4: S Only -0.019 in Ratio = 3,747 >=360 Span: 4: S Only 0.059 in Ratio = 3605 > 180 Span: 4: +D+S -0.033 in Ratio = 2207 > 180 Span: 4: +D+S Maximum Forces & Stresses for Load Combinations 0.079 : 1 W14x38 6.879 k 87.420 k +D+S 17.750 ft Span # 2 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 VnxVnx/Omega D Only Dsgn. L = 3.00 ft 1 0.008 0.023 -1.22 1.22 256.25 153.44 1.00 1.00 1.97 131.13 87.42 Dsgn. L = 17.75 ft 2 0.057 0.032 5.98 -8.80 8.80 256.25 153.44 1.00 1.00 2.83 131.13 87.42 Dsgn. L = 1.75 ft 3 0.057 0.031 -0.00 -8.80 8.80 256.25 153.44 1.00 1.00 2.71 131.13 87.42 Dsgn. L = 16.50 ft 4 0.052 0.031 5.67 -7.91 7.91 256.25 153.44 1.00 1.00 2.71 131.13 87.42 +D+S Dsgn. L = 3.00 ft 1 0.019 0.055 -2.96 2.96 256.25 153.44 1.00 1.00 4.80 131.13 87.42 Dsgn. L = 17.75 ft 2 0.139 0.079 14.55 -21.40 21.40 256.25 153.44 1.00 1.00 6.88 131.13 87.42 Dsgn. L = 1.75 ft 3 0.139 0.075 -0.00 -21.40 21.40 256.25 153.44 1.00 1.00 6.59 131.13 87.42 Dsgn. L = 16.50 ft 4 0.125 0.075 13.80 -19.24 19.24 256.25 153.44 1.00 1.00 6.59 131.13 87.42 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 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 VnxVnx/Omega +D+0.750S Dsgn. L = 3.00 ft 1 0.016 0.047 -2.53 2.53 256.25 153.44 1.00 1.00 Dsgn. L = 17.75 ft 2 0.119 0.067 12.41 -18.25 18.25 256.25 153.44 1.00 1.00 Dsgn. L = 1.75 ft 3 0.119 0.064 -0.00 -18.25 18.25 256.25 153.44 1.00 1.00 Dsgn. L = 16.50 ft 4 0.107 0.064 11.77 -16.41 16.41 256.25 153.44 1.00 1.00 +0.60 D Dsgn. L = 3.00 ft 1 0.005 0.014 -0.73 0.73 256.25 153.44 1.00 1.00 Dsgn. L = 17.75 ft 2 0.034 0.019 3.59 -5.28 5.28 256.25 153.44 1.00 1.00 Dsgn. L = 1.75 ft 3 0.034 0.019 -0.00 -5.28 5.28 256.25 153.44 1.00 1.00 Dsgn. L = 16.50 ft 4 0.031 0.019 3.40 -4.75 4.75 256.25 153.44 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 1 0.0000 0.000 +D+S +D+S 2 0.0591 7.928 3 0.0000 7.928 +D+S +D+S 4 0.0488 9.350 Vertical Reactions Support notation : Far left is # Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Max Upward from all Load Conditions 6.775 8.686 5.938 4.262 Max Upward from Load Combinations 6.775 8.686 5.938 4.262 Max Upward from Load Cases 3.990 5.116 3.497 2.510 D Only 2.785 3.571 2.441 1.752 +D+S 6.775 8.686 5.938 4.262 +D+0.750S 5.777 7.408 5.064 3.635 +0.60D 1.671 2.143 1.465 1.051 S Only 3.990 5.116 3.497 2.510 4.09 131.13 87.42 5.87 131.13 87.42 5.62 131.13 87.42 5.62 131.13 87.42 1.18 131.13 87.42 1.70 131.13 87.42 1.63 131.13 87.42 1.63 131.13 87.42 Max. "+" Defl Location in Span -0.0326 0.000 0.0000 0.000 -0.0012 0.875 0.0000 0.875 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 UPLIFT 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 (-O.04160 ) D(0.2325) S(0.3875) D(o.2325) S(0.3875) D(0.2325) S(0.3875) D(0.2325) S(0.3875) t• = 3.0 W 14x38 Span = 17.750 ft Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : W =-0.04160 k/ft W 14x38 Span = 1 .7.50 ft Span = 16.50 ft 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 = 15.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) Load for Span Number 4 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.139 : 1 Maximum Shear Stress Ratio = 0.079 Section used for this span W14x38 Section used for this span W14x38 Ma: Applied 21.400 k-ft Va : Applied 6.879 k Mn / Omega: Allowable 153.443 k-ft Vn/Omega : Allowable 87.420 k Load Combination +D+S Load Combination +D+S Location of maximum on span 17.750 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 6,122 > 360 Span: 4: S Only Max Upward Transient Deflection -0.019 in Ratio = 3,747 > 360 Span: 4: S Only Max Downward Total Deflection 0.059 in Ratio = 3605 > 180 Span: 4: +D+S Max Upward Total Deflection -0.033 in Ratio = 2207 > 180 Span: 4: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values ummary of Shear Val Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 3.00 ft 1 0.008 0.023 -1.22 1.22 256.25 153.44 1.00 1.00 1.97 131.13 87.42 Dsgn. L = 17.75 ft 2 0.057 0.032 5.98 -8.80 8.80 256.25 153.44 1.00 1.00 2.83 131.13 87.42 Dsgn. L = 1.75 ft 3 0.057 0.031 -0.00 -8.80 8.80 256.25 153.44 1.00 1.00 2.71 131.13 87.42 Dsgn. L = 16.50 ft 4 0.052 0.031 5.67 -7.91 7.91 256.25 153.44 1.00 1.00 2.71 131.13 87.42 +D+S Dsgn. L = 3.00 ft 1 0.019 0.055 -2.96 2.96 256.25 153.44 1.00 1.00 4.80 131.13 87.42 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 UPLIFT Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Dsgn. L = 17.75 ft 2 0.139 0.079 14.55 -21.40 21.40 256.25 153.44 1.00 1.00 Dsgn. L = 1.75 ft 3 0.139 0.075 -0.00 -21.40 21.40 256.25 153.44 1.00 1.00 Dsgn. L = 16.50 ft 4 0.125 0.075 13.80 -19.24 19.24 256.25 153.44 1.00 1.00 +D+0.750S Summary of Shear Values Va Max VnxVnx/Omega 6.88 131.13 87.42 6.59 131.13 87.42 6.59 131.13 87.42 Dsgn. L = 3.00 ft 1 0.016 0.047 -2.53 2.53 256.25 153.44 1.00 1.00 4.09 131.13 87.42 Dsgn. L = 17.75 ft 2 0.119 0.067 12.41 -18.25 18.25 256.25 153.44 1.00 1.00 5.87 131.13 87.42 Dsgn. L = 1.75 ft 3 0.119 0.064 -0.00 -18.25 18.25 256.25 153.44 1.00 1.00 5.62 131.13 87.42 Dsgn. L = 16.50 ft 4 0.107 0.064 11.77 -16.41 16.41 256.25 153.44 1.00 1.00 5.62 131.13 87.42 +D+0.60W Dsgn. L = 3.00 ft 1 0.007 0.020 -1.10 1.10 256.25 153.44 1.00 1.00 1.79 131.13 87.42 Dsgn. L = 17.75 ft 2 0.052 0.029 5.43 -7.99 7.99 256.25 153.44 1.00 1.00 2.57 131.13 87.42 Dsgn. L = 1.75 ft 3 0.052 0.028 -0.00 -7.99 7.99 256.25 153.44 1.00 1.00 2.46 131.13 87.42 Dsgn. L = 16.50 ft 4 0.047 0.028 5.15 -7.18 7.18 256.25 153.44 1.00 1.00 2.46 131.13 87.42 +D+0.450W Dsgn. L = 3.00 ft 1 0.007 0.021 -1.13 1.13 256.25 153.44 1.00 1.00 1.84 131.13 87.42 Dsgn. L = 17.75 ft 2 0.053 0.030 5.57 -8.19 8.19 256.25 153.44 1.00 1.00 2.63 131.13 87.42 Dsgn. L = 1.75 ft 3 0.053 0.029 -0.00 -8.19 8.19 256.25 153.44 1.00 1.00 2.52 131.13 87.42 Dsgn. L = 16.50 ft 4 0.048 0.029 5.28 -7.36 7.36 256.25 153.44 1.00 1.00 2.52 131.13 87.42 +D+0.750S+0.450W Dsgn. L = 3.00 ft 1 0.016 0.045 -2.44 2.44 256.25 153.44 1.00 1.00 3.96 131.13 87.42 Dsgn. L = 17.75 ft 2 0.115 0.065 12.00 -17.64 17.64 256.25 153.44 1.00 1.00 5.67 131.13 87.42 Dsgn. L = 1.75 ft 3 0.115 0.062 -0.00 -17.64 17.64 256.25 153.44 1.00 1.00 5.44 131.13 87.42 Dsgn. L = 16.50 ft 4 0.103 0.062 11.38 -15.86 15.86 256.25 153.44 1.00 1.00 5.44 131.13 87.42 +0.60D+0.60W Dsgn. L = 3.00 ft 1 0.004 0.011 -0.62 0.62 256.25 153.44 1.00 1.00 1.00 131.13 87.42 Dsgn. L = 17.75 ft 2 0.029 0.016 3.04 -4.47 4.47 256.25 153.44 1.00 1.00 1.44 131.13 87.42 Dsgn. L = 1.75 ft 3 0.029 0.016 -0.00 -4.47 4.47 256.25 153.44 1.00 1.00 1.38 131.13 87.42 Dsgn. L = 16.50 ft 4 0.026 0.016 2.88 -4.02 4.02 256.25 153.44 1.00 1.00 1.38 131.13 87.42 +0.60 D Dsgn. L = 3.00 ft 1 0.005 0.014 -0.73 0.73 256.25 153.44 1.00 1.00 1.18 131.13 87.42 Dsgn. L = 17.75 ft 2 0.034 0.019 3.59 -5.28 5.28 256.25 153.44 1.00 1.00 1.70 131.13 87.42 Dsgn. L = 1.75 ft 3 0.034 0.019 -0.00 -5.28 5.28 256.25 153.44 1.00 1.00 1.63 131.13 87.42 Dsgn. L = 16.50 ft 4 0.031 0.019 3.40 -4.75 4.75 256.25 153.44 1.00 1.00 1.63 131.13 87.42 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 -0.0326 0.000 +D+S 2 0.0591 7.928 0.0000 0.000 3 0.0000 7.928 +D+S -0.0012 0.875 +D+S 4 0.0488 9.350 0.0000 0.875 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditions (Resi Max Downward from Load Cases (Resisting U D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60 D S Only W Only Support notation : Far left is # Values in KIPS Support 1 Support 2 Support 3 Support 4 Support 5 6.775 8.686 5.938 4.262 6.775 8.686 5.938 4.262 3.990 5.116 3.497 2.510 -0.428 -0.549 -0.375 -0.269 -0.428 -0.549 -0.375 -0.269 2.785 3.571 2.441 1.752 6.775 8.686 5.938 4.262 5.777 7.408 5.064 3.635 2.528 3.241 2.216 1.590 2.592 3.324 2.272 1.631 5.585 7.160 4.895 3.513 1.414 1.813 1.239 0.890 1.671 2.143 1.465 1.051 3.990 5.116 3.497 2.510 -0.428 -0.549 -0.375 -0.269 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-7 MINOR AXIS 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 + 2,900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - PrII 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species Level Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.25x14.0 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W =-0.02362 ksf, Tributary Width = 8.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.098 1 Maximum Shear Stress Ratio = 0.027 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 446.89 psi fv: Actual = 12.40 psi F'b = 4,561.28 psi F'v = 464.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 6.500ft Location of maximum on span = 11.861 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection -0.138 in Ratio = 1 129 > 360 Span: 1 : +0.420W Max Downward Total Deflection 0 in Ratio = 0 <240 n/a Max Upward Total Deflection -0.197 in Ratio = 790 > 240 Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx Moment Values Cfu C i Cr Length = 13.0 ft 1 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +0.60W 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 13.0 ft 1 0.098 0.027 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +0.450W 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 13.0 ft 1 0.073 0.020 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span E Max. "-" Defl Location in Span Load Combination 0.0000 0.000 +0.60W M fb F'b 0.0 2,565.7 0.0 2.40 446.9 4,561.3 0.0 1.80 335.2 4,561.3 shear Values V fv F'v 0.00 0.0 0.0 0.00 0.0 261.0 0.00 0.0 0.0 0.61 12.4 464.0 0.00 0.0 0.0 0.46 9.3 464.0 Max. "+" Defl Location in Span -0.1973 6.547 Wood Beam DESCRIPTION: 1-7 MINOR AXIS Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditio -1.228 -1.228 Max Downward from Load Combinations -0.737 -0.737 Max Downward from Load Cases (Resis -1.228 -1.228 +0.60W -0.737 -0.737 +0.450W -0.553 -0.553 W Only -1.228 -1.228 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 D(0.2663) S(0.4438) D(0.2663) S(0.4438) D(0.2663) S(0.4438) W 14x38 W 14x38 Span = 11.750 ft Span = 11 .50 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150. S = 0.0250 ksf. W 14x38 Span = 28.250 ft Service loads entered. Load Factors will be applied for calculations Tributary Width = 17.750 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.750 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.370: 1 Maximum Shear Stress Ratio = 0.144 Section used for this span W14x38 Section used for this span W14x38 Ma: Applied 56.812 k-ft Va : Applied 12.577 k Mn / Omega: Allowable 153.443 k-ft Vn/Omega : Allowable 87.420 k Load Combination +D+S Load Combination +D+S Location of maximum on span 11.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 0.315 in Ratio = 1,075 > 360 Span: 3: S Only Max Upward Transient Deflection -0.029 in Ratio = 4,827 > 360 Span: 3: S Only Max Downward Total Deflection 0.531 in Ratio = 638 > 180 Span: 3: +D+S Max Upward Total Deflection -0.048 in Ratio = 2864 > 180 Span: 3: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios ummary of Moment Values Summary of S eat Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 11.75 ft 1 0.036 0.021 5.54 5.54 256.25 153.44 1.00 1.00 1.84 131.13 87.42 Dsgn. L = 11.50 ft 2 0.151 0.059 0.57 -23.11 23.11 256.25 153.44 1.00 1.00 5.12 131.13 87.42 Dsgn. L = 28.25 ft 3 0.151 0.059 19.90 -23.11 23.11 256.25 153.44 1.00 1.00 5.12 131.13 87.42 +D+S Dsgn. L = 11.75 ft 1 0.089 0.052 13.62 13.62 256.25 153.44 1.00 1.00 4.51 131.13 87.42 Dsgn. L = 11.50 ft 2 0.370 0.144 1.41 -56.81 56.81 256.25 153.44 1.00 1.00 12.58 131.13 87.42 Dsgn. L = 28.25 ft 3 0.370 0.144 48.92 -56.81 56.81 256.25 153.44 1.00 1.00 12.58 131.13 87.42 +D+0.750S Dsgn. L = 11.75 ft 1 0.076 0.044 11.60 11.60 256.25 153.44 1.00 1.00 3.84 131.13 87.42 Dsgn. L = 11.50 ft 2 0.315 0.123 1.20 -48.39 48.39 256.25 153.44 1.00 1.00 10.71 131.13 87.42 Dsgn. L = 28.25 ft 3 0.315 0.123 41.66 -48.39 48.39 256.25 153.44 1.00 1.00 10.71 131.13 87.42 +0.60 D Dsgn. L = 11.75 ft 1 0.022 0.013 3.32 3.32 256.25 153.44 1.00 1.00 1.10 131.13 87.42 Steel Beam LIC# : KW-06017385, Build:20.23.2.14 DESCRIPTION: 1-8 Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( SC)l1Nn STRl1CTl1RAl Snl 11TInNS In) FNFRCAI C INC 19R3-9095 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 VnxVnx/Omega Dsgn. L = 11.50 ft 2 0.090 0.035 0.34 -13.87 13.87 256.25 153.44 1.00 1.00 3.07 131.13 87.42 Dsgn. L = 28.25 ft 3 0.090 0.035 11.94 -13.87 13.87 256.25 153.44 1.00 1.00 3.07 131.13 87.42 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0309 5.953 0.0000 0.000 2 0.0000 5.953 +D+S -0.0482 7.207 +D+S 3 0.5313 15.632 0.0000 7.207 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 4.515 3.513 21.940 8.554 Max Upward from Load Combinations 4.515 3.513 21.940 8.554 Max Upward from Load Cases 2.678 2.084 13.016 5.075 D Only 1.836 1.429 8.924 3.480 +D+S 4.515 3.513 21.940 8.554 +D+0.750S 3.845 2.992 18.686 7.286 +0.60D 1.102 0.857 5.355 2.088 S Only 2.678 2.084 13.016 5.075 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-8 UPLIFT 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 (-0.6615 ) D(0.2663) S(0.4438) D(0.2663) S(0.4438) D(0.2663) S(0.4438) W14x38 Y W14x38 Span = 10,0 ft Span = 11.50 ft W14x38 Span = 27.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : W =-0.03150 ksf, Tributary Width = 21.0 ft Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.750 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.750 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.750 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.352: 1 Maximum Shear Stress Ratio = W14x38 Section used for this span 54.019 k-ft Va : Applied 153.443 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 2 Span # where maximum occurs 0.282 in Ratio= 1,169 > 360 Span: 3: W Only -0.421 in Ratio = 784 >=360 Span: 3: S Only 0.476 in Ratio = 694 > 180 Span: 3: +D+S -0.136 in Ratio = 2420 > 180 Span: 3: +0.60D+0.60W Maximum Forces & Stresses for Load Combinations 0.140 : 1 W14x38 12.249 k 87.420 k +D+S 11.500 ft Span # 2 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 VnxVnx/Omega D Only Dsgn. L = 10.00 ft 1 0.030 0.019 4.54 4.54 256.25 153.44 1.00 1.00 1.66 131.13 87.42 Dsgn. L = 11.50 ft 2 0.143 0.057 1.42 -21.97 21.97 256.25 153.44 1.00 1.00 4.98 131.13 87.42 Dsgn. L = 27.50 ft 3 0.143 0.057 18.82 -21.97 21.97 256.25 153.44 1.00 1.00 4.98 131.13 87.42 +D+S Dsgn. L = 10.00 ft 1 0.073 0.047 11.17 11.17 256.25 153.44 1.00 1.00 4.09 131.13 87.42 Dsgn. L = 11.50 ft 2 0.352 0.140 3.48 -54.02 54.02 256.25 153.44 1.00 1.00 12.25 131.13 87.42 Dsgn. L = 27.50 ft 3 0.352 0.140 46.28 -54.02 54.02 256.25 153.44 1.00 1.00 12.25 131.13 87.42 +D+0.750S Dsgn. L = 10.00 ft 1 0.062 0.040 9.52 9.52 256.25 153.44 1.00 1.00 3.48 131.13 87.42 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-8 UPLIFT Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/ Dsgn. L = 11.50 ft 2 0.300 0.119 2.97 -46.01 46.01 256.25 Dsgn. L = 27.50 ft 3 0.300 0.119 39.41 -46.01 46.01 256.25 +D+0.60W Summary of Shear Values Omega Cb Rm Va Max VnxVnx/Omega 153.44 1.001.00 10.43 131.13 87.42 153.44 1.001.00 10.43 131.13 87.42 Dsgn. L = 10.00 ft 1 0.009 0.006 -1.38 1.38 256.25 153.44 1.00 1.00 0.51 131.13 87.42 Dsgn. L = 11.50 ft 2 0.044 0.017 6.69 -0.43 6.69 256.25 153.44 1.00 1.00 1.52 131.13 87.42 Dsgn. L = 27.50 ft 3 0.044 0.017 6.69 -5.73 6.69 256.25 153.44 1.00 1.00 1.52 131.13 87.42 +D+0.450W Dsgn. L = 10.00 ft 1 0.001 0.000 0.10 0.10 256.25 153.44 1.00 1.00 0.04 131.13 87.42 Dsgn. L = 11.50 ft 2 0.003 0.001 0.03 -0.47 0.47 256.25 153.44 1.00 1.00 0.11 131.13 87.42 Dsgn. L = 27.50 ft 3 0.003 0.001 0.41 -0.47 0.47 256.25 153.44 1.00 1.00 0.11 131.13 87.42 +D+0.750S+0.450W Dsgn. L = 10.00 ft 1 0.033 0.021 5.07 5.07 256.25 153.44 1.00 1.00 1.86 131.13 87.42 Dsgn. L = 11.50 ft 2 0.160 0.064 1.58 -24.51 24.51 256.25 153.44 1.00 1.00 5.56 131.13 87.42 Dsgn. L = 27.50 ft 3 0.160 0.064 21.00 -24.51 24.51 256.25 153.44 1.00 1.00 5.56 131.13 87.42 +0.60D+0.60W Dsgn. L = 10.00 ft 1 0.021 0.013 -3.20 3.20 256.25 153.44 1.00 1.00 1.17 131.13 87.42 Dsgn. L = 11.50 ft 2 0.101 0.040 15.48 -1.00 15.48 256.25 153.44 1.00 1.00 3.51 131.13 87.42 Dsgn. L = 27.50 ft 3 0.101 0.040 15.48 -13.26 15.48 256.25 153.44 1.00 1.00 3.51 131.13 87.42 +0.60 D Dsgn. L = 10.00 ft 1 0.018 0.011 2.73 2.73 256.25 153.44 1.00 1.00 1.00 131.13 87.42 Dsgn. L = 11.50 ft 2 0.086 0.034 0.85 -13.18 13.18 256.25 153.44 1.00 1.00 2.99 131.13 87.42 Dsgn. L = 27.50 ft 3 0.086 0.034 11.29 -13.18 13.18 256.25 153.44 1.00 1.00 2.99 131.13 87.42 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0 0186 5 133 0 0000 0 000 2 +D+S 3 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditions (Resi Max Downward from Load Combinations (Resi Max Downward from Load Cases (Resisting U D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60 D S Only W Only 0.0000 5.133 +D+S 0.4758 15.217 Support notation : Far left is # Support 1 Support 2 Support 3 Support 4 4.088 2.692 21.551 8.321 -0 4.088 2.692 21.551 8.321 -0 2.425 1.597 12.785 4.936 -0 -3.616 -2.381 -19.058 -7.358 -0 -1.172 -0.772 -6.176 -2.384 -0 -3.616 -2.381 -19.058 -7.358 -0 1.663 1.095 8.766 3.384 -0 4.088 2.692 21.551 8.321 -0 3.482 2.293 18.354 7.087 -0 -0.506 -0.333 -2.669 -1.031 -0 0.036 0.024 0.189 0.073 -0 1.855 1.222 9.778 3.775 -0 -1.172 -0.772 -6.176 -2.384 -0 0.998 0.657 5.259 2.031 -0 2.425 1.597 12.785 4.936 -0 -3.616 -2.381 -19.058 -7.358 -0 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 .269 -0.0422 7.360 0.0000 7.360 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-8M Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information f'c : Concrete 28 day strenc = 3.50 ksi E _ = 3122 ksi Density = 150 pcf Q = 0.850 fy - Main Rebar = 60 ksi E - Main Rebar = 29000 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1 % Max. Reinf. = 8 % Column Cross Section Column Dimensions: 10.Oin Square Column, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #6 bars @ Corners, Overall Column Height = 14.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along colur X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 14.0 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Entered loads are factored Column self weight included : 1,458.33 Ibs * Dead Load Factor AXIAL LOADS ... 1-8M: Axial Load at 14.0 ft above base, Yecc =-3.50in, D = 8.920, S = 13.020 k DESIGN SUMMARY load combinations specified by user Load Combination +1.20D+1.60S Maximum SERVICE Load Reactions. Location of max.above base 13.906ft Top along Y-Y 0 0 k Bottom along Y-Y Maximum Stress Ratio Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)^.5 Pu = 33.286 k (P* Pn = Mu-x = 9.136 k-ft (P * Mn-x = Mu-y = 0.0 k-ft (P* Mn-y = 0.308 : 1 108.233 k 29.602 k-ft 0.0 k-ft Mu Angle = 0.0 deg vu at Angle = 9.136 k-ft Vn at Angle = 29.641 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity cure( Column Capacities. . Pnmax : Nominal Max. Compressive Axial Capac 397.864 k Pnmin : Nominal Min. Tension Axial Capacity k (p Pn, max: Usable Compressive Axial Capacity 206.889 k (p Pn, min : Usable Tension Axial Capacity k Governing Load Combination Results Governing Factored Moment Dist. from Load Combination X-X Y-Y base ft +1.40D 13.91 +1.20D 13.91 +1.20D+0.50S 13.91 Top along X-X 0.4571 k Bottom along X-X 0.0 k 0.4571 k Maximum SERVICE Load Deflections . . Along Y-Y 0.05391 in at 8.175ft above base for load combination : +D+S Along X-X O.Oin at 0.0 ft above base for load combination General Section Informatioi(p = 0.650 =0.850 6 = 0.80 p : % Reinforcing 1.760 % Rebar Y. Ok Reinforcing Area 1.760 in12 Concrete Area 100.0 in12 Axial Load Bending Analysis k-ft k Pu (P * Pn g x gx * Mux g y gy * Muy Alpha (deg) g Mu 14.53 117.21 1.000 3.62 0.000 3.62 12.45 117.21 1.000 3.10 0.000 3.10 18.96 112.06 1.000 4.99 0.000 4.99 Utilization (P Mn Ratio 29.12 0.124 29.12 0.106 29.43 0.169 Concrete Column DESCRIPTION: 1-8M Governing Load Combination Results Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( Governing Factored Moment Dist. from Axial Loaa benaing Anaiysis K-Tt k Utilization Load Combination X-X Y-Y base ft Pu �D Pn 6 x 6x Mux 6 y 6Y Muy Alpha (deg) 6 Mu Q Mn Ratio +1.20D+1.60S 13.91 33.29 108.23 1.000 9.14 0.000 9.14 29.64 0.308 +0.90D 13.91 9.34 117.21 1.000 2.33 0.000 2.33 29.12 0.080 +1.20D+0.20S 13.91 15.06 114.65 1.000 3.86 0.000 3.86 29.28 0.132 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.186 0.186 10.378 +D+S 0.457 0.457 23.398 +D+0.750S 0.389 0.389 20.143 +0.60D 0.112 0.112 6.227 S Only 0.271 0.271 13.020 Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+S k-ft k-ft +D+0.750S k-ft k-ft +0.60D k-ft k-ft S Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.022 in 8.174 ft +D+S 0.0000 in 0.000 ft 0.054 in 8.174 ft +D+0.750S 0.0000 in 0.000 ft 0.046 in 8.174 ft +0.60D 0.0000 in 0.000 ft 0.013 in 8.174 ft S Only 0.0000 in 0.000 ft 0.032 in 8.174 ft Sketches Interaction Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 1951594th PI W_230403_enercalctrib_210208_s2303012.ec( DESCRIPTION: 1-8M Concrete Column P-M Interaction Diagram 50.0 Phi * Mn @ Alpha (k-ft) 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0 Load Comb.=+1A1D, Alpha= O.Ddeg, (14.53,3.62) Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 1951594th PI W_230403_enercalctrib_210208_s2303012.ec( DESCRIPTION: 1-8M Concrete Column P-M Interaction Diagram 50.0 Phi * Mn @ Alpha (k-ft) 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0 Load Comb.=+1.20D, Alpha= O.Ddq, (12.45,3.10) Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 1951594th PI W_230403_enercalctrib_210208_s2303012.ec( DESCRIPTION: 1-8M Concrete Column P-M Interaction Diagram 50.0 Phi * Mn @ Alpha (k-ft) 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0 Load Comb. =+120 41H, Alpha= O.Odeg, (10.90, 4.99) Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 1951594th PI W_230403_enercalctrib_210208_s2303012.ec( DESCRIPTION: 1-8M Concrete Column P-M Interaction Diagram 50.0 Phi * Mn @ Alpha (k-ft) 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0 Load Comb. =+L20D-1.M, Alpha= O.Odeg, (33.29, 9.14) Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 1951594th PI W_230403_enercalctrib_210208_s2303012.ec( DESCRIPTION: 1-8M Concrete Column P-M Interaction Diagram 50.0 Phi * Mn @ Alpha (k-ft) 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0 Load Comb.=+O.90D, Alpha= O.Ddq, (9.34,2.33( Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: 1951594th PI W_230403_enercalctrib_210208_s2303012.ec( DESCRIPTION: 1-8M Concrete Column P-M Interaction Diagram 50.0 Phi * Mn @ Alpha (k-ft) 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0 Load Comb. =+1.20 4205, Alpha= O.Odeg, (15.06, 3.66) Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-9 MINOR AXIS 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 + Load Combination ASCE 7-16 Fb - Fc - PrII Wood Species iLevel Truss Joist Fc - Perp Wood Grade Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 5.25x14.0 Span = 16.0 ft 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,200.Oksi 2,900.0 psi Eminbend - xx 1,118.19ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W =-0.02362 ksf, Tributary Width = 8.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.148 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 676.95psi fv: Actual = 15.94 psi F'b = 4,561.28 psi F'v = 464.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 8.000ft Location of maximum on span = 14.891 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection -0.317 in Ratio = 605 > 360 Span: 1 : +0.420W Max Downward Total Deflection 0 in Ratio = 0 <240 n/a Max Upward Total Deflection -0.453 in Ratio = 424> 240 Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 2,565.7 0.00 0.0 261.0 +0.60W 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.148 0.034 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 3.63 677.0 4,561.3 0.78 15.9 464.0 +0.450W 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.111 0.026 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 2.72 507.7 4,561.3 0.59 12.0 464.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +0.60W -0.4528 8.058 Wood Beam DESCRIPTION: 1-9 MINOR AXIS Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditio -1.512 -1.512 Max Downward from Load Combinations -0.907 -0.907 Max Downward from Load Cases (Resis -1.512 -1.512 +0.60W -0.907 -0.907 +0.450W -0.680 -0.680 W Only -1.512 -1.512 Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-9 R/L Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 12.75 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width in Allow Stress Modification Factors 5.50 Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 inA2 Cf or Cv for Compressio 1.0 Fb + 1,200.0 psi Fv 170.0 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb - 1,200.0 psi Ft 825.0 psi ly 76.255 in 4 Cm :Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 31.210 pcf Ct : Temperature Faci 1.0 Fc - Per P 625.0 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 12.75 Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included : 83.592 Ibs * Dead Load Factor BENDING LOADS ... WIND BEAM: Lat. Point Load at 10.50 ft creating Mx-x, W = -1.370 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2827: 1 Load Combination +D+0.60W Governing NDS Forumla Bending Only, Tension Side Location of max.above base 12.750 ft At maximum location values are . Applied Axial 0.0 k Applied Mx 1.254 k-ft Applied My 0.0 k-ft Fc: Allowable 556.68 psi PASS Maximum Shear Stress Ratio = 0.1375 : 1 Load Combination +D+0.60W Location of max.above base 12.750 ft Applied Design Shear 37.40 psi Allowable Shear 272.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions.. Top along Y-1 1.257 k Bottom along Y-Y 0.1129 k Top along X-} 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y-0.06655 in at 7.958 ft above base for load combination: W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses .. . Bending Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.550 0.005582 PASS 0.0 ft 0.0 PASS 12.750ft +D+0.60W 1.600 0.348 0.2827 PASS 12.750ft 0.1375 PASS 12.750ft +D+0.450W 1.600 0.348 0.2120 PASS 12.750ft 0.1031 PASS 12.750ft +0.60D+0.60W 1.600 0.348 0.2827 PASS 12.750ft 0.1375 PASS 12.750ft +0.60D 1.600 0.348 0.002978 PASS 0.0 ft 0.0 PASS 12.750 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.084 +D+0.60W -0.068 -0.754 0.084 -0.269 1.254 Project Title: Engineer: Project ID: Project Descr: Wood Column _ Project File: _enercalc trib_210208.ec6 DESCRIPTION: 1-9 R/L Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.450W -0.051 -0.566 0.084 -0.202 0.941 +0.60D+0.60W -0.068 -0.754 0.050 -0.269 1.254 +0.60D 0.050 W Only -0.113 -1.257 -0.448 2.091 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly 0.0000in 0.000ft 0.000in 0.000ft +D+0.60W 0.0000in 0.000ft -0.040in 7.958ft +D+0.450W 0.0000in 0.000ft -0.030in 7.958ft +0.60D+0.60W 0.0000in 0.000ft -0.040in 7.958ft +0.60D 0.0000in 0.000ft 0.000in 0.000ft W Only 0.0000in 0.000ft -0.067in 7.958ft Sketches _C: C) L0 5.50 in +X -1.3A Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-11 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 + 2900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2900 psi Ebend- xx 2200ksi Fc - Prll 2900 psi Eminbend - xx 1118.19ksi Wood Species Level Truss Joist Fc - Perp 750 psi Wood Grade Parallam PSL 2.2E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.165) S(0.22) l ) 5.25x11.25 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.020 ksf, Tributary Width = 11.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.224: 1 Maximum Shear Stress Ratio = 0.149 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 750.93 psi fv: Actual = 49.67 psi F'b = 3,358.98 psi F'v = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 1911 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.132 in Ratio = 1092 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ear a ues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.122 0.082 0.90 1.00 1.00 1.00 1.007 1.00 1.00 1.00 2.97 321.8 2,628.8 0.84 21.3 261.0 +D+S 1.00 1.00 1.00 1.007 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.224 0.149 1.15 1.00 1.00 1.00 1.007 1.00 1.00 1.00 6.93 750.9 3,359.0 1.96 49.7 333.5 +D+0.750S 1.00 1.00 1.00 1.007 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.192 0.128 1.15 1.00 1.00 1.00 1.007 1.00 1.00 1.00 5.94 643.7 3,359.0 1.68 42.6 333.5 +0.60D 1.00 1.00 1.00 1.007 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.041 0.028 1.60 1.00 1.00 1.00 1.007 1.00 1.00 1.00 1.78 193.1 4,673.4 0.50 12.8 464.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-11 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.1318 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.310 2.310 Max Upward from Load Combinations 2.310 2.310 Max Upward from Load Cases 1.320 1.320 D Only 0.990 0.990 +D+S 2.310 2.310 +D+0.750S 1.980 1.980 +0.60D 0.594 0.594 S Only 1.320 1.320 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-11 MINOR AXIS 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 + 2,900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species Level Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0 5.25x11.25 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W =-0.02475 ksf, Tributary Width = 5.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.066. 1 Maximum Shear Stress Ratio = 0.021 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 310.33 psi fv: Actual = 9.58 psi F'b = 4,673.36 psi F'v = 464.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection -0.195 in Ratio = 740 > 360 Span: 1 : W Only Max Downward Total Deflection 0 in Ratio = 0 <240 n/a Max Upward Total Deflection -0.117 in Ratio = 1233 > 240 Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values S ear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.90 1.00 1.00 1.00 1.007 1.00 1.00 1.00 2,628.8 0.00 0.0 261.0 +0.60W 1.00 1.00 1.00 1.007 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.066 0.021 1.60 1.00 1.00 1.00 1.007 1.00 1.00 1.00 1.34 310.3 4,673.4 0.38 9.6 464.0 +0.450W 1.00 1.00 1.00 1.007 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.050 0.015 1.60 1.00 1.00 1.00 1.007 1.00 1.00 1.00 1.00 232.8 4,673.4 0.28 7.2 464.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only -0.1946 6.044 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-11 MINOR AXIS Project File: _enercalc trib_210208.ec6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditio -0.743 -0.743 Max Downward from Load Combinations -0.446 -0.446 Max Downward from Load Cases (Resis -0.743 -0.743 +0.60W -0.446 -0.446 +0.450W -0.334 -0.334 W Only -0.743 -0.743 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-12 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 + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800ksi Fc - PrII 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09375) S(0.15625) 3.5x15 L Span = 1950.ft r Applied Loads � Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.250 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.394: 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 3.5x15 Section used for this span 3.5x15 fb: Actual = 1,086.43 psi fv: Actual = 61.00 psi F'b = 2,760.00 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.750ft Location of maximum on span = 18.290ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.289 in Ratio = 810 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.462 in Ratio = 506 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values ear a ues Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.189 0.096 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.46 407.4 2,160.0 0.80 22.9 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.394 0.200 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 11.88 1,086.4 2,760.0 2.14 61.0 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.332 0.169 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.03 916.7 2,760.0 1.80 51.5 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.064 0.032 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.67 244.4 3,840.0 0.48 13.7 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-12 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.4617 9.821 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.438 2.438 Max Upward from Load Combinations 2.438 2.438 Max Upward from Load Cases 1.523 1.523 D Only 0.914 0.914 +D+S 2.438 2.438 +D+0.750S 2.057 2.057 +0.60D 0.548 0.548 S Only 1.523 1.523 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-13 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 psi Load Combination ASCE 7-16 Fb - 900 psi Fc - Prll 1350 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1875) S(0.31 Span = 7.50 ft E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 12.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.681: 1 Maximum Shear Stress Ratio = 0.334 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 845.25 psi fv: Actual = 69.12 psi F'b = 1,242.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.750ft Location of maximum on span = 6.734ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio = 1485 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.097 in Ratio = 928 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.326 0.160 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.32 317.0 972.0 0.56 25.9 162.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.681 0.334 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.52 845.2 1,242.0 1.49 69.1 207.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.574 0.282 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.97 713.2 1,242.0 1.26 58.3 207.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.110 0.054 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.79 190.2 1,728.0 0.34 15.6 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-13 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0969 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.875 1.875 Max Upward from Load Combinations 1.875 1.875 Max Upward from Load Cases 1.172 1.172 D Only 0.703 0.703 +D+S 1.875 1.875 +D+0.750S 1.582 1.582 +0.60D 0.422 0.422 S Only 1.172 1.172 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-14 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 + 850 psi Load Combination ASCE 7-16 Fb - 850 psi Fc - Prll 1300 psi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2x6 Span = 3250 ft E : Modulus of Elasticity Ebend- xx 1300ksi Eminbend - xx 470ksi Density 26.84pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 25.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio = 0.631 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 1,068.47 psi fv: Actual = 108.89 psi F'b = 1,270.75 psi F'v = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.625ft Location of maximum on span = 2.799ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 1310 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.048 in Ratio = 818 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 3.250 ft 1 0.403 0.302 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.250 ft 1 0.841 0.631 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.250 ft 1 0.709 0.533 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +0.60 D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.250 ft 1 0.136 0.102 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.51 400.7 994.5 0.45 40.8 135.0 0.0 0.00 0.0 0.0 1.35 1,068.5 1,270.8 1.20 108.9 172.5 0.0 0.00 0.0 0.0 1.14 901.5 1,270.8 1.01 91.9 172.5 0.0 0.00 0.0 0.0 0.30 240.4 1,768.0 0.27 24.5 240.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-14 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0476 1.637 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.658 1.658 Max Upward from Load Combinations 1.658 1.658 Max Upward from Load Cases 1.036 1.036 D Only 0.622 0.622 +D+S 1.658 1.658 +D+0.750S 1.399 1.399 +0.60D 0.373 0.373 S Only 1.036 1.036 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-15 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 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 4x12 Span =5.0ft E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.12a 1 Maximum Shear Stress Ratio = 0.081 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 142.22 psi fv: Actual = 16.74 psi F'b = 1,138.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 16105 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.006 in Ratio = 10066 -240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.060 0.039 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.33 53.3 891.0 0.16 6.3 162.0 +D+S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.125 0.081 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.88 142.2 1,138.5 0.44 16.7 207.0 +D+0.750S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.105 0.068 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.74 120.0 1,138.5 0.37 14.1 207.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.020 0.013 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.20 32.0 1,584.0 0.10 3.8 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-15 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0060 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.700 0.700 Max Upward from Load Combinations 0.700 0.700 Max Upward from Load Cases 0.438 0.438 D Only 0.263 0.263 +D+S 0.700 0.700 +D+0.750S 0.591 0.591 +0.60D 0.158 0.158 S Only 0.438 0.438 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-16 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 psi Load Combination ASCE 7-16 Fb - 900 psi Fc - Prll 1350 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 46 Span =5.0ft E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 13.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.869. 1 Maximum Shear Stress Ratio = 0.423 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 1,168.83 psi fv: Actual = 87.59 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio = 958 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.100 in Ratio = 598 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ear a ues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.416 0.203 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.64 438.3 1,053.0 0.42 32.8 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.869 0.423 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.72 1,168.8 1,345.5 1.12 87.6 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.733 0.357 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.45 986.2 1,345.5 0.95 73.9 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.140 0.068 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.39 263.0 1,872.0 0.25 19.7 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-16 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.1002 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.375 1.375 Max Upward from Load Combinations 1.375 1.375 Max Upward from Load Cases 0.859 0.859 D Only 0.516 0.516 +D+S 1.375 1.375 +D+0.750S 1.160 1.160 +0.60D 0.309 0.309 S Only 0.859 0.859 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-17 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 Load Combination ASCE 7-16 Fb - 900.0 psi Fc - PrII 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.2625) S(0.4375) 48 Span = 6.250 ft E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.994: 1 Maximum Shear Stress Ratio = 0.506 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,337.69 psi fv: Actual = 104.77 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.125ft Location of maximum on span = 5.657ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.085 in Ratio = 882 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.136 in Ratio = 551 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.476 0.243 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.28 501.6 1,053.0 0.66 39.3 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.994 0.506 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 3.42 1,337.7 1,345.5 1.77 104.8 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.839 0.427 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.88 1,128.7 1,345.5 1.50 88.4 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.161 0.082 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.77 301.0 1,872.0 0.40 23.6 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-17 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.1359 3.148 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.188 2.188 Max Upward from Load Combinations 2.188 2.188 Max Upward from Load Cases 1.367 1.367 D Only 0.820 0.820 +D+S 2.188 2.188 +D+0.750S 1.846 1.846 +0.60D 0.492 0.492 S Only 1.367 1.367 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-18 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 + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800ksi Fc - PrII 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.22875) S(0.38125) 5.5x7.5 L Span =9.0ft r Applied Loads Service loads entered. Load � Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.250 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.521: 1 Maximum Shear Stress Ratio = 0.282 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb: Actual = 1,437.38 psi fv: Actual = 85.97 psi F'b = 2,760.00 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.500ft Location of maximum on span = 8.376ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio = 664 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.260 in Ratio = 415 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.250 0.135 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.32 539.0 2,160.0 0.89 32.2 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.521 0.282 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.18 1,437.4 2,760.0 2.36 86.0 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.439 0.238 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.21 1,212.8 2,760.0 1.99 72.5 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.084 0.046 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.39 323.4 3,840.0 0.53 19.3 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-18 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 0.2602 4.533 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.745 2.745 Max Upward from Load Combinations 2.745 2.745 Max Upward from Load Cases 1.716 1.716 D Only 1.029 1.029 +D+S 2.745 2.745 +D+0.750S 2.316 2.316 +0.60D 0.618 0.618 S Only 1.716 1.716 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-19 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 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600ksi Fc - PrII 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir -Larch Wood Grade No.2 Fc - Perp 625 psi Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.165) S(0.275) 48 Span =6.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.576. 1 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 774.91 psi fv: Actual = 62.65 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 1587 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.073 in Ratio = 992 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ear a ues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.276 0.145 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.74 290.6 1,053.0 0.40 23.5 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.576 0.303 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.98 774.9 1,345.5 1.06 62.7 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.486 0.255 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.67 653.8 1,345.5 0.89 52.9 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.093 0.049 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.45 174.4 1,872.0 0.24 14.1 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-19 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0726 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.320 1.320 Max Upward from Load Combinations 1.320 1.320 Max Upward from Load Cases 0.825 0.825 D Only 0.495 0.495 +D+S 1.320 1.320 +D+0.750S 1.114 1.114 +0.60D 0.297 0.297 S Only 0.825 0.825 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-19.1 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 Load Combination ASCE 7-16 Fb - 900.0 psi Fc - PrII 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 48 Span =6.0ft E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 10.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.524: 1 Maximum Shear Stress Ratio = 0.275 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 704.47 psi fv: Actual = 56.96 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio = 1746 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.066 in Ratio = 1091 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ear a ues Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.251 0.132 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.68 264.2 1,053.0 0.36 21.4 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.524 0.275 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.80 704.5 1,345.5 0.96 57.0 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.442 0.232 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.52 594.4 1,345.5 0.81 48.1 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.085 0.044 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.41 158.5 1,872.0 0.22 12.8 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-19.1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0660 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.200 1.200 Max Upward from Load Combinations 1.200 1.200 Max Upward from Load Cases 0.750 0.750 D Only 0.450 0.450 +D+S 1.200 1.200 +D+0.750S 1.013 1.013 +0.60D 0.270 0.270 S Only 0.750 0.750 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-19.2 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 Load Combination ASCE 7-16 Fb - 900.0 psi Fc - PrII 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 15)S(0.25 4x6 Span = 6.0 ft E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210pcf D(0.15) S(0.25) 4x6 Span = 3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 10.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 10.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.689 1 Maximum Shear Stress Ratio = 0.472 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 926.56 psi fv: Actual = 97.62 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft Location of maximum on span = 5.564ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio = 1371 > 360 Span: 1 : S Only Max Upward Transient Deflection -0.005 in Ratio = 8220 -360 Span: 2: S Only Max Downward Total Deflection 0.084 in Ratio = 857 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.008 in Ratio = 5137 > 240 Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.330 0.226 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.51 347.5 1,053.0 0.47 36.6 162.0 Length = 3.50 ft 2 0.330 0.226 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.51 347.5 1,053.0 0.34 36.6 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.689 0.472 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.36 926.6 1,345.5 1.25 97.6 207.0 Length = 3.50 ft 2 0.689 0.472 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.36 926.6 1,345.5 0.91 97.6 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.581 0.398 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.15 781.8 1,345.5 1.06 82.4 207.0 Wood Beam LIC# : KW-06017385, Build:20.23.2.14 DESCRIPTION: 1-19.2 Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( SC)l1Nn STRl1CTl1RAl Snl 11T1ONS In) FNFRCAI C INC 19R3-9095 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cp Cfu C i Cr M fb F'b V fv F'v Length = 3.50 ft 2 0.581 0.398 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.15 781.8 1,345.5 0.77 82.4 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.111 0.076 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.31 208.5 1,872.0 0.28 22.0 288.0 Length = 3.50 ft 2 0.111 0.076 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.31 208.5 1,872.0 0.20 22.0 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0840 2.715 0.0000 0.000 2 0.0000 2.715 +D+S -0.0082 0.997 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.973 2.516 0.311 Max Upward from Load Combinations 0.973 2.516 0.311 Max Upward from Load Cases 0.608 1.573 0.194 D Only 0.365 0.944 0.117 +D+S 0.973 2.516 0.311 +D+0.750S 0.821 2.123 0.262 +0.60D 0.219 0.566 0.070 S Only 0.608 1.573 0.194 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-20 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - PrII 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x9 Span =9.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.652 1 Maximum Shear Stress Ratio = 0.413 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb: Actual = 1,800.00 psi fv: Actual = 125.91 psi F'b = 2,760.00 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.500ft Location of maximum on span = 8.277ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.170 in Ratio = 636 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.272 in Ratio = 397 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.313 0.198 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.66 675.0 2,160.0 0.99 47.2 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.652 0.413 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.09 1,800.0 2,760.0 2.64 125.9 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.550 0.349 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.98 1,518.8 2,760.0 2.23 106.2 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.105 0.067 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.59 405.0 3,840.0 0.59 28.3 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.2716 4.533 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.150 3.150 Max Upward from Load Combinations 3.150 3.150 Max Upward from Load Cases 1.969 1.969 D Only 1.181 1.181 +D+S 3.150 3.150 +D+0.750S 2.658 2.658 +0.60D 0.709 0.709 S Only 1.969 1.969 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-20 MINOR AXIS 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 102 3.5x9 Span =9.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W =-0.02550 ksf, Tributary Width = 4.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.137. 1 Maximum Shear Stress Ratio = 0.026 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb: Actual = 404.67 psi fv: Actual = 11.01 psi F'b = 2,960.00 psi F'v = 424.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 4.500ft Location of maximum on span = 8.277ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection -0.110 in Ratio = 982 > 360 Span: 1 : +0.420W Max Downward Total Deflection 0 in Ratio = 0 <240 n/a Max Upward Total Deflection -0.157 in Ratio = 687 > 240 Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx oment Values S ear Values Cfu C i Cr M fb F'b V fv F'v 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2,160.0 0.00 0.0 238.5 +0.60W 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.137 0.026 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.62 404.7 2,960.0 0.23 11.0 424.0 +0.450W 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.103 0.019 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.46 303.5 2,960.0 0.17 8.3 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +0.60W -0.1570 4.533 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-20 MINOR AXIS Project File: _enercalc trib_210208.ec6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditio -0.459 -0.459 Max Downward from Load Combinations -0.275 -0.275 Max Downward from Load Cases (Resis -0.459 -0.459 +0.60W -0.275 -0.275 +0.450W -0.207 -0.207 W Only -0.459 -0.459 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-21 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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - PrII 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x7.5 Span =9.0ft E : Modulus of Elasticity Ebend- xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.617. 1 Maximum Shear Stress Ratio = 0.334 : 1 Section used for this span 3.5x7.5 Section used for this span 3.5x7.5 fb: Actual = 1,703.31 psi fv: Actual = 101.88 psi F'b = 2,760.00 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.500ft Location of maximum on span = 8.376ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.193 in Ratio = 560> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.308 in Ratio = 350> 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios ant Values Shear a ues Segment Length Span # M V CD CM Ct CLx Cy Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.296 0.160 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.75 638.7 2,160.0 0.67 38.2 238.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.617 0.334 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.66 1,703.3 2,760.0 1.78 101.9 304.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.521 0.282 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.93 1,437.2 2,760.0 1.50 86.0 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.100 0.054 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.05 383.2 3,840.0 0.40 22.9 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-21 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+S 0.3084 4.533 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.070 2.070 Max Upward from Load Combinations 2.070 2.070 Max Upward from Load Cases 1.294 1.294 D Only 0.776 0.776 +D+S 2.070 2.070 +D+0.750S 1.747 1.747 +0.60D 0.466 0.466 S Only 1.294 1.294 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-21 MINOR AXIS 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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - PrII 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x7.5 Span =9.0ft E : Modulus of Elasticity Ebend- xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W =-0.02550 ksf, Tributary Width = 4.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.164: 1 Maximum Shear Stress Ratio = 0.032 : 1 Section used for this span 3.5x7.5 Section used for this span 3.5x7.5 fb: Actual = 485.60psi fv: Actual = 13.55 psi F'b = 2,960.00 psi F'v = 424.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 4.500ft Location of maximum on span = 8.376ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection -0.132 in Ratio = 818 > 360 Span: 1 : +0.420W Max Downward Total Deflection 0 in Ratio = 0 <240 n/a Max Upward Total Deflection -0.188 in Ratio = 573> 240 Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2,160.0 0.00 0.0 238.5 +0.60W 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.164 0.032 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.62 485.6 2,960.0 0.24 13.6 424.0 +0.450W 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.0 ft 1 0.123 0.024 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.46 364.2 2,960.0 0.18 10.2 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +0.60W -0.1884 4.533 Wood Beam DESCRIPTION: 1-21 MINOR AXIS Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditio -0.459 -0.459 Max Downward from Load Combinations -0.275 -0.275 Max Downward from Load Cases (Resis -0.459 -0.459 +0.60W -0.275 -0.275 +0.450W -0.207 -0.207 W Only -0.459 -0.459 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-22 MINOR AXIS 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 psi Load Combination ASCE 7-16 Fb - 900 psi Fc - Prll 1350 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 10.250 ft E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W =-0.02550 ksf, Tributary Width = 4.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.348 1 Maximum Shear Stress Ratio = 0.057 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 651.58 psi fv: Actual = 16.38 psi F'b = 1,872.00 psi F'v = 288.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 5.125ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection -0.258 in Ratio = 476 > 360 Span: 1 : +0.420W Max Downward Total Deflection 0 in Ratio = 0 <240 n/a Max Upward Total Deflection -0.369 in Ratio = 333 > 240 Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values 6hear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v 0.0 0.00 0.0 0.0 Length = 10.250 ft 1 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1,053.0 0.00 0.0 162.0 +0.60W 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.250 ft 1 0.348 0.057 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.80 651.6 1,872.0 0.28 16.4 288.0 +0.450W 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.250 ft 1 0.261 0.043 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.60 488.7 1,872.0 0.21 12.3 288.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +0.60W -0.3689 5.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 1-22 MINOR AXIS Project File: _enercalc trib_210208.ec6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditio -0.523 -0.523 Max Downward from Load Combinations -0.314 -0.314 Max Downward from Load Cases (Resis -0.523 -0.523 +0.60W -0.314 -0.314 +0.450W -0.235 -0.235 W Only -0.523 -0.523 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-23 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - PrII 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.88) D(0.02) D(0.02) Span = 12.0 ft Span = 18.750 ft W(-3.26) Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF(solar)) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 2.0 ft, (WALL) Point Load : D = 1.880, S = 2.420, W = -3.260 k @ 0.0 ft, (1-26L) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF(solar)) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 2.0 ft, (WALL) Point Load : D = 1.880, S = 2.420, W = -3.260 k @ 18.750 ft, (1-26L) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual F'b Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.1901 5.5x18 = 389.45 psi 2,051.71 psi +D+S = O.000ft = Span # 2 0.048 in Ratio = -0.004 in Ratio = 0.090 in Ratio = -0.008 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx D Only Maximum Shear Stress Ratio = 0.138 : 1 Section used for this span 5.5x18 fv: Actual = 41.94 psi F'v = 304.75 psi Load Combination +D+S Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 4734 -360 Span: 2: S Only 36042 -360 Span: 1 : S Only 2491 -240 Span: 2: +D+S 18969 -240 Span: 1 : +D+S moment values bnear values Cv Cfu C i Cr M fb F'b V fv F'v Length = 12.0 ft 1 0.111 0.083 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.57 Length = 18.750 ft 2 0.115 0.083 0.90 1.00 1.00 1.00 0.964 1.00 1.00 1.00 4.57 0.0 0.00 0.0 0.0 184.5 1,665.0 1.31 19.9 238.5 184.5 1,605.7 1.31 19.9 238.5 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-23 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v +D+S 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.183 0.138 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.64 389.4 2,127.5 2.77 41.9 304.8 Length = 18.750 ft 2 0.190 0.138 1.15 1.00 1.00 1.00 0.964 1.00 1.00 1.00 9.64 389.4 2,051.7 2.77 41.9 304.8 +D+0.750S 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.159 0.120 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.37 338.2 2,127.5 2.40 36.4 304.8 Length = 18.750 ft 2 0.165 0.120 1.15 1.00 1.00 1.00 0.964 1.00 1.00 1.00 8.37 338.2 2,051.7 2.40 36.4 304.8 +D+0.60W 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.062 0.047 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.57 184.5 2,960.0 1.31 19.9 424.0 Length = 18.750 ft 2 0.065 0.047 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 4.57 184.5 2,854.5 1.31 19.9 424.0 +D+0.450W 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.062 0.047 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.57 184.5 2,960.0 1.31 19.9 424.0 Length = 18.750 ft 2 0.065 0.047 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 4.57 184.5 2,854.5 1.31 19.9 424.0 +D+0.750S+0.450W 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.114 0.086 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.37 338.2 2,960.0 2.40 36.4 424.0 Length = 18.750 ft 2 0.118 0.086 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 8.37 338.2 2,854.5 2.40 36.4 424.0 +0.60D+0.60W 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.037 0.028 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.74 110.7 2,960.0 0.79 11.9 424.0 Length = 18.750 ft 2 0.039 0.028 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 2.74 110.7 2,854.5 0.79 11.9 424.0 +0.60D 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.037 0.028 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.74 110.7 2,960.0 0.79 11.9 424.0 Length = 18.750 ft 2 0.039 0.028 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 2.74 110.7 2,854.5 0.79 11.9 424.0 Overall Maximum Deflections Load Combination Span +D+S 1 +D+S 2 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Max. "-" Defl Location in Span Load Combination 0.0005 1.877 +D+S 0.0903 10.370 Support notation : Far left is #1 Support 1 Support 2 Support 3 5.207 5.699 6.458 5.207 5.699 6.458 2.897 3.000 3.556 -3.260 -0.000 -3.260 -0.570 -0.215 -3.260 -0.000 -3.260 2.310 2.700 2.902 5.207 5.699 6.458 4.482 4.949 5.569 0.354 2.700 0.946 0.843 2.700 1.435 3.015 4.949 4.102 -0.570 1.620 -0.215 1.386 1.620 1.741 2.897 3.000 3.556 -3.260 -0.000 -3.260 Max. "+" Defl Location in Span -0.0076 9.251 0.0000 9.251 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-24 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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.5x24 Span = 31.0 ft E : Modulus of Elasticity Ebend-xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 10.0 ft, (ROOF(solar)) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.500. 1 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb: Actual = 1,228.55 psi fv: Actual = 79.26 psi F'b = 2,459.38 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 15.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.458 in Ratio = 811 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.825 in Ratio = 451 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios oment a ues Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.284 0.148 0.90 1.00 1.00 1.00 0.891 1.00 1.00 1.00 24.03 546.0 1,924.7 3.10 35.2 238.5 +D+S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.500 0.260 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 54.06 1,228.6 2,459.4 6.98 79.3 304.8 +D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.430 0.224 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 46.55 1,057.9 2,459.4 6.01 68.3 304.8 +0.60D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.096 0.050 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 14.42 327.6 3,421.7 1.86 21.1 424.0 +1.140D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.182 0.095 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 27.39 622.5 3,421.7 3.53 40.2 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.2.14 DESCRIPTION: 1-24 Maximum Forces & Stresses for Load Combinations Project File: _enercalc trib_210208.ec6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.326 0.170 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 49.07 1,115.3 3,421.7 6.33 72.0 424.0 +0.460D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.073 0.038 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 11.05 251.2 3,421.7 1.43 16.2 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.8247 15.613 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.975 6.975 Max Upward from Load Combinations 6.975 6.975 Max Upward from Load Cases 3.875 3.875 D Only 3.100 3.100 +D+S 6.975 6.975 +D+0.750S 6.006 6.006 +0.60D 1.860 1.860 S Only 3.875 3.875 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-24 WIND 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - PrII 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 5.5x24 Span = 31.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 10.0 ft, (ROOF(solar)) Uniform Load : W =-0.0320 ksf, Tributary Width = 10.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.444 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb: Actual = 1,092.03 psi fv: Actual = 70.45 psi F'b = 2,459.38 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 15.448ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.586 in Ratio = 634 > 360 Span: 1 : -W Max Upward Transient Deflection -0.586 in Ratio = 634 > 360 Span: 1 : W Only Max Downward Total Deflection 0.733 in Ratio = 507 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.187 in Ratio = 1991 > 240 Span: 1 : +0.60D+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios M oment VaFues Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.213 0.111 0.90 1.00 1.00 1.00 0.891 1.00 1.00 1.00 18.02 409.5 1,924.7 2.33 26.4 238.5 +D+S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.444 0.231 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 48.05 1,092.0 2,459.4 6.20 70.5 304.8 +D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.375 0.195 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 40.54 921.4 2,459.4 5.23 59.4 304.8 +D+0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.043 0.017 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 5.05 114.7 2,637.6 0.65 7.4 424.0 +D-0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-24 WIND Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b Length = 31.0 ft 1 0.273 0.142 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 41.08 933.7 3,421.7 +D+0.450W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.005 0.002 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.72 16.4 3,421.7 +D-0.450W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.235 0.122 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 35.32 802.6 3,421.7 +D+0.750S+0.450W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.154 0.080 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 23.24 528.3 3,421.7 +D+0.750S-0.45OW 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.384 0.200 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 57.84 1,314.5 3,421.7 +0.60D+0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.106 0.042 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 12.25 278.5 2,637.6 +0.60D-0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.225 0.117 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 33.87 769.9 3,421.7 +1.140D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.136 0.071 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 20.54 466.8 3,421.7 +1.105D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.282 0.147 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 42.43 964.4 3,421.7 +0.460D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 Length = 31.0 ft 1 0.055 0.029 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 8.29 188.4 3,421.7 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.7327 15.552 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.200 6.200 Max Upward from Load Combinations 6.200 6.200 Max Upward from Load Cases 3.875 3.875 Max Downward from all Load Conditio -4.960 -4.960 Max Downward from Load Combinations -1.581 -1.581 Max Downward from Load Cases (Resis -4.960 -4.960 D Only 2.325 2.325 +D+S 6.200 6.200 +D+0.750S 5.231 5.231 +D+0.60W -0.651 -0.651 +D-0.60 W 5.301 5.301 +D+0.450W 0.093 0.093 +D-0.450W 4.557 4.557 +0.60D+0.60W -1.581 -1.581 +0.60D-0.60W 4.371 4.371 +0.60D 1.395 1.395 S Only 3.875 3.875 W Only -4.960 -4.960 -W 4.960 4.960 Z5 ear Values V fv F'v 5.30 60.2 424.0 0.00 0.0 0.0 0.09 1.1 424.0 0.00 0.0 0.0 4.56 51.8 424.0 0.00 0.0 0.0 3.00 34.1 424.0 0.00 0.0 0.0 7.46 84.8 424.0 0.00 0.0 0.0 1.58 18.0 424.0 0.00 0.0 0.0 4.37 49.7 424.0 0.00 0.0 0.0 2.65 30.1 424.0 0.00 0.0 0.0 5.48 62.2 424.0 0.00 0.0 0.0 1.07 12.2 424.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-25 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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 5.5x24 Span = 31.0 ft E : Modulus of Elasticity Ebend-xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF(solar)) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.400. 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb: Actual = 982.84 psi fv: Actual = 63.41 psi F'b = 2,459.38 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 15.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.367 in Ratio = 1014 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.660 in Ratio = 563 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear a ues Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.227 0.118 0.90 1.00 1.00 1.00 0.891 1.00 1.00 1.00 19.22 436.8 1,924.7 2.48 28.2 238.5 +D+S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.400 0.208 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 43.25 982.8 2,459.4 5.58 63.4 304.8 +D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.344 0.179 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 37.24 846.3 2,459.4 4.81 54.6 304.8 +0.60D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.077 0.040 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 11.53 262.1 3,421.7 1.49 16.9 424.0 +1.140D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.146 0.076 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 21.91 498.0 3,421.7 2.83 32.1 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.2.14 DESCRIPTION: 1-25 Maximum Forces & Stresses for Load Combinations Project File: _enercalc trib_210208.ec6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.261 0.136 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 39.26 892.2 3,421.7 5.07 57.6 424.0 +0.460D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.059 0.031 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 8.84 200.9 3,421.7 1.14 13.0 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6597 15.613 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.580 5.580 Max Upward from Load Combinations 5.580 5.580 Max Upward from Load Cases 3.100 3.100 D Only 2.480 2.480 +D+S 5.580 5.580 +D+0.750S 4.805 4.805 +0.60D 1.488 1.488 S Only 3.100 3.100 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-25 WIND 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - PrII 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 5.5x24 Span = 31.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF(solar)) Uniform Load : W =-0.03150 ksf, Tributary Width = 8.0 ft, (WIND) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.355- 1 Maximum Shear Stress Ratio = 0.185 : 1 Section used for this span 5.5x24 Section used for this span 5.5x24 fb: Actual = 873.63 psi fv: Actual = 56.36 psi F'b = 2,459.38 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 15.448ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.462 in Ratio = 805 > 360 Span: 1 : -W Max Upward Transient Deflection -0.462 in Ratio = 805 > 360 Span: 1 : W Only Max Downward Total Deflection 0.586 in Ratio = 634 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.145 in Ratio = 2564 -240 Span: 1 : +0.60D+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.170 0.089 0.90 1.00 1.00 1.00 0.891 1.00 1.00 1.00 14.41 327.6 1,924.7 1.86 21.1 238.5 +D+S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.355 0.185 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 38.44 873.6 2,459.4 4.96 56.4 304.8 +D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.300 0.156 1.15 1.00 1.00 1.00 0.891 1.00 1.00 1.00 32.43 737.1 2,459.4 4.19 47.6 304.8 +D+0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.032 0.013 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 3.75 85.2 2,637.6 0.48 5.5 424.0 +D-0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-25 WIND Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v Length = 31.0 ft 1 0.216 0.113 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 32.58 740.4 3,421.7 4.20 47.8 424.0 +D+0.450W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.005 0.003 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.79 18.0 3,421.7 0.10 1.2 424.0 +D-0.450W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.186 0.097 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 28.04 637.2 3,421.7 3.62 41.1 424.0 +D+0.750S+0.450W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.125 0.065 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 18.81 427.5 3,421.7 2.43 27.6 424.0 +D+0.750S-0.45OW 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.306 0.159 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 46.06 1,046.7 3,421.7 5.94 67.5 424.0 +0.60D+0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.082 0.033 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 9.51 216.2 2,637.6 1.23 14.0 424.0 +0.60D-0.60W 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.178 0.093 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 26.81 609.4 3,421.7 3.46 39.3 424.0 +1.140D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.109 0.057 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 16.43 373.5 3,421.7 2.12 24.1 424.0 +1.105D+0.750S 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.225 0.117 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 33.95 771.5 3,421.7 4.38 49.8 424.0 +0.460D 1.00 1.00 1.00 0.891 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 31.0 ft 1 0.044 0.023 1.60 1.00 1.00 1.00 0.891 1.00 1.00 1.00 6.63 150.7 3,421.7 0.86 9.7 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.5862 15.552 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases Max Downward from all Load Conditio Max Downward from Load Combinations Max Downward from Load Cases (Resis D Only +D+S +D+0.750S +D+0.60W +D-0.60 W +D+0.450 W +D-0.450W +0.60D+0.60W +0.60D-0.60W +0.60D S Only W Only -W Support notation : Far left is #1 Support 1 Support 2 4.960 4.960 4.960 4.960 3.100 3.100 -3.906 -3.906 -1.228 -1.228 -3.906 -3.906 1.860 1.860 4.960 4.960 4.185 4.185 -0.484 -0.484 4.204 4.204 0.102 0.102 3.618 3.618 -1.228 -1.228 3.460 3.460 1.116 1.116 3.100 3.100 -3.906 -3.906 3.906 3.906 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-25R Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 15.75 ft ( Used for non -slender calculations) Wood Species iLevel Truss Joist Wood Grade Parallam PSL 1.8E Fb + 2,400.0 psi Fv Fb - 2,400.0 psi Ft Fc - PrII 2,500.0 psi Density Fc - Perp 425.0 psi E : Modulus of Elasticity ... x-x Bending 190.0 psi 1,755.0 psi 45.070 pcf y-y Bending 1,800.0 914.88 Wood Section Name 5.25x5.25 Wood Grading/Manuf. Trus Joist Wood Member Type Parallam PSL Exact Width 5.250 in Allow Stress Modification Factors Exact Depth 5.250 in Cf or Cv for Bending 1.0 Area 27.563 inA2 Cf or Cv for Compressio 1.0 Ix 63.308 inA4 Cf or Cv for Tension 1.0 ly 63.308 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Faci 1.0 Cfu : Flat Use Factor 1.0 Axial Kf :Built-up columns 1.0 NDS 15.3.2 1,800.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 15.75 plied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included : 135.873 Ibs * Dead Load Factor AXIAL LOADS ... 1-25R: Axial Load at 15.750 ft, D = 2.480, S = 3.10, W = 3.910 k BENDING LOADS ... WIND BEAM: Lat. Point Load at 10.750 ft creating Mx-x, W =-2.210, E = -0.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9442 : 1 Load Combination +D+0.60W Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 10.782 ft At maximum location values are . Applied Axial 4.962 k Applied Mx -4.496 k-ft Applied My 0.0 k-ft Fc: Allowable 570.77 psi PASS Maximum Shear Stress Ratio = 0.1620: 1 Load Combination +D+0.60W Location of max.above base 15.750 ft Applied Design Shear 49.254 psi Allowable Shear 304.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions. . Top along Y-1� 1.508 k Bottom along Y-Y 0.7016 k Top along X-} 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y -2.295 in at 8.668 ft above base for load combination: W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendina Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.250 0.1690 PASS 0.0 ft 0.0 PASS 15.750 ft +D+S 1.150 0.197 0.3662 PASS 0.0 ft 0.0 PASS 15.750 ft +D+0.750S 1.150 0.197 0.3165 PASS 0.0 ft 0.0 PASS 15.750 ft +D+0.60W 1.600 0.143 0.9442 PASS 10.782ft 0.1620 PASS 15.750 ft +D+0.450W 1.600 0.143 0.6789 PASS 10.782ft 0.1215 PASS 15.750 ft +D+0.750S+0.450W 1.600 0.143 0.9334 PASS 10.782ft 0.1215 PASS 15.750 ft +0.60D+0.60W 1.600 0.143 0.8334 PASS 10.782ft 0.1620 PASS 15.750 ft +D+0.70E 1.600 0.143 0.2115 PASS 10.782ft 0.04277 PASS 15.750 ft +D+0.750S+0.5250E 1.600 0.143 0.3141 PASS 0.1057ft 0.03207 PASS 15.750 ft Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-25R Load Combination Results Load Combination +0.60D+0.70E Maximum Reactions Maximum Axial + Bending Stress Ratio C D C P Stress Ratio Status Location 1.600 0.143 0.1805 PASS 10.782 ft X-X Axis Reaction k Load Combination @ Base @ Top D Only +D+S +D+0.750S +D+0.60W +D+0.450W +D+0.750S+0.450W +0.60D+0.60W +D+0.70E +D+0.750S+0.5250E +0.60D+0.70E S Only W Only E Only Maximum Deflections for Load Combinations Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base 2.616 5.716 4.941 -0.421 -0.905 4.962 -0.316 -0.679 4.375 -0.316 -0.679 6.700 -0.421 -0.905 3.916 -0.111 -0.239 2.616 -0.083 -0.179 4.941 -0.111 -0.239 1.570 3.100 -0.702 -1.508 3.910 -0.159 -0.341 s Maximum Shear Ratios Stress Ratio Status Location 0.04277 PASS 15.750 ft Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Loaa (:OmDlnation Hoax. X-X uenection uistance max. Y-Y uenection uistance DOnly 0.0000in 0.000ft 0.000in 0.000ft +D+S 0.0000in 0.000ft 0.000in 0.000ft +D+0.750S 0.0000in 0.000ft 0.000in 0.000ft +D+0.60W 0.0000in 0.000ft -1.377in 8.668ft +D+0.450W 0.0000in 0.000ft -1.033in 8.668ft +D+0.750S+0.450W 0.0000in 0.000ft -1.033in 8.668ft +0.60D+0.60W 0.0000in 0.000ft -1.377in 8.668ft +D+0.70E 0.0000in 0.000ft -0.363in 8.668ft +D+0.750S+0.5250E 0.0000in 0.000ft -0.273in 8.668ft +0.60D+0.70E 0.0000in 0.000ft -0.363in 8.668ft SOnly 0.0000in 0.000ft 0.000in 0.000ft W Only 0.0000in 0.000ft -2.295in 8.668ft EOnly 0.0000in 0.000ft -0.519in 8.668ft Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-25R Sketches C N LO 5.250 in +X am B.40ak 8.480k Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-26 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(3.1) S(3.88) D(3.1) S(3.88) D(0.015) S(0.025) D(0.02) (0.025) 5.5x18 Span =19.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF(solar)) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF) Point Load : D = 3.10, S = 3.880 k @ 9.50 ft, (1-24R) Point Load : D = 3.10, S = 3.880 k @ 19.0 ft, (1-24R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.562 1 Maximum Shear Stress Ratio Section used for this span 5.5x18 Section used for this span fb: Actual = 1,494.57 psi fv: Actual F'b = 2,658.15 psi F'v Load Combination +D+S Load Combination Location of maximum on span = 9.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.231 in Ratio = 987 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.412 in Ratio = 553 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max S_tre_s_sTZatios Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr D Only Length = 19.0 ft 1 0.317 0.317 0.90 1.00 1.00 1.00 0.963 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 0.963 1.00 1.00 1.00 Length = 19.0 ft 1 0.562 0.561 1.15 1.00 1.00 1.00 0.963 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 0.963 1.00 1.00 1.00 Length = 19.0 ft 1 0.484 0.482 1.15 1.00 1.00 1.00 0.963 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 0.963 1.00 1.00 1.00 Length = 19.0 ft 1 0.107 0.107 1.60 1.00 1.00 1.00 0.963 1.00 1.00 1.00 0.561 : 1 5.5x18 170.87 psi 304.75 psi +D+S 19.000 ft = Span # 1 omes M fb F'b 0.0 16.30 658.8 2,080.3 0.0 36.99 1,494.6 2,658.2 0.0 31.82 1,285.6 2,658.2 0.0 9.78 395.3 3,698.3 Shear Values V fv F'v 0.00 0.0 0.0 4.98 75.5 238.5 0.00 0.0 0.0 11.28 170.9 304.8 0.00 0.0 0.0 9.70 147.0 304.8 0.00 0.0 0.0 2.99 45.3 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-26 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shea-r afues Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v +1.140D 1.00 1.00 1.00 0.963 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.0 ft 1 0.203 0.203 1.60 1.00 1.00 1.00 0.963 1.00 1.00 1.00 18.59 751.0 3,698.3 5.68 86.1 424.0 +1.105D+0.750S 1.00 1.00 1.00 0.963 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.0 ft 1 0.366 0.365 1.60 1.00 1.00 1.00 0.963 1.00 1.00 1.00 33.53 1,354.8 3,698.3 10.23 155.0 424.0 +0.460D 1.00 1.00 1.00 0.963 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.0 ft 1 0.082 0.082 1.60 1.00 1.00 1.00 0.963 1.00 1.00 1.00 7.50 303.0 3,698.3 2.29 34.7 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4123 9.569 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.298 11.278 Max Upward from Load Combinations 4.298 11.278 Max Upward from Load Cases 2.415 6.295 D Only 1.883 4.983 +D+S 4.298 11.278 +D+0.750S 3.694 9.704 +0.60D 1.130 2.990 S Only 2.415 6.295 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-26 WIND 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - PrII 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(3.1) S(3. 8) W(6.51) D(3.1) S(3. 8) W(-6.51) D(0.01 ) S(0.025) D(0.0 ) S(0.025) 5.5x 18 Span = 19.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF(solar)) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF) Point Load : D = 3.10, S = 3.880, W = -6.510 k @ 9.50 ft, (1-24R) Point Load : D = 3.10, S = 3.880, W = -6.510 k @ 19.0 ft, (1-24R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.605: 1 Maximum Shear Stress Ratio = 0.548 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb: Actual = 1,602.96 psi fv: Actual = 167.13 psi F'b = 2,651.26 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.522ft Location of maximum on span = 19.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.391 in Ratio = 599 > 360 Span: 1 : -W Max Upward Transient Deflection -0.391 in Ratio = 599 > 360 Span: 1 : W Only Max Downward Total Deflection 0.477 in Ratio = 491 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.108 in Ratio = 2157 > 240 Span: 1 : +0.60D+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max S_tre_s_sTZatios Moment Values ear a ues Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.341 0.310 0.90 1.00 1.00 1.00 0.961 1.00 1.00 1.00 17.49 706.6 2,074.9 4.87 73.8 238.5 +D+S 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.605 0.548 1.15 1.00 1.00 1.00 0.961 1.00 1.00 1.00 39.67 1,603.0 2,651.3 11.03 167.1 304.8 +D+0.750S 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.520 0.472 1.15 1.00 1.00 1.00 0.961 1.00 1.00 1.00 34.13 1,378.9 2,651.3 9.49 143.8 304.8 +D+0.60W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.035 0.030 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 2.45 99.1 2,843.4 0.85 12.9 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-26 WIND Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v +D-0.60W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.410 0.378 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 37.43 1,512.4 3,688.7 10.58 160.3 424.0 +D+0.450W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.028 0.021 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 2.53 102.3 3,688.7 0.59 8.9 424.0 +D-0.450W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.355 0.327 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 32.45 1,310.9 3,688.7 9.15 138.7 424.0 +D+0.750S+0.450W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.210 0.186 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 19.17 774.6 3,688.7 5.21 78.9 424.0 +D+0.750S-0.45OW 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.538 0.492 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 49.08 1,983.2 3,688.7 13.77 208.7 424.0 +0.60D+0.60W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.134 0.100 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 9.45 381.7 2,843.4 2.80 42.4 424.0 +0.60D-0.60W 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.333 0.308 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 30.44 1,229.7 3,688.7 8.63 130.8 424.0 +1.140D 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.218 0.198 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 19.94 805.6 3,688.7 5.55 84.2 424.0 +1.105D+0.750S 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.394 0.357 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 35.96 1,453.1 3,688.7 10.00 151.5 424.0 +0.460D 1.00 1.00 1.00 0.961 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 19.50 ft 1 0.088 0.080 1.60 1.00 1.00 1.00 0.961 1.00 1.00 1.00 8.05 325.1 3,688.7 2.24 34.0 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4765 9.783 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.587 11.030 Max Upward from Load Combinations 4.587 11.030 Max Upward from Load Cases 2.577 6.158 Max Downward from all Load Conditio -3.505 -9.515 Max Downward from Load Combinations -0.897 -2.786 Max Downward from Load Cases (Resis -3.505 -9.515 D Only 2.010 4.872 +D+S 4.587 11.030 +D+0.750S 3.943 9.491 +D+0.60W -0.093 -0.837 +D-0.60 W 4.114 10.581 +D+0.450W 0.433 0.590 +D-0.450W 3.588 9.154 +0.60D+0.60W -0.897 -2.786 +0.60D-0.60W 3.310 8.632 +0.60D 1.206 2.923 S Only 2.577 6.158 W Only -3.505 -9.515 -W 3.505 9.515 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-27 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species DF/DF Fc - Perp Wood Grade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2.48 S(3.1) D(0.015) S(0.025) D(0.02) S(0.025) 5.5x18 Span = 18250 ft 2,400.0 psi E : Modulus of Elasticity 1,850.0psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend - xx 950.Oksi 650.0 psi Ebend- yy 1,600.Oksi 265.0 psi Eminbend - yy 850.Oksi 1,100.0psi Density 31.210pcf D(2.48 S(3.1) Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF(solar)) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF) Point Load : D = 2.480, S = 3.10 k @ 5.0 ft, (1-25R) Point Load : D = 2.480, S = 3.10 k @ 13.0 ft, (1-25R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.48T 1 Maximum Shear Stress Ratio = 0.320 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb: Actual = 1,299.82 psi fv: Actual = 97.46 psi F'b = 2,668.88 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.010ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.240 in Ratio = 913 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.429 in Ratio = 510 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Valdes Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.274 0.180 0.90 1.00 1.00 1.00 0.967 1.00 1.00 1.00 14.18 573.1 2,088.7 2.83 42.9 238.5 +D+S 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.487 0.320 1.15 1.00 1.00 1.00 0.967 1.00 1.00 1.00 32.17 1,299.8 2,668.9 6.43 97.5 304.8 +D+0.750S 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.419 0.275 1.15 1.00 1.00 1.00 0.967 1.00 1.00 1.00 27.67 1,118.1 2,668.9 5.53 83.8 304.8 +0.60D 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.093 0.061 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 8.51 343.8 3,713.2 1.70 25.8 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-27 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v +1.140D 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.176 0.115 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 16.17 653.3 3,713.2 3.23 48.9 424.0 +1.105D+0.750S 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.317 0.208 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 29.16 1,178.3 3,713.2 5.83 88.3 424.0 +0.460D 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.071 0.047 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 6.52 263.6 3,713.2 1.30 19.7 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4290 9.156 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+S +D+0.750S +0.60D S Only Support 1 Support 2 6.432 6.27E 6.432 6.27E 3.599 3.514 2.833 2.76E 6.432 6.27E 5.532 5.401 1.700 1.65E 3.599 3.514 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-27 WIND 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 + Load Combination ASCE 7-16 Fb - Fc - PrII Wood Species DF/DF Fc - Perp Wood Grade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2.48) S(3.1) W(-5.21) D(0.015) S(0.025) D(0.02) S(0.025) 5.5x18 Span = 18250 ft 2,400.0 psi E : Modulus of Elasticity 1,850.0psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend - xx 950.Oksi 650.0 psi Ebend- yy 1,600.Oksi 265.0 psi Eminbend - yy 850.Oksi 1,100.0psi Density 31.210pcf D(2.48) S(3.1) W(-5.21) Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF(solar)) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF) Point Load : D = 2.480, S = 3.10, W = -5.210 k @ 5.0 ft, (1-25R) Point Load : D = 2.480, S = 3.10, W = -5.210 k @ 13.0 ft, (1-25R) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.48T 1 Maximum Shear Stress Ratio = 0.320 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb: Actual = 1,299.82 psi fv: Actual = 97.46 psi F'b = 2,668.88 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.010ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.359 in Ratio = 609 > 360 Span: 1 : -W Max Upward Transient Deflection -0.359 in Ratio = 609 > 360 Span: 1 : W Only Max Downward Total Deflection 0.429 in Ratio = 510 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.102 in Ratio = 2148 > 240 Span: 1 : +0.60D+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max S_tre_s_sTZatios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.274 0.180 0.90 1.00 1.00 1.00 0.967 1.00 1.00 1.00 14.18 573.1 2,088.7 2.83 42.9 238.5 +D+S 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.487 0.320 1.15 1.00 1.00 1.00 0.967 1.00 1.00 1.00 32.17 1,299.8 2,668.9 6.43 97.5 304.8 +D+0.750S 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.419 0.275 1.15 1.00 1.00 1.00 0.967 1.00 1.00 1.00 27.67 1,118.1 2,668.9 5.53 83.8 304.8 +D+0.60W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.030 0.018 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 2.15 86.9 2,862.3 0.51 7.7 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-27 WIND Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v +D-0.60W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.329 0.214 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 30.27 1,223.1 3,713.2 6.00 90.9 424.0 +D+0.450W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.023 0.016 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 2.15 86.9 3,713.2 0.46 6.9 424.0 +D-0.450W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.286 0.186 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 26.25 1,060.4 3,713.2 5.21 78.9 424.0 +D+0.750S+0.450W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.170 0.113 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 15.64 631.8 3,713.2 3.16 47.8 424.0 +D+0.750S-0.45OW 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.432 0.283 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 39.73 1,605.1 3,713.2 7.91 119.8 424.0 +0.60D+0.60W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.110 0.056 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 7.76 313.7 2,862.3 1.57 23.8 424.0 +0.60D-0.60W 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.268 0.174 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 24.62 994.6 3,713.2 4.87 73.8 424.0 +1.140D 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.176 0.115 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 16.17 653.3 3,713.2 3.23 48.9 424.0 +1.105D+0.750S 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.317 0.208 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 29.16 1,178.3 3,713.2 5.83 88.3 424.0 +0.460D 1.00 1.00 1.00 0.967 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.071 0.047 1.60 1.00 1.00 1.00 0.967 1.00 1.00 1.00 6.52 263.6 3,713.2 1.30 19.7 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4290 9.156 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.432 6.279 Max Upward from Load Combinations 6.432 6.279 Max Upward from Load Cases 3.599 3.514 Max Downward from all Load Conditio -5.281 -5.139 Max Downward from Load Combinations -1.469 -1.424 Max Downward from Load Cases (Resis -5.281 -5.139 D Only 2.833 2.765 +D+S 6.432 6.279 +D+0.750S 5.532 5.401 +D+0.60W -0.335 -0.318 +D-0.60W 6.002 5.849 +D+0.450W 0.457 0.453 +D-0.450W 5.210 5.078 +0.60D+0.60W -1.469 -1.424 +0.60D-0.60W 4.869 4.742 +0.60D 1.700 1.659 S Only 3.599 3.514 W Only -5.281 -5.139 -W 5.281 5.139 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-28(a) 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 D(0.1350) S(0.2250) D(0.1350) S(0.2250) W14x38 Span = 4.50 ft Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 9.0 ft, (ROOF) W14x38 Span = 15.0 ft Service loads entered. Load Factors will be applied for calculations Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 9.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.055 : 1 Maximum Shear Stress Ratio = 0.034 Section used for this span W14x38 Section used for this span W14x38 Ma: Applied 8.384 k-ft Va : Applied 2.943 k Mn / Omega: Allowable 153.443 k-ft Vn/Omega : Allowable 87.420 k Load Combination +D+S Load Combination +D+S Location of maximum on span 4.500 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 9,933 > 360 Span: 2: S Only Max Upward Transient Deflection -0.012 in Ratio = 8,770 > 360 Span: 2: S Only Max Downward Total Deflection 0.029 in Ratio = 6208 > 240. Span: 2: +D+S Max Upward Total Deflection -0.020 in Ratio = 5482 > 240. Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination a Ratios Summary ot Moment Values Summary ot bhear Va ues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 4.50 ft 1 0.009 0.013 -1.37 1.37 256.25 153.44 1.00 1.00 1.10 131.13 87.42 Dsgn. L = 15.00 ft 2 0.020 0.013 3.14 -1.37 3.14 256.25 153.44 1.00 1.00 1.10 131.13 87.42 +D+S Dsgn. L = 4.50 ft 1 0.024 0.034 -3.65 3.65 256.25 153.44 1.00 1.00 2.94 131.13 87.42 Dsgn. L = 15.00 ft 2 0.055 0.034 8.38 -3.64 8.38 256.25 153.44 1.00 1.00 2.94 131.13 87.42 +D+0.750S Dsgn. L = 4.50 ft 1 0.020 0.028 -3.08 3.08 256.25 153.44 1.00 1.00 2.48 131.13 87.42 Dsgn. L = 15.00 ft 2 0.046 0.028 7.07 -3.08 7.07 256.25 153.44 1.00 1.00 2.48 131.13 87.42 +0.60 D Dsgn. L = 4.50 ft 1 0.005 0.008 -0.82 0.82 256.25 153.44 1.00 1.00 0.66 131.13 87.42 Dsgn. L = 15.00 ft 2 0.012 0.008 1.89 -0.82 1.89 256.25 153.44 1.00 1.00 0.66 131.13 87.42 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 -0.0197 0.000 +D+S 2 0.0290 7.800 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: _enercalc trib_210208.ec6 DESCRIPTION: 1-28(a) Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 4.563 2.457 Max Upward from Load Combinations 4.563 2.457 Max Upward from Load Cases 2.852 1.536 D Only 1.711 0.921 +D+S 4.563 2.457 +D+0.750S 3.850 2.073 +0.60D 1.027 0.553 S Only 2.852 1.536 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20 DESCRIPTION: 1-29 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 D(0.05250) S(0.08750) D(0.09750) S(0.1625) C12x25 Span = 30.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 6.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 4.50 -->> 30.50 ft, Tributary Width = 3.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.230 : 1 Maximum Shear Stress Ratio = C12x25 Section used for this span 16.893 k-ft Va : Applied 73.353 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.428 in Ratio = 855 > 360 0.000 in Ratio = 0 <360 Span: 1 : S Only 0.685 in Ratio = 534 >=240. Span: 1 : +D+S 0.000 in Ratio = 0 <240.0 0.032 : 1 C12x25 2.635 k 83.425 k +D+S 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress ate S ummary o oment Vas S ummary o ear Val Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 30.41 ft 1 0.086 0.012 6.33 6.33 122.50 73.35 1.00 1.00 Dsgn. L = 0.09 ft 1 0.001 0.010 0.07 0.07 122.50 73.35 1.00 1.00 +D+S Dsgn. L = 30.41 ft 1 0.230 0.032 16.89 16.89 122.50 73.35 1.00 1.00 Dsgn. L = 0.09 ft 1 0.003 0.026 0.19 0.19 122.50 73.35 1.00 1.00 +D+0.750S Dsgn. L = 30.41 ft 1 0.194 0.027 14.25 14.25 122.50 73.35 1.00 1.00 Dsgn. L = 0.09 ft 1 0.002 0.022 0.16 0.16 122.50 73.35 1.00 1.00 +0.60 D Dsgn. L = 30.41 ft 1 0.052 0.007 3.80 3.80 122.50 73.35 1.00 1.00 Dsgn. L = 0.09 ft 1 0.001 0.006 0.04 0.04 122.50 73.35 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.6848 15.163 0.99 139.32 83.43 0.82 139.32 83.43 2.64 139.32 83.43 2.17 139.32 83.43 2.22 139.32 83.43 1.84 139.32 83.43 0.59 139.32 83.43 0.49 139.32 83.43 Max. "+" Defl Location in Span [I) �IIIIIII�1) �IIIII Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-29 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.635 2.175 Max Upward from Load Combinations 2.635 2.175 Max Upward from Load Cases 1.647 1.359 D Only 0.988 0.816 +D+S 2.635 2.175 +D+0.750S 2.223 1.835 +0.60D 0.593 0.489 S Only 1.647 1.359 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-31 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 + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - PrII 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.15) S(0.25) 2-2x6 Span =3.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, TributaryWidth = 10.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.281: 1 Maximum Shear Stress Ratio = 0.222 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 357.02 psi fv: Actual = 38.22 psi F'b = 1,270.75 psi F'v = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 4247 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.014 in Ratio = 2654 -240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.135 0.106 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.17 133.9 994.5 0.16 14.3 135.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.281 0.222 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.45 357.0 1,270.8 0.42 38.2 172.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.237 0.187 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.38 301.2 1,270.8 0.35 32.2 172.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.045 0.036 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.10 80.3 1,768.0 0.09 8.6 240.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-31 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0136 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.600 0.600 Max Upward from Load Combinations 0.600 0.600 Max Upward from Load Cases 0.375 0.375 D Only 0.225 0.225 +D+S 0.600 0.600 +D+0.750S 0.506 0.506 +0.60D 0.135 0.135 S Only 0.375 0.375 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-32 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 Load Combination ASCE 7-16 Fb - 900.0 psi Fc - PrII 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 .03) D(0.03 E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi D(0.15) S(0.25) D(0.1725) S(0.2875) 4x12 Span = 5.250 ft 4x12 Span = 8.250 ft Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 10.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.50 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.446. 1 Maximum Shear Stress Ratio = 0.359 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 507.73 psi fv: Actual = 74.22 psi F'b = 1,138.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.250ft Location of maximum on span = 5.250ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio = 3914 > 360 Span: 2: S Only Max Upward Transient Deflection -0.003 in Ratio = 24220 -360 Span: 1 : S Only Max Downward Total Deflection 0.043 in Ratio = 2299 -240 Span: 2: +D+S Max Upward Total Deflection -0.004 in Ratio = 14388 -240 Span: 1 : +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max tress Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr D Only Length = 5.250 ft 1 0.236 0.189 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 8.250 ft 2 0.236 0.189 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 5.250 ft 1 0.446 0.359 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 8.250 ft 2 0.446 0.359 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 1.29 210.3 891.0 0.81 30.7 162.0 1.29 210.3 891.0 0.81 30.7 162.0 0.0 0.00 0.0 0.0 3.12 507.7 1,138.5 1.95 74.2 207.0 3.12 507.7 1.138.5 1.95 74.2 207.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-32 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr +D+0.750S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 5.250 ft 1 0.381 0.306 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 8.250 ft 2 0.381 0.306 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 +0.60 D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 5.250 ft 1 0.080 0.064 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Length = 8.250 ft 2 0.080 0.064 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 1 0.0000 0.000 +D+S +D+S 2 0.0430 4.563 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+S +D+0.750S +0.60D S Only Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 2.67 433.4 1,138.5 1.66 63.3 207.0 2.67 433.4 1,138.5 1.66 63.3 207.0 0.0 0.00 0.0 0.0 0.78 126.2 1,584.0 0.48 18.4 288.0 0.78 126.2 1,584.0 0.48 18.4 288.0 Support notation : Far left is #1 Support 1 Support 2 Support 3 0.534 4.124 1.643 0.534 4.124 1.643 0.308 2.412 0.964 0.226 1.711 0.678 0.534 4.124 1.643 0.457 3.521 1.402 0.136 1.027 0.407 0.308 2.412 0.964 Max. "+" Defl Location in Span -0.0044 3.872 0.0000 3.872 Values in KIPS Steel Beam LIC# : KW-06017385, Build:20.2 DESCRIPTION: 1-33 Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( )CTl1RAI RN HTIMS, (r. FNFRCAI C INC 1983-90 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 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Minor Axis Bending -0.1422 W 14x30 Span = 19.0 ft Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W =-0.02370 ksf, Tributary Width = 6.0 ft, (wind; Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations DESIGN SUMMARY •11111111 Maximum Bending Stress Ratio = 0.172 : 1 Maximum Shear Stress Ratio = 0.008 : 1 Section used for this span W14x30 Section used for this span W14x30 Ma: Applied 3.850 k-ft Va : Applied 0.8105 k Mn / Omega: Allowable 22.430 k-ft Vn/Omega : Allowable 103.642 k Load Combination +0.60W Load Combination +0.60W 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 Span: 1 : +0.420W Max Upward Transient Deflection -0.309 in Ratio = 736 > 360 Max Downward Total Deflection 0.000 in Ratio = 0 <240.0 Max Upward Total Deflection -0.442 in Ratio = 516 > 240. Span: 1 :+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ra los teary of Moment Values Summary o ear a ues Segment Length Span # M V Mmax + Mmax - Ma Max Mny Mny/Omega Cb Rm Va Max VnyVny/Omega Dsgn. L = 19.00 ft 1 0.000 37.46 22.43 1.00 1.00 -0.00 155.46 103.64 +0.60W Dsgn. L = 19.00 ft 1 0.172 0.008 -3.85 3.85 37.46 22.43 1.00 1.00 0.81 155.46 103.64 +0.450 W Dsgn. L = 19.00 ft 1 0.129 0.006 -2.89 2.89 37.46 22.43 1.00 1.00 0.61 155.46 103.64 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +0.60W -0.4422 9.554 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Downward from all Load Conditions (Resi -1.351 -1.351 Max Downward from Load Combinations (Res! -0.811 -0.811 Max Downward from Load Cases (Resisting U -1.351 -1.351 +0.60W -0.811 -0.811 +0.450W -0.608 -0.608 W Only -1.351 -1.351 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-34 (a) 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 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending 1875) S(0.3125 W14x38 Span = 2.250 ft Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 12.50 ft, (ROOF) 1875 W14x38 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi 3125) Span = 11.0 ft Service loads entered. Load Factors will be applied for calculations Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 12.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.045 : 1 Maximum Shear Stress Ratio = 0.033 Section used for this span W14x38 Section used for this span W14x38 Ma: Applied 6.943 k-ft Va : Applied 2.865 k Mn / Omega: Allowable 153.443 k-ft Vn/Omega : Allowable 87.420 k Load Combination +D+S Load Combination +D+S Location of maximum on span 2.250 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 15,815 > 360 Span: 2: S Only Max Upward Transient Deflection -0.005 in Ratio = 11,088 > 360 Span: 2: S Only Max Downward Total Deflection 0.013 in Ratio = 9885 > 240. Span: 2: +D+S Max Upward Total Deflection -0.008 in Ratio = 6931 > 240. Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination a Ratios Summary of Moment Values Summary ot bhear Va ues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 2.25 ft 1 0.003 0.012 -0.47 0.47 256.25 153.44 1.00 1.00 1.07 131.13 87.42 Dsgn. L = 11.00 ft 2 0.017 0.012 2.60 -0.47 2.60 256.25 153.44 1.00 1.00 1.07 131.13 87.42 +D+S Dsgn. L = 2.25 ft 1 0.008 0.033 -1.27 1.27 256.25 153.44 1.00 1.00 2.87 131.13 87.42 Dsgn. L = 11.00 ft 2 0.045 0.033 6.94 -1.27 6.94 256.25 153.44 1.00 1.00 2.87 131.13 87.42 +D+0.750S Dsgn. L = 2.25 ft 1 0.007 0.028 -1.07 1.07 256.25 153.44 1.00 1.00 2.42 131.13 87.42 Dsgn. L = 11.00 ft 2 0.038 0.028 5.86 -1.07 5.86 256.25 153.44 1.00 1.00 2.42 131.13 87.42 +0.60 D Dsgn. L = 2.25 ft 1 0.002 0.007 -0.28 0.28 256.25 153.44 1.00 1.00 0.64 131.13 87.42 Dsgn. L = 11.00 ft 2 0.010 0.007 1.56 -0.28 1.56 256.25 153.44 1.00 1.00 0.64 131.13 87.42 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 -0.0078 0.000 +D+S 2 0.0134 5.588 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-34 (a) Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 3.990 2.635 Max Upward from Load Combinations 3.990 2.635 Max Upward from Load Cases 2.494 1.647 D Only 1.496 0.988 +D+S 3.990 2.635 +D+0.750S 3.367 2.223 +0.60D 0.898 0.593 S Only 2.494 1.647 Steel Beam LIC# : KW-06017385, Build:20.2 DESCRIPTION: 1-35 Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( )CTl1RAI RN HTIMS, (r. FNFRCAI C INC 1983-90 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 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending (0.1313) S(0.2188 HSS9x3x3/16 Span = 11 .250 ft 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 NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.750 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.205: 1 Section used for this span HSS9x3x3/16 Ma: Applied 5.537 k-ft Mn / Omega: Allowable 26.946 k-ft Load Combination +D+S Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span # 1 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 0.073 in Ratio= 1,858 > 360 0.000 in Ratio = 0 <360 Span: 1 : S Only 0.116 in Ratio = 1162 >=240. Span: 1 : +D+S 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations 0.037 : 1 HSS9x3x3/16 1.969 k 53.0 k +D+S 0.000 ft Span # 1 Load Combination Max Stress Ratios teary of Moment as u� Summary of Shear-Va-lues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 11.25 ft 1 0.077 0.014 2.08 2.08 45.00 26.95 1.00 1.00 0.74 88.51 53.00 +D+S Dsgn. L = 11.25 ft 1 0.205 0.037 5.54 5.54 45.00 26.95 1.00 1.00 1.97 88.51 53.00 +D+0.750S Dsgn. L = 11.25 ft 1 0.173 0.031 4.67 4.67 45.00 26.95 1.00 1.00 1.66 88.51 53.00 +0.60 D Dsgn. L = 11.25 ft 1 0.046 0.008 1.25 1.25 45.00 26.95 1.00 1.00 0.44 88.51 53.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.1162 5.657 Vertical Reactions Support notation : Far left is # Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.969 1.969 Max Upward from Load Combinations 1.969 1.969 Max Upward from Load Cases 1.230 1.230 D Only 0.738 0.738 +D+S 1.969 1.969 +D+0.750S 1.661 1.661 +0.60D 0.443 0.443 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-35 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 S Only 1.230 1.230 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-36 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 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending E C12x25 Span = 20.50 ft Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi lied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY •11111111 Maximum Bending Stress Ratio = 0.115 : 1 Maximum Shear Stress Ratio = 0.020 : 1 Section used for this span C12x25 Section used for this span C12x25 Ma: Applied 8.405 k-ft Va : Applied 1.640 k Mn / Omega: Allowable 73.353 k-ft Vn/Omega : Allowable 83.425 k Load Combination +D+S Load Combination +D+S Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.096 in Ratio = 2,573 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : S Only Max Downward Total Deflection 0.153 in Ratio = 1608 > 240. Span: 1 : +D+S Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios teary of Moment as u� Summary ot Shear-Va-lues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 20.50 ft 1 0.043 0.007 3.15 3.15 122.50 73.35 1.00 1.00 0.62 139.32 83.43 +D+S Dsgn. L = 20.50 ft 1 0.115 0.020 8.41 8.41 122.50 73.35 1.00 1.00 1.64 139.32 83.43 +D+0.750S Dsgn. L = 20.50 ft 1 0.097 0.017 7.09 7.09 122.50 73.35 1.00 1.00 1.38 139.32 83.43 +0.60 D Dsgn. L = 20.50 ft 1 0.026 0.004 1.89 1.89 122.50 73.35 1.00 1.00 0.37 139.32 83.43 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1529 10.309 0.0000 0.000 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.640 1.640 12.135 4.809 Max Upward from Load Combinations 1.640 1.640 12.135 4.809 Max Upward from Load Cases 1.025 1.025 12.135 4.809 Max Downward from all Load Conditions (Resi 12.135 4.809 Max Downward from Load Combinations (Resi 12.135 4.809 Max Downward from Load Cases (Resisting U 12.135 4.809 D Only 0.615 0.615 12.135 4.809 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-36 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 +D+S 1.640 1.640 12.135 4.809 +D+0.750S 1.384 1.384 12.135 4.809 +0.60D 0.369 0.369 12.135 4.809 S Only 1.025 1.025 12.135 4.809 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-38 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 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600ksi Fc - PrII 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir -Larch Wood Grade No.2 Fc - Perp 625 psi Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.08) S(0.1) 46 Span = 6.0 ft rL I Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.409. 1 Maximum Shear Stress Ratio = 0.174 :1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 550.84 psi fv: Actual = 35.94 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1905 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.068 in Ratio = 1058 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.232 0.099 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.36 244.8 1,053.0 0.20 16.0 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.409 0.174 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.81 550.8 1,345.5 0.46 35.9 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.353 0.149 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.70 474.3 1,345.5 0.40 30.9 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.078 0.033 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.22 146.9 1,872.0 0.12 9.6 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-38 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.0680 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.540 0.540 Max Upward from Load Combinations 0.540 0.540 Max Upward from Load Cases 0.300 0.300 D Only 0.240 0.240 +D+S 0.540 0.540 +D+0.750S 0.465 0.465 +0.60D 0.144 0.144 S Only 0.300 0.300 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-38 UPLIFT 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 Load Combination ASCE 7-16 Fb - 900.0 psi Fc - PrII 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 M 46 Span =6.0ft E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF) Uniform Load : W = -0.050 ksf, Tributary Width = 4.0 ft, (UPLIFT) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.409 1 Maximum Shear Stress Ratio = 0.174 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 550.84 psi fv: Actual = 35.94 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 1905 > 360 Span: 1 : S Only Max Upward Transient Deflection -0.076 in Ratio = 952 > 360 Span: 1 : W Only Max Downward Total Deflection 0.068 in Ratio = 1058 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.027 in Ratio = 2647 -240 Span: 1 : +0.60D+0.60W Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr D Only Length = 6.0 ft 1 0.232 0.099 0.90 1.00 1.00 1.00 1.300 +D+S 1.00 1.00 1.00 1.300 Length = 6.0 ft 1 0.409 0.174 1.15 1.00 1.00 1.00 1.300 +D+0.750S 1.00 1.00 1.00 1.300 Length = 6.0 ft 1 0.353 0.149 1.15 1.00 1.00 1.00 1.300 +D+0.60W 1.00 1.00 1.00 1.300 Length = 6.0 ft 1 0.065 0.028 1.60 1.00 1.00 1.00 1.300 +D+0.450W 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.36 244.8 1,053.0 0.20 16.0 162.0 0.0 0.00 0.0 0.0 0.81 550.8 1,345.5 0.46 35.9 207.0 0.0 0.00 0.0 0.0 0.70 474.3 1,345.5 0.40 30.9 207.0 0.0 0.00 0.0 0.0 0.18 122.4 1,872.0 0.10 8.0 288.0 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ecE LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-38 UPLIFT Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment a ues Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v Length = 6.0 ft 1 0.016 0.007 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.05 30.6 1,872.0 0.03 2.0 288.0 +D+0.750S+0.450W 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.106 0.045 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.29 198.9 1,872.0 0.17 13.0 288.0 +0.60D+0.60W 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.118 0.050 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.32 220.3 1,872.0 0.18 14.4 288.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.078 0.033 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.22 146.9 1,872.0 0.12 9.6 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only-0.0756 3.022 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.540 0.540 Max Upward from Load Combinations 0.540 0.540 Max Upward from Load Cases 0.300 0.300 Max Downward from all Load Conditio -0.600 -0.600 Max Downward from Load Combinations -0.216 -0.216 Max Downward from Load Cases (Resis -0.600 -0.600 D Only 0.240 0.240 +D+S 0.540 0.540 +D+0.750S 0.465 0.465 +D+0.60W -0.120 -0.120 +D+0.450W -0.030 -0.030 +D+0.750S+0.450W 0.195 0.195 +0.60D+0.60W -0.216 -0.216 +0.60D 0.144 0.144 S Only 0.300 0.300 W Only -0.600 -0.600 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-39 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 D(0.1125) S(0.1875) D(0.0750) S(0.1250) @) �(2.490) D(0.1125) S(0.1875) W 10x33 Y W 10x33 Span = 23.50 ft Span = 26.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 18.50 ft, Tributary Width = 2.0 ft, (ROOF) Point Load : D = 1.50, S = 2.490 k @ 18.50 ft, (1-34L) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 18.50 -->> 23.50 ft, Tributary Width = 7.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 - > 10.50 ft, Tributary Width = 7.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 10.50 - > 26.50 ft, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.221 : 1 Maximum Shear Stress Ratio = W10x33 Section used for this span 21.407 k-ft Va : Applied 96.806 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.126 in Ratio = 2,514 > 360 Span: 2: S Only 0.000 in Ratio = 0 <360 Span: 2: S Only 0.202 in Ratio = 1573 > 180 Span: 2: +D+S -0.000 in Ratio = <180 Span: 2: +D+S 0.106 : 1 W10x33 5.975 k 56.434 k +D+S 23.500 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 VnxVnx/Omega D Only Dsgn. L = 23.50 ft 1 0.083 0.040 2.33 Dsgn. L = 26.50 ft 2 0.083 0.029 3.94 +D+S Dsgn. L = 23.50 ft 1 0.221 0.106 6.19 Dsgn. L = 26.50 ft 2 0.221 0.076 10.51 +D+0.750S Dsgn. L = 23.50 ft 1 0.187 0.089 5.22 Dsgn. L = 26.50 ft 2 0.187 0.064 8.87 +0.60 D -8.03 8.03 161.67 96.81 1.001.00 -8.03 8.03 161.67 96.81 1.001.00 -21.41 21.41 161.67 96.81 1.00 1.00 -21.41 21.41 161.67 96.81 1.00 1.00 -18.06 18.06 161.67 96.81 1.001.00 -18.06 18.06 161.67 96.81 1.001.00 2.24 84.65 56.43 1.61 84.65 56.43 5.97 84.65 56.43 4.30 84.65 56.43 5.04 84.65 56.43 3.63 84.65 56.43 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ecE LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-39 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of Shear Va ues Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L = 23.50 ft 1 0.050 0.024 1.40 -4.82 4.82 161.67 96.81 1.00 1.00 1.35 84.65 56.43 Dsgn. L = 26.50 ft 2 0.050 0.017 2.36 -4.82 4.82 161.67 96.81 1.00 1.00 0.97 84.65 56.43 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1117 11.374 0.0000 0.000 +D+S 2 0.2022 15.264 +D+S -0.0001 0.212 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.995 10.275 2.050 Max Upward from Load Combinations 0.995 10.275 2.050 Max Upward from Load Cases 0.621 6.418 1.282 D Only 0.374 3.857 0.769 +D+S 0.995 10.275 2.050 +D+0.750S 0.840 8.670 1.730 +0.60D 0.224 2.314 0.461 S Only 0.621 6.418 1.282 Project Title: Engineer: Project ID: Project Descr: Steel Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-39M Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : W12x26 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Overall Column Height 12.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 12.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12.0 ft, K = 1.0 Column self weight included : 312.0 Ibs * Dead Load Factor AXIAL LOADS ... 1-39M: Axial Load at 12.0 ft, D = 3.860, S = 6.420 k BENDING LOADS ... WIND: Lat. Uniform Load creating My-y, W =-0.3750 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2964 : 1 Load Combination +D+0.60W Location of max.above base 5.960 ft At maximum location values are ... Pa : Axial 4.172 k Pn / Omega: Allowable 102.170 k Ma-x : Applied 0.0 k-ft Mn-x / Omega: Allowable 55.082 k-ft Ma-y : Applied -4.050 k-ft Mn-y / Omega: Allowable 14.677 k-ft Service loads entered. Load Factors will be applied for calculations Maximum Load Reactions . . Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X-0.3525 in at for load combination :W Only 2.250 k 2.250 k 0.0 k 0.0 k 0.0ft above base 6.040ft above base PASS Maximum Shear Stress Ratii 0.01901 : 1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 1.350 k Vn / Omega: Allowable 71.027 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.041 PASS 0.00 ft 1.00 1.14 95.36 27.85 0.000 PASS 0.00 ft +D+S 0.104 PASS 0.00 ft 1.00 1.14 95.36 27.85 0.000 PASS 0.00 ft +D+0.750S 0.088 PASS 0.00 ft 1.00 1.14 95.36 27.85 0.000 PASS 0.00 ft +D+0.60W 0.296 PASS 5.96 ft 1.00 1.14 95.36 27.85 0.019 PASS 0.00 ft +D+0.450W 0.227 PASS 5.96 ft 1.00 1.14 95.36 27.85 0.014 PASS 0.00 ft +D+0.750S+0.450W 0.251 PASS 5.96 ft 1.00 1.14 95.36 27.85 0.014 PASS 0.00 ft +0.60D+0.60W 0.288 PASS 5.96 ft 1.00 1.14 95.36 27.85 0.019 PASS 0.00 ft +0.60D 0.025 PASS 0.00 ft 1.00 1.14 95.36 27.85 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 4.172 +D+S 10.592 +D+0.750S 8.987 +D+0.60W 4.172 1.350 -1.350 +D+0.450W 4.172 1.013 -1.013 Steel Column LIC# : KW-06017385, Build:20.23.2 DESCRIPTION: 1-39M Maximum Reactions Load Combination +D+0.750S+0.450W +0.60D+0.60W +0.60D S Only W Only Extreme Reactions Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( )CTl1RAI SOI HTIMS /cl FNFRCAI C INC 1Aft3-9n Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Base @ Top @ Base @ Top 8.987 1.013 -1.013 2.503 1.350 -1.350 2.503 6.420 01 4111) 441- l Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 10.592 " Minimum Reaction, X-X Axis Base Maximum " Minimum 4.172 Reaction, Y-Y Axis Base Maximum 4.172 " Minimum 4.172 Reaction, X-X Axis Top Maximum 4.172 " Minimum Reaction, Y-Y Axis Top Maximum " Minimum 4.172 Moment, X-X Axis Base Maximum 4.172 " Minimum 4.172 Moment, Y-Y Axis Base Maximum 4.172 " Minimum 4.172 Moment, X-X Axis Top Maximum 4.172 " Minimum 4.172 Moment, Y-Y Axis Top Maximum 4.172 " Minimum 4.172 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection D Only 0.0000 in +D+S 0.0000 in +D+0.750S 0.0000 in +D+0.60W -0.2115 in +D+0.450W -0.1586 in +D+0.750S+0.450W -0.1586 in +0.60D+0.60W -0.2115 in +0.60D 0.0000 in S Only 0.0000 in W Only -0.3525 in Steel Section Properties W12x26 Depth = 12.200 in I xx Web Thick = 0.230 in S xx Flange Width = 6.490 in R xx Flange Thick = 0.380 in Zx Area = 7.650 inA2 1 yy Weight = 26.000 plf S yy Kdesign = 0.680 in R yy K1 = 0.750 in Zy its = 1.750 in Ycg = 0.000 in 2.250 -2.250 2.250 -2.250 2.250 -2.250 2.250 -2.250 Distance Max. Y-Y Deflection Distance 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 6.040 ft 0.000 in 0.000 ft 6.040 ft 0.000 in 0.000 ft 6.040 ft 0.000 in 0.000 ft 6.040 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 6.040 ft 0.000 in 0.000 ft = 204.00 inA4 J = 0.300 inA4 = 33.40 inA3 Cw = 607.00 inA6 = 5.170 in = 37.200 inA3 = 17.300 inA4 = 5.340 inA3 Wno = 19.200 inA2 = 1.510 in Sw = 11.800 inA4 = 8.170 inA3 Qf = 7.030 inA3 Qw = 18.300 inA3 Project Title: Engineer: Project ID: Project Descr: Steel Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( DESCRIPTION: 1-39M Sketches +y +X 102- Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-40 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 + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,300.Oksi Fc - PrII 1,000.0 psi Eminbend - xx 1,300.Oksi Wood Species Douglas Fir -Larch (North) Fc - Perp 1,000.0 psi Wood Grade No. 1/No.2 Fv 65.0psi Ft 65.0 psi Density 34.Opcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.13125) S(0.21875) 3.5x9 ( i Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.872 1 Maximum Shear Stress Ratio = 0.897 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb: Actual = 1,002.78 psi fv: Actual = 67.03 psi F'b = 1,150.00 psi F'v = 74.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.750ft Location of maximum on span = 8.772ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio = 781 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.233 in Ratio = 488 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.418 0.430 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.48 376.0 900.0 0.53 25.1 58.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.872 0.897 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.95 1,002.8 1,150.0 1.41 67.0 74.8 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.736 0.757 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.33 846.1 1,150.0 1.19 56.6 74.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.141 0.145 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.89 225.6 1,600.0 0.32 15.1 104.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( i LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-202, DESCRIPTION: 1-40 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 0.2334 4.785 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.663 1.663 Max Upward from Load Combinations 1.663 1.663 Max Upward from Load Cases 1.039 1.039 D Only 0.623 0.623 +D+S 1.663 1.663 +D+0.750S 1.403 1.403 +0.60D 0.374 0.374 S Only 1.039 1.039 Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: GARAGE DOOR TRIMMER Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10 ft ( Used for non -slender calculations) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb + 1200 psi Fv 170 psi Fb - 1200 psi Ft 825 psi Fc - Prll 1000 psi Density 31.21 pcf Fc - Perp 625 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1600 1600 Minimum 580 580 Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compressio 1.0 Ix 76.255 inA4 Cf or Cv for Tension 1.0 ly 76.255 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Faci 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15.3.2 1600 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, F Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Column self weight included : 65.563 Ibs * Dead Load Factor BENDING LOADS ... WIND: Lat. Uniform Load creating Mx-x, W =-0.2370 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4006: 1 Load Combination +D+0.60W Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 5.034 ft At maximum location values are . Applied Axial 0.06556 k Applied Mx -1.777 k-ft Applied My 0.0 k-ft Fc: Allowable 825.53 psi PASS Maximum Shear Stress Ratio = 0.1296: 1 Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 35.256 psi Allowable Shear 272.0 psi Load Combination Results Service loads entered. Load Factors will be applied for calculations Maximum SERVICE Lateral Load Reactions.. Top along Y-1 1.185 k Bottom along Y-Y 1.185 k Top along X-} 0.0 k Bottom along X-Y 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y-0.4418 in at 5.034 ft above base for load combination: W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses .. . Bendina Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.727 0.003314 PASS 0.0 ft 0.0 PASS 10.0ft +D+0.60W 1.600 0.516 0.4006 PASS 5.034 ft 0.1296 PASS 0.0 ft +D+0.450W 1.600 0.516 0.3005 PASS 4.966ft 0.09721 PASS 10.0ft +0.60D+0.60W 1.600 0.516 0.4006 PASS 5.034 ft 0.1296 PASS 0.0 ft +0.60D 1.600 0.516 0.001575 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.60W -0.711 -0.711 0.066 Wood Column LIC# : KW-06017385, Build:20.23.2.14 DESCRIPTION: GARAGE DOOR TRIMMER Maximum Reactions Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( ICTIIRAI Snl IITInNS (cl FNFRCAI C INC 19R3-90 X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+0.450W -0.533 -0.533 0.066 +0.60D+0.60W -0.711 -0.711 0.039 +0.60D 0.039 W Only -1.185 -1.185 Maximum Deflections for Load Combinations Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly 0.0000in 0.000ft 0.000in 0.000ft +D+0.60W 0.0000in 0.000ft -0.265in 5.034ft +D+0.450W 0.0000in 0.000ft -0.199in 5.034ft +0.60D+0.60W 0.0000in 0.000ft -0.265in 5.034ft +0.60D 0.0000in 0.000ft 0.000in 0.000ft W Only 0.0000in 0.000ft -0.442in 5.034ft Sketches 0_ c LO +X 5.50 in a zaxn �__j Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: BALLOON FRAMED STUD Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 15.5 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width in Allow Stress Modification Factors 1.50 Wood Species Hem -Fir Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compressio 1.10 Fb + 850.0 psi Fv 150.0 psi Ix 20.797 inA4 Cf or Cv for Tension 1.30 Fb - 850.0 psi Ft 525.0 psi Iy 1.547 in 4 Cm :Wet Use Factor 1.0 Fc - Prll 1,300.0 psi Density 26.840 pcf Ct : Temperature Faci 1.0 Fc - Per p 405.0 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 15.5 f1 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included : 23.834 Ibs * Dead Load Factor BENDING LOADS ... WIND: Lat. Uniform Load creating Mx-x, W =-0.0420 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6851 : 1 Load Combination +D+0.60W Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 7.698 ft At maximum location values are . Applied Axial 0.02383 k Applied Mx -0.7568 k-ft Applied My 0.0 k-ft Fc: Allowable 326.908 psi PASS Maximum Shear Stress Ratio = 0.1480: 1 Load Combination +D+0.60W Location of max.above base 15.50 ft Applied Design Shear 35.509 psi Allowable Shear 240.0 psi Load Combination Results Maximum SERVICE Lateral Load Reactions. . Top along Y-N 0.3255 k Bottom along Y-Y 0.3255 k Top along X-} 0.0 k Bottom along X-Y 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y -2.039 in at 7.802 ft above base for load combination: W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses .. . Bendina Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.246 0.009111 PASS 0.0 ft 0.0 PASS 15.50 ft +D+0.60W 1.600 0.143 0.6851 PASS 7.698ft 0.1480 PASS 15.50 ft +D+0.450W 1.600 0.143 0.5139 PASS 7.698ft 0.1110 PASS 15.50 ft +0.60D+0.60W 1.600 0.143 0.6827 PASS 7.698ft 0.1480 PASS 15.50 ft +0.60D 1.600 0.143 0.005302 PASS 0.0 ft 0.0 PASS 15.50 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.024 +D+0.60W -0.195 -0.195 0.024 Wood Column LIC# : KW-06017385, Build:20.23.2.14 DESCRIPTION: BALLOON FRAMED STUD Maximum Reactions Project Title: Engineer: Project ID: Project Descr: Project File: 19515 94th PI W_230403_enercalc trib_210208_s2303012.ec( ICTIIRAI Snl IITIMS (c) FNFRCAI C INC 19R3-90 X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+0.450W -0.146 -0.146 0.024 +0.60D+0.60W -0.195 -0.195 0.014 +0.60D 0.014 W Only -0.326 -0.326 Maximum Deflections for Load Combinations Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly 0.0000in 0.000ft 0.000in 0.000ft +D+0.60W 0.0000in 0.000ft -1.224in 7.802ft +D+0.450W 0.0000in 0.000ft -0.918in 7.802ft +0.60D+0.60W 0.0000in 0.000ft -1.224in 7.802ft +0.60D 0.0000in 0.000ft 0.000in 0.000ft W Only 0.0000in 0.000ft -2.039in 7.802ft Sketches c 0 LO 1.50 in 120 T- W74 S S SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 GRAVITY ANALYSIS Truss Layout 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.2.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-3 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 25.50 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.04875) S(0.081 X X Span = 25.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.250 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 10.567 k-f Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 12.750 ft Maximum Deflection Max Downward Transient Deflection 0.269 in Max Upward Transient Deflection 0.004 in Max Downward Total Deflection 0.430 in Max Upward Total Deflection 0.002 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Overall MAXimum Envelope Dsgn. L = 25.50 ft 1 10.57 D Only Dsgn. L = 25.50 ft 1 3.96 +D+S Dsgn. L = 25.50 ft 1 10.57 +D+0.750S Dsgn. L = 25.50 ft 1 8.92 +0.60 D Dsgn. L = 25.50 ft 1 2.38 Overall Maximum Deflections Maximum Shear = 1.658 k Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 1138 71751 711 199310 Summary of Moment Values (k-ft) Shear Values (k) Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega 10.57 3.96 10.57 8.92 2.38 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.4299 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 1.658 1.658 Overall MINimum D Only 0.622 0.622 +D+S 1.658 1.658 +D+0.750S 1.399 1.399 +0.60D 0.373 0.373 S Only 1.036 1.036 12.878 Support notation : Far left is # 1.66 0.62 1.66 1.40 0.37 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS W74 S S SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 FOUNDATION ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 Holdown Anchorage per ACI 318-14 The following calculation applies to detail RFA yI 2", TYP A.B. PER PLAN Ik CLC, TYP d d v 4 ° n • a 4.. v ° v d a a REINFORCED FOUNDATION ANCHOR 3/4" = V-011 Relevant Chapters: 17 - Anchoring to Concrete Important Sections: 17.2.3.4.4 - Failure Modes for Cast -in -Place Anchorage 17.2.3.4.5 - Reinforcement Provision, negates 0.75 factor 17.3.2.3 - Strength Reduction Factors, phi 17.4.1 - Steel Strength of Anchor in Tension 17.4.2 - Concrete Breakout Strength 17.4.2.9 - Reinforcement Provision, negates breakout 17.4.3 - Pullout Strength 17.4.4 - Concrete Side -Face Blowout HOLDOWN POST A.B. PER PLAN STEM WALL SHALL BE 2'-0" DEEP MIN (2) #4 HORIZ CONT @ TOP OF WALL F V4"x3"x3" A36 BRG PLATE w/ DBL NUT '� (2)#4xl I 4" Page 1 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Material Pro ern ties: Concrete Compressive Strength: f'e:=2500 lb an 2 f:= 36000 lb ya Anchor Yield Strength: in Rebar Yield Strength: fyr:=60000 lb an Wall Geometr: twall '= 8 in ca1:= 3.5 in cat :=14 in Anchor V� hef:=12 in da :=1 in AseN:= 4 • dal = 0.79 in2 wb,r9:= 3 in Abr9:= wbrg2 —AseN= 8.2 in Page 2 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Concrete Breakout Strength: he := 24 Aa :=1 Ocb := 0.75 2 h 1.5 Nb:=kc'Aa' f/c' 2n of •lb=49883 lb lb in 5 2 3 Nb_min °=16 • Aa • f'e • 2n hef • lb = 50318 lb lb in �bcpN:=1.0 4'edN:=0.7+0.3• cal =0.76 1.5•hef bcN:=1.0 ANc := twall' hef • 1.5.2 = 288 in ANco := 9 • hef 2 =1296 in ANC Ncb:= ' OcpN' O dN' bcN'Nb=8406 lb ANeo ONeb := 0.75 • %cb • Neb = 4728 lb *For cast -in anchors *shall not exceed if hef 11" - 25" *for cast -in anchors *Edge effect mod factor, (17.4.2.5b) *assumes cracking *These change based on geometry Page 3 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Reinforcement Strength: *This section complies with ACI318-14 17.4.2.9 Reinforcement Properties: f yT = 60000 lb n := 4 an db := 0.5 in 9 := 7r 2 `4rebar:=—•db2 =0.2 in2 s:=2 in 4 Tfs := 0.8 Nominal Rebar Strength: Tfe := 0.7 Ors := 0. 75 Nn :=fyr • `4rebar • n = 47124 lb Development Length: 3 fyr•Tfs ld :_ 40• f%• lb •(2.5) an 3 fyr • Ps ldh:= 40 • f • lb • (2.5) an db =14.4 in l'd :=11.56 in • db =14.4 in l'dh :=10.81 in 4'D:=min(VDi, bD211�=0.75 �be := sin (0) =1 *number of bars passing through cone *angle of hairpin *spacing from anchor CL *sizing factor *sizing factor "d �bDi := = 0.80 ld "dh _ 0.75 �D2:= — ldh 13 — = 0.81 16 ONrs := Ors • OD • 00 • fyr • `4rebar • n = 26532 lb *Note that ACI318-14 17.2.3.4.5 negates the use of the 0.75 seismic reduction factor Page 4 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S Steel Anchor Strength: Osa := 0.65 futa :=1.9 • f ya = 68400 lb an Nsa :=As,N • futa = 53721 lb ONea := Osa • Na = 34919 lb Pull -Out Strength: OPn := 0.75 NP := 8 • Ab,r9 • f'c=164292 lb 4bcp:=1.0 NPn:=2bcp•NP=164292 lb ONPn := 0.75.OPa • NPn = 92414 lb Concrete Side -Face Blowout: Osb := 0.75 Aa :=1 *Accounts for brittle steel failure Nebl :=160 • cal • AbT9 • \a • f'c • l� = 80251 lb in Neb2 :=Nebl . 1 1 + cat=100314 lb 4 cal ONsb := 0.75 Osb • min (Nsbl , Nsb2) = 45141 lb *shall not exceed *this only applies when ca2/cal is btwn 1 and 3 Page 5 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS E N G I N E E R S LRFD: Concrete Breakout: ONcb = 4728 lb *not applicable, failure surface is reinforced Reinforcement: ON,, = 26532 lb Anchor Strength: ONSa,=34919 lb Pull-out Strength: ONP,,,=92414 lb Side -face blowout: ONsb=45141 lb ASD 0.6W: ASD 0.7E: ONcb•0.6=2837lb ONab•0.7=3310lb ONTS•0.6=159191b ON,rs•0.7=185721b ONsa • 0.6 = 20951 lb ONsa • 0.7 = 24443 lb ONP,,, • 0.6 = 55449 lb ONP,,, • 0.7 = 64690 lb ONsb • 0.6 = 27085 lb ONA • 0.7 = 31599 lb Controlling LRFD: min (ON,,, ONsa , ONp. , ONsb) = 26532 lb Page 6 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com W74 S S SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 DETAIL ANALYSIS 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 T- -70 j , -74 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - www.ssseng.com Q SOUND STRUCTURAL SOLUTIONS ssh E N G I N E E R 5 SPWN 0tAT-oF-- PONE 5230'solz. 19EMN WIND FRESSOT( t) = 25.3rsf T-lz.Il5Z-it P�jt = 50,bPIf r,AFT�*-S Srfft-10 @ 24 C. ; 4 = 10 ► 1bs skiFTVV- (Io i Ih 14'` — 0 3,5 --® �041 6 W fl SVJ FK 1l r t- 0 n= 13/g" i-O rM L A r t 1 9/16" Vl = 405rSi (Num Fir) (401 1rS))( 1.23417-) - 500119 AHOW116Lt 404/500 = 0. V Ph:425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS I 1 5 yy' g E N G I N E E R S p ovil" Dp.S�J ININb pI��SSU12p►uai =�sf 'Tif E 1b.� Cl��lhVl� I SOS YW� x 3'-z" ((L'-16) 1 pt-v- _ I-IUIL Ph:425-778-1023 - www.ssseng.com