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REVIEWED BLD2023-1286+Structural_Calculations+10.13.2023_5.05.53_PM+3840818SOUND STRUCTURAL SOLUTIONS L N G I N L L R S Client LQH, Inc Duane Landsverk 24113 56th Avenue West Moutlake Terrace, WA 98043 phone 4257422742 email duane@lqh-inc.com SSS # I s2308022 Project Iron Vista -19126 94th Ave W Lot C Identification LQH, Inc (4257609218) REVIEWED BY CITY OF EDMONDS Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations WAC 196-23-070 RECEIVED Oct 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1286 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 W74 S S SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 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 Basic Wind Speed (3 sec gust) mph 98 Surface Roughness B Wind Exposure Category C Earthquake Design Data Seismic Importance Factor, Ie 1.00 Site Classification D Short Period Acceleration, SS 1.296 1-Second Acceleration, S1 0.458 Seismic Design Category D Spectral Response Coefficient, Sps 1.037 Spectral Response Coefficient, Spl 0.562 Gravity Load Data loads are psf Dead Live Snow Rafters' *Solar-Readyj 20 0 25 Trusses (pitched) *Pitches <_ 8:12 *Solar-Readyj Pitches <_ 8:12 Top Chord 15 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joists' 12 40 0 Garage Floor 90 40 Decks: loads are psf Dead Live Snow Joists' 50 60 25 Internal Pressure Coefficient +/- 0.18 Topographic Factor, Kt 2.23 Ground Elevation Factor, Ke 0.99 Seismic Force Resisting System ITable 12.2-1: A-15 2016 Euiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.160 0.160 Transverse Longitudinal Seismic Base Shear, V 35121 Ibs Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 2 Roof has direct access and is intended to be used by occupants as living space. 3 Dead load includes 5psf for photovoltaic panels. 4 Slope top chords to drain; see architectural plans. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearing 2000 sf Passive Earth Pressure 275 * cf Active Soil Pressure 1 35 cf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 cf Unit Weight of Soil 125 DCf Com an : Cobalt Geosciences Report #: Date: 9/17/20 *Includes F.S. = 1.5 per Geotech Report Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SE17-16 Risk Category: II Soil Class: D - Stiff Soil 98 Vmph 67 Vmph 74 Vmph 78 Vmph 83 Vmph Elevation: 256.26 ft (NAVD 88) Latitude: 47.826876 Longitude:-122.358916 ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Wed Apr 20 2022 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 Wed Apr 20 2022 Site Soil Class: D - Stiff Soil Results: SS 1.297 Sp, N/A S, 0.458 T L 6 Fa 1 PGA: 0.554 F N/A PGA M : 0.609 SMS 1.297 IF PGA 1.1 SM, N/A le 1 S DS 0.864 C 1.359 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Wed Apr 20 2022 Date Source: USGS Seismic Design Maps hftps:Hasce7hazardtool.online/ Page 2 of 3 Wed Apr 20 2022 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:Hasce7hazardtool.online/ Page 3 of 3 Wed Apr 20 2022 Topographic Effects Distances below are measured from the base. Crest elev: 255 dist: 1610 Site elev: 256 dist: 1610 H/2 elev: 127.5 dist: 959 �--- Base elev: 0 dist: 0 Exposure Category Height above local ground Location Relative to Crest Hill Shape Height of Hill z= H= uPIL; uV0 x 4;t C 30 ft Downwd 2-D Rdg 255 ft IJCW�rr�� 4 ' D2L910— 3D Axr SYnt Distance upwind of the crest to where the Lh= 651 ft difference in ground elevation is half of the height of the hill. x= 0 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 more. 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: Krt= 2.23 K1= 0.57 KZ= 1.00 K3= 0.87 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.39 True H = 255 True KZt= 2.23 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 s2308022 Number of Diaphragms Code General Design Criteria 3 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Floor 1 12 40 --- 12 Floor 2 60 40 --- 60 Rf Deck 2 40 60 25 40 Wall 7 --- --- 7 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Desian Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category 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 C 257 ft Kzt: 2.23 ke: 0.99 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.296 Sl 0.458 TL 6 SpS 0.86 SDI 0.56 D Provided Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.133 0.133 25832 26268 Do 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x 15630_SSSlateral_221010 API_.xlsm DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 34 ft Eave Height 34 ft Mean Roof Height, h 34 ft Least Horizontal Dimension, LHD 42 ft Transverse Direction B Dimension 42 ft L Dimension 68 ft End Zone, 2a 8.4 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 340 sq ft sq ft 2 410 sq ft sq ft 1 295 sq ft sq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 340 sq ft 0 sq ft 2 410 sq ft 0 sq ft 1 295 sq ft 0 sq ft Wind Variables Basic Wind Speed, V 98 mph Directionality Factor, Kd 0.85 Gust Effect Factor, Gf 0.85 Ground Elevation Factor, Ke 0.99 XPELBD Longitudinal Direction (WW) B Dimension 68 ft L Dimension 42 ft End Zone, 2a 8.4 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 500 sq ft sq ft 2 725 sq ft sq ft 1 610 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 500 sq ft 0 sq ft 2 sq ft 0 sq ft 1 sq ft 0 sq ft XPELWV Topographic Factor,Kzt 2.23 Velocity Pres. Exp. Coeff. Kz 0.98 Velocity Pressure, gh 45.26 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelope Procedure Direction Transverse Longitudinal sum 35943 53202 Load Case 1 1 3 11694 16592 2 1 14102 19882 1 1 10147 16728 15630_SSSlateral_221010 API_.xlsm WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 3 Roof 2 Mass (Ibs) area (fe) 2450 49000 it weight (psf) 20 trans - w, 55885 long - w,( 56538 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall 2 Mass (Ibs) 40 125 13770 unit weight (psf) 7 10 Wall 1 25 Wall 2 150 Mass (Ibs) 15075 Diaphragm height (ft) 1 (Ibs) 2 Floor 1 Floor 2 Rf Deck 2 Mass (Ibs) area (fe) 1815 540 165 60780 unit weight (psf) 12 60 40 trans - w, 87758 long - w, 90143 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 45 80 10035 unit weight (psf) 7 10 Wall 1 70 Wall 130 Mass (Ibs) 16110 Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Rf Deck 1 Mass (Ibs) area (fe) 2040 135 27180 unit weight (psf) 12 20 trans - w, 50693 long - w,( 50940 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 40 25 4770 unit weight (psf) 7 10 Wall 1 80 Wall 70 Mass (Ibs) 11340 trans - w, long - w,( Sum of Effective Seismic Weights (Ibs) 208060 208060 15630_SSSlateral_221010 API_.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.296 Fa 1.000 Sos 0.86 St 0.458 Fv 1.842 Sot 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Eauiv. Lateral Force Procedure XPEELF Approximate Period Parameters Approximate Fundamental Transverse Longitudinal Ct = 0.020 0.020 x= 0.75 0.75 Period T= hn= TL = CS = (Maximum) Cs = (Minimum) Cs = (Minimum) Cs = (Minimum) Cs = Calculation of Seismic Response Coefficient 0.256 sec 0.256 sec 30.0 ft 6 sec Ts = 0.65 sec Transverse Longitudinal 0.133 0.133 Ibs EQ 12.8-2 0.338 0.338 Ibs EQ 12.8-3 / 8.4 0.038 0.038 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-6 XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 3 6.5 0.133 55885 7428 6.5 0.133 56538 7515 2 6.5 0.133 87758 11665 6.5 0.133 90143 11982 1 6.5 0.133 50693 6738 6.5 0.133 50940 6771 0 6.5 0.133 13725 0 6.5 0.133 10440 0 Transverse Base Shear, ht V = 25832 Ibs Vertical Distributionof Seismic Forces k= 1.00 Longitudinal V = 26268 Ibs XPEVDS Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 3 30 63423 1902675 0.458 63423 1902675 0.458 2 20 88275 1765500 0.425 88275 1765500 0.425 1 10 48308 483075 0.116 1 48308 483075 0.116 0 0 8055 0 0.000 8055 0 0.000 4151250 4151250 Diaphragm Transverse 3 11840 Ibs 2 10986 Ibs 1 3006 Ibs SUM 25832 Longitudinal 12040 Ibs 11172 Ibs 3057 Ibs sum 26268 15630_SSSlateral_221010 API_.xlsm 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 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 7017 9955 2 8461 11929 1 6088 10037 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 10774 10956 2 9997 10166 1 2735 2782 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, VX VDx VTx,1 VTX L V VF Max Tx V, w h dr dra df dfa Twx,1 Twx Tex,, 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 (VD, + VTx,1), Ibs Total length of SW's (Y- w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) Greater of v induced by wind or earthquake, plf 12.3.4.2 (Vx0) 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 15630_SSSlateral_221010 API_.xlsm DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 3 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex,, TeX WIND SEISMIC VTx 2807 3526 Wood Shrinkage v 149 187 v, amp'd 149 187 Cntrl'g 187 Max Tx 790 1244 A (in) 0.253 0.224 0.93 12% 98 123 3.50 9 7.5 670 940 1.00 48% 1 149 187 1 9.06 9 7.5 790 1244 1.00 40% 142 178 7.85 9 13 1 605 1 1067 L VF vs 20.42 187 187 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 3 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 2631 2612 Wood Shrinkage v 114 113 v, amp'd 114 113 Cntrl'g 113 Max Tx 0 0 A (in) 0.158 0.103 1.00 100% 114 113 23.08 9 18 -1415 -930 L VF Vs 23.08 114 113 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 3 Trans --- % Vw VE w h dr dra df df. Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1316 1804 Wood Shrinkage v 142 195 v, amp'd 151 207 Cntrl'g 207 Max Tx 1180 1674 A (in) 0.357 0.328 0.86 28% 126 173 2.88 9 1059 1497 0.90 33% 1 135 185 3.25 9 1124 1591 0.94 39% 142 195 1 3.63 9 1 1180 1674 L VF vs 9.75 195 207 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 5 3 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2631 2832 Wood Shrinkage v 188 202 v, amp'd 188 202 Cntrl'g 202 Max Tx 1424 1607 A (in) 0.355 0.254 1.00 71 % 188 202 9.88 9 1424 1607 1.00 29% 148 159 5.25 9 1189 1319 L VF Vs 1 1 -_____---- __ Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % vw VE W h dr dra df df. Twx+f Twx Tex,, TeX WIND E-QUAKE VTx 4452 5348 Wood Shrinkage v 214 257 v, amp'd 214 257 Cntrl'g 257 Max Tx 2358 3273 A (in) 0.328 0.270 1.00 18% 180 216 4.50 9 6.5 790 2200 1244 3022 1.00 37% 1 214 257 7.75 9 6.5 790 2358 1244 3273 0.93 13% 162 195 3.50 9 6.5 790 2087 1244 2868 1.00 32% 207 249 6.83 9 8.5 790 2293 1244 3195 L VF vs 22.58 257 257 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+f Tex WIND E-QUAKE VTx 5804 5681 Wood Shrinkage v 156 153 v, amp'd 156 153 Cntrl'g 153 Max Tx 1012 1058 A (in) 0.247 0.161 1.00 36% 154 150 13.75 9 1012 1058 1.00 14% 126 123 6.42 9 960 971 1.00 10% 1 114 111 4.88 9 1 892 1 897 1.00 40% 156 153 14.92 9 1002 1053 L VF Vs 39.96 156 153 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 2 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2585 3322 Wood Shrinkage v 102 132 v, amp'd 102 132 Cntrl'g 132 Max Tx 353 500 A (in) 0.085 0.073 1.00 80% 102 132 20.25 5.25 219 436 1.00 20% 1 85 110 6.00 5.25 353 500 L VF vs 26.25 132 132 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+f Tex WIND E-QUAKE VTx 2031 2879 Wood Shrinkage v 254 360 v, amp'd 254 360 Cntrl'g 360 Max Tx 3250 4740 A (in) 0.355 0.335 1.00 100% 254 360 8.00 9 1180 3250 1674 4740 L VF Vs 8.00 360 360 15630_SSSlateral_221010 API_.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 11 Trans --- % vw VE w h dr dra df dfa Twx+f Twx TeX+f TeX WIND E-QUAKE VTx 6030 6443 Wood Shrinkage v 424 453 v, amp'd 424 453 Cntrl'g 453 Max Tx 5473 6637 A (in) 0.424 0.300 1.00 28% 360 385 4.75 9 2358 5473 3273 6637 0.93 18% 1 315 337 3.50 9 2358 5100 3273 6229 1.00 53% 424 453 7.58 9 2358 3611 3273 3913 L VF vs 15.83 453 453 15630_SSSlateral_221010 API_.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 3 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex,, TeX WIND E-QUAKE VTx 1933 1752 Wood Shrinkage v 66 60 v, amp'd 66 60 Cntrl'g 60 Max Tx 268 272 A (in) 0.093 0.056 1.00 68% 66 60 19.87 9 62 114 1.00 32% 1 60 55 1 10.17 9 268 272 L VF vs 30.04 66 60 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 3 Long --- % vw VE w h dr dra df dfa Twx+, Twx Tex+f Tex WIND E-QUAKE VTx 4978 5522 Wood Shrinkage v 176 196 v, amp'd 176 196 Cntrl'g 196 Max Tx 1311 1540 A (in) 0.328 0.243 1.00 32% 171 190 9.33 9 1290 1509 1.00 32% 171 189 9.21 9 1287 1505 1.00 36% 1 176 196 10.25 9 1 1311 1 1540 L VF VS 28.79 196 196 ELI I I I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 3 Long --- % Vw VE w h dr dra df df. Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 3044 3682 Wood Shrinkage v 136 165 v, amp'd 136 165 Cntrl'g 165 Max Tx 742 1097 A (in) 0.216 0.177 1.00 81 % 136 165 18.00 9 742 1097 1.00 19% 1 98 119 6.00 9 720 938 L VF vs 24.00 165 165 15630_SSSlateral_221010 API_.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, TeX WIND E-QUAKE VTx 2679 3759 Wood Shrinkage v 263 370 v, amp'd 263 370 Cntrl'g 370 Max Tx 2365 3380 A (in) 0.349 0.324 1.00 100% 263 370 10.17 9 268 2365 272 3380 L VF vs 10.17 370 370 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 8527 9767 Wood Shrinkage v 395 452 v, amp'd 395 452 Cntrl'g 452 Max Tx 4504 5322 A (in) 0.404 0.308 1.00 39% 355 407 9.29 9 1311 4255 1540 5000 1.00 61 % 1 395 452 13.25 9 1311 1 4504 1540 1 5322 L VF VS 22.54 452 452 IEL 1 1 1 I I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 Long --- % vw VE w h dr dra df df. Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2922 2190 Wood Shrinkage v 325 243 v, amp'd 325 243 Cntrl'g 243 Max Tx 2679 1996 A (in) 0.497 0.245 1.00 100% 325 243 9.00 9 2679 1996 L VF vs 9.00 325 243 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 3969 4676 Wood Shrinkage v 150 176 v, amp'd 150 176 Cntrl'g 176 Max Tx 1760 2398 A (in) 0.246 0.196 1.00 29% 138 163 8.38 9 742 1760 1097 2383 1.00 21 % 129 152 6.29 9 742 1736 1097 2333 1.00 50% 1 150 176 13.33 9 742 1 1730 1097 2398 L VF Vs 28.00 176 176 15630_SSSlateral_221010 API_.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa TwX+f Twx Tex,, TeX WIND E-QUAKE VTx 8614 7264 Wood Shrinkage v 685 578 v, amp'd 685 578 Cntrl'g 578 Max Tx 10427 10328 A (in) 0.625 0.347 0.99 28% 551 465 4.33 9 4504 4843 5322 4089 1.00 72% 1 685 578 1 9.08 9 4504 10427 5322 10328 L VF vs 13.42 685 578 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift L' 1 1 Long --- % vw VE w h dr dra df dfa Twx+, Twx Tex+f Tex WIND E-QUAKE VTx 2458 1049 Wood Shrinkage v 223 95 v, amp'd 223 95 Cntrl'g 160 Max Tx 1714 621 A (in) 0.383 0.105 1.00 100% 223 95 11.00 9 2679 1714 1996 621 L VF VS 11.00 223 160 I LLLI 1 1 1 . I I I I I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 Long --- % Vw VE w h dr dra df dfa Twx+f Twx Tex+f Tex WIND E-QUAKE VTx 2365 2427 Wood Shrinkage v 136 140 v, amp'd 136 140 Cntrl'g 140 Max Tx 2520 3285 A (in) 0.256 0.186 1.00 100% 136 140 17.33 9 1760 2520 2398 3285 L VF vs 17.33 140 140 15630_SSSlateral_221010 API_.xlsm FIR Shear Transfer Connections XPSTC Fasteners and Spacing En Ln Ln Ln En Ln En Ln Ln Ln CA Ln Ln •M N 7 col0 � Ln N M � M ko 'i a � Ln c0 � •--� � •--i Ln M .M-I ~ M 3 .�-I .�-I u u u u G 2x Plates 3x Plates C in u Ln of CD .� Q N = x x x x N G7Ln 0 f0 C M Q = J = = Q 3 u o V0 coCO co O1 [o ODo i {A H Z C C C: C C C p r- � N Q Q Q u Q u -C of CL Ln O Ln Ln CL Ln o ra 'OM La "O ra .22 '6 y La 'd W E IDV7 E � a:W O_ \ d W d 11% V) Ln .--� Ln Ln A 150 11 9 44 67 36 8 35 10 74 75 110 B 275 6 24 36 19 4 19 5 32 41 60 C 344 4 19 29 15 3 15 4 24 32 48 D 560 3 12 18 9 2 9 2 14 20 29 E 840 2 6 8 12 6 1 6 1 1 9 13 1 19 16 24 Shearwall Capacities from SDPWS-2015 Table 4.3A MINIMUM NOMINAL Tabulated Adjusted PANEL THICKNESS Nail or Staple size value for HF @ Ga (inch) based on 16" oc aOF 6 242 7/16" 8d @ 6"oc 260 242 11 4 353 7/16" 8d @ 4"oc 380 353 14 3 456 7/16" 8d @ 3"oc 490 456 17 2 595 7/16" 8d @ 2"oc 640 595 21 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 2. Shears are permitted to greater. This office decreases the wind sheathing shear, v s, be increased 3. G=0.43 [1- demand by this factor rather than using the increased capacity. to values (0.5-0.43)] _ That way, only one set of capacities is needed for simplicity. shown for 0.93 15/32-inch sheathing... 15630_SSSlate ral_221010_API_.xlsm ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an 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 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll 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 [pgI1 NDS] 15630_SSSlate ral_221010_API_.xlsm ST Shear Wall Summary J T in Width SW vF Rio Stressed vs Rio Stressed Notes 1 3 20.42 B 6 187 68% 187 77% 2 3 23.08 A 6 114 76% 113 47% 4 3 9.75 B 6 195 71 % 207 86% 5 3 15.13 B 6 202 74% 202 84% A 3 30.04 A 6 66 44% 60 25% B 3 28.79 B 6 196 71 % 196 81% D 3 24.00 B 6 165 60% 165 68% 1 2 22.58 C 4 257 75% 257 73% 2 2 39.96 B 6 156 57% 153 63% 3 2 26.25 A 6 132 88% 132 54% 4 2 8.00 D 3 360 64% 360 79% A 2 10.17 D 3 370 66% 370 81% B 2 22.54 D 2 452 81% 452 76% C 2 9.00 C 4 325 94% 243 69% D 2 28.00 B 6 176 64% 176 73% 1 1 15.83 D 2 453 81% 453 76% B 1 13.42 E 2 685 82% 578 97% C 1 11.00 B 6 223 81% 160 66% D 1 17.33 A 6 140 93% 140 58% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 15630_SSSlateral_221010 API_.xlsm SW Holdown Summary J in Uplift W Uplift E Holdown 1 3 790 1244 #CS16 2 3 0 0 4 3 1180 1674 #STHD14 (b) 5 3 1424 1607 #CS16 A 3 268 272 B 3 1311 1540 #CS16 D 3 742 1097 #CS16 1 2 2358 3273 (2) #CS16 2 2 1012 1058 #STHD14 (b) 3 2 353 500 #STHD14 (b) 4 2 3250 4740 #HTT5KT A 2 2365 3380 #STHD14 (b) B 2 4504 5322 #MSTC66 (b) C 2 2679 1996 #STHD14 (b) D 2 1760 2398 (2) #CS16 1 1 5473 6637 #HDU8 B 1 10427 10328 #HDU11 (b) C 1 1714 621 #STHD14 (b) D 1 2520 3285 96STHD14 (b) Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 1705@ 73% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 32% 22% 22% 27% 44% 44% 48% 1705@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 94% 170 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 90% 1705@ 64% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 3410@ 96% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 20% 19% 19% 23% 28% 28% 30% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 9% 7% 7% 8% 13% 13% 14% 5360 @ 6675 @ 6675 @ 6675 @ 6675 @ 5730 @ 5730 @ 88% 49% 49% 49% 71% 83% 83% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 64% 45% 45% 54% 89% 89% 97% 5840@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 91% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 51% 51% 51% 61% 52% 52% 57% 3410@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 70% 7870 @ 10470 @ 9355 @ DNA 8795 @ 7855 @ DNA 84% 52% 59% 75% 84% 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 93% 93% 93% 93% 92% 92% 92% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 32% 32% 32% 39% 16% 16% 18% 5285 @ 5285 @ 1 5285 @ 4410 @ 3815 @ 1 3815 @ 3500 @ 62% 48% 48% 57% 86% 86% 94% 15630_SSSlateral_221010 API_.xlsm SW W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 .R.iF : mvv-uou-1 f 000, buIla:Lu DESCRIPTION: 3-1 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F - V4 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Project Title: Engineer: Project ID: Project Descr: Fb + Fb - Fc - Prll Fc - Perp Fv Ft D(0.22) S(0.275) 5.5x13.5 Span = 18.260 ft Project File: _enercalc trib_210208.ec6 2,400.0 psi E : Modulus of Elasticity 1,850.0psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend - xx 950.Oksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend - yy 850.Oksi 1,100.0 psi Density 31.20pcf 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 = 11.0 ft, (roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.539.1 Maximum Shear Stress Ratio = Section used for this span 5.5x13.5 Section used for this span fb: Actual = 1,480.26psi fv: Actual = F'b = 2,746.77psi F'v = Load Combination +D+S Load Combination Location of maximum on span = 9.156ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.340 in Ratio = 644 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.612 in Ratio = 357 > 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 Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b D Only 0.0 Length = 18.250 ft 1 0.306 0.170 0.90 1.00 1.00 1.00 0.995 1.00 1.00 1.00 9.16 657.9 2,149.6 +D+S 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 Length = 18.250 ft 1 0.539 0.299 1.15 1.00 1.00 1.00 0.995 1.00 1.00 1.00 20.61 1,480.3 2,746.8 +D+0.750S 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 Length = 18.250 ft 1 0.464 0.258 1.15 1.00 1.00 1.00 0.995 1.00 1.00 1.00 17.75 1,274.7 2,746.8 +0.60D 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 Length = 18.250 ft 1 0.103 0.057 1.60 1.00 1.00 1.00 0.995 1.00 1.00 1.00 5.50 394.7 3,821.6 +1.140D 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 Length = 18.250 ft 1 0.196 0.109 1.60 1.00 1.00 1.00 0.995 1.00 1.00 1.00 10.44 750.0 3,821.6 0.299 : 1 5.5x13.5 91.25 psi 304.75 psi +D+S 0.000 ft Span # 1 Shear a ues V fv F'v 0.00 0.0 0.0 2.01 40.6 238.5 0.00 0.0 0.0 4.52 91.3 304.8 0.00 0.0 0.0 3.89 78.6 304.8 0.00 0.0 0.0 1.20 24.3 424.0 0.00 0.0 0.0 2.29 46.2 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-1 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 0.995 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.352 0.195 1.60 1.00 1.00 1.00 0.995 1.00 1.00 1.00 18.71 1,343.7 3,821.6 4.10 82.8 424.0 +0.460D 1.00 1.00 1.00 0.995 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.079 0.044 1.60 1.00 1.00 1.00 0.995 1.00 1.00 1.00 4.21 302.6 3,821.6 0.92 18.7 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6119 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 4.517 4.517 Max Upward from Load Combinations 4.517 4.517 Max Upward from Load Cases 2.509 2.509 D Only 2.008 2.008 +D+S 4.517 4.517 +D+0.750S 3.890 3.890 +0.60D 1.205 1.205 S Only 2.509 2.509 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-uou-1 f 000, buIla:Lu. DESCRIPTION: 3-2 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 620.Oksi Density 31.210 pcf D(0.13) S(0.1625) D(0.13) S(0.1625) D(0.13) S(0.1625) 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 = 6.50 ft, (roof) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (roof) Load for Span Number 3 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.095 1 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 108.92psi fv: Actual = 25.53 psi F'b = 1,150.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 31402> 360 Span: 3: S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.003 in Ratio = 17445 > 240 Span: 3 : +D+S Max Upward Total Deflection -0.000 in Ratio = 269561 > 240 Span: 2 : +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress 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 = 4.0 ft 1 0.054 0.070 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 48.4 900.0 0.31 11.3 162.0 Length = 4.0 ft 2 0.054 0.070 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 48.4 900.0 0.31 11.3 162.0 Length = 4.0 ft 3 0.054 0.070 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 48.4 900.0 0.31 11.3 162.0 +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 = 4.0 ft 1 0.095 0.123 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.47 108.9 1,150.0 0.70 25.5 207.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 3-2 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 Length = 4.0 ft 2 0.095 0.123 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.47 108.9 1,150.0 0.70 25.5 207.0 Length = 4.0 ft 3 0.095 0.123 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.47 108.9 1,150.0 0.70 25.5 207.0 +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 = 4.0 ft 1 0.082 0.106 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.40 93.8 1,150.0 0.60 22.0 207.0 Length = 4.0 ft 2 0.082 0.106 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.40 93.8 1,150.0 0.60 22.0 207.0 Length = 4.0 ft 3 0.082 0.106 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.40 93.8 1,150.0 0.60 22.0 207.0 +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 = 4.0 ft 1 0.018 0.024 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.12 29.0 1,600.0 0.19 6.8 288.0 Length = 4.0 ft 2 0.018 0.024 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.12 29.0 1,600.0 0.19 6.8 288.0 Length = 4.0 ft 3 0.018 0.024 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.12 29.0 1,600.0 0.19 6.8 288.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.034 0.045 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.24 55.2 1,600.0 0.36 12.9 288.0 Length = 4.0 ft 2 0.034 0.045 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.24 55.2 1,600.0 0.36 12.9 288.0 Length = 4.0 ft 3 0.034 0.045 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.24 55.2 1,600.0 0.36 12.9 288.0 +1.105D+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 = 4.0 ft 1 0.062 0.080 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.42 98.9 1,600.0 0.64 23.2 288.0 Length = 4.0 ft 2 0.062 0.080 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.42 98.9 1,600.0 0.64 23.2 288.0 Length = 4.0 ft 3 0.062 0.080 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.42 98.9 1,600.0 0.64 23.2 288.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.014 0.018 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.10 22.3 1,600.0 0.14 5.2 288.0 Length = 4.0 ft 2 0.014 0.018 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.10 22.3 1,600.0 0.14 5.2 288.0 Length = 4.0 ft 3 0.014 0.018 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.10 22.3 1,600.0 0.14 5.2 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0028 1.815 0.0000 0.000 +D+S 2 0.0002 2.017 +D+S -0.0002 0.471 +D+S 3 0.0027 2.218 0.0000 0.471 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 0.468 1.287 1.287 0.468 Max Upward from Load Combinations 0.468 1.287 1.287 0.468 Max Upward from Load Cases 0.260 0.715 0.715 0.260 D Only 0.208 0.572 0.572 0.208 +D+S 0.468 1.287 1.287 0.468 +D+0.750S 0.403 1.108 1.108 0.403 +0.60D 0.125 0.343 0.343 0.125 S Only 0.260 0.715 0.715 0.260 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 3-3 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 ASCE7-16 Fb- 1,000.0psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x8 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 17.50 ft, (roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.717: 1 Maximum Shear Stress Ratio = Section used for this span 6x8 Section used for this span fb: Actual = 824.72psi fv: Actual = F'b = 1,150.00psi F'v = Load Combination +D+S Load Combination Location of maximum on span = 2.990ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio = 1845> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.070 in Ratio = 1025> 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 D Only Moment a ues CF Cfu C i C r M fb F'b 0.0 Length = 6.0 ft 1 0.407 0.236 0.90 1.00 1.00 1.00 1.000 +D+S 1.00 1.00 1.00 1.000 Length = 6.0 ft 1 0.717 0.415 1.15 1.00 1.00 1.00 1.000 +D+0.750S 1.00 1.00 1.00 1.000 Length = 6.0 ft 1 0.618 0.357 1.15 1.00 1.00 1.00 1.000 +0.60D 1.00 1.00 1.00 1.000 Length = 6.0 ft 1 0.137 0.080 1.60 1.00 1.00 1.00 1.000 +1.140D 1.00 1.00 1.00 1.000 Length = 6.0 ft 1 0.261 0.151 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.57 366.5 900.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 3.54 824.7 1,150.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 3.05 710.2 1,150.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 0.94 219.9 1,600.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 1.80 417.9 1,600.0 0.415 : 1 6x8 85.91 psi 207.00 psi +D+S 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 1.05 38.2 162.0 0.00 0.0 0.0 2.36 85.9 207.0 0.00 0.0 0.0 2.03 74.0 207.0 0.00 0.0 0.0 0.63 22.9 288.0 0.00 0.0 0.0 1.20 43.5 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-3 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+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 = 6.0 ft 1 0.468 0.271 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.22 748.7 1,600.0 2.14 78.0 288.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.105 0.061 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.72 168.6 1,600.0 0.48 17.6 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0702 3.010 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 2.363 2.363 Max Upward from Load Combinations 2.363 2.363 Max Upward from Load Cases 1.313 1.313 D Only 1.050 1.050 +D+S 2.363 2.363 +D+0.750S 2.034 2.034 +0.60D 0.630 0.630 S Only 1.313 1.313 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 3-4 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 620.Oksi Density 31.210 pcf D(0.26) S(0.325) D(0.35) S(0.4375) D(0.35) S(0.4375) 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 = 13.0 ft, (roof) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 17.50 ft, (roof) Load for Span Number 3 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 17.50 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.268 1 Maximum Shear Stress Ratio = 0.334 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 305.80psi fv: Actual = 69.22 psi F'b = 1,150.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 12242> 360 Span: 3: S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.007 in Ratio = 6801 > 240 Span: 3 : +D+S Max Upward Total Deflection -0.000 in Ratio = 165525-240 Span: 2 : +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.120 0.150 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.46 108.0 900.0 0.67 24.4 162.0 Length = 4.0 ft 2 0.151 0.190 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.58 135.9 900.0 0.85 30.8 162.0 Length = 4.0 ft 3 0.151 0.190 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.58 135.9 900.0 0.85 30.8 162.0 +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 = 4.0 ft 1 0.211 0.265 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.04 243.0 1,150.0 1.51 54.8 207.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 3-4 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 Length = 4.0 ft 2 0.266 0.334 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.31 305.8 1,150.0 1.90 69.2 207.0 Length = 4.0 ft 3 0.266 0.334 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.31 305.8 1,150.0 1.90 69.2 207.0 +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 = 4.0 ft 1 0.182 0.228 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.90 209.2 1,150.0 1.30 47.2 207.0 Length = 4.0 ft 2 0.229 0.288 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.13 263.3 1,150.0 1.64 59.6 207.0 Length = 4.0 ft 3 0.229 0.288 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.13 263.3 1,150.0 1.64 59.6 207.0 +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 = 4.0 ft 1 0.040 0.051 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.28 64.8 1,600.0 0.40 14.6 288.0 Length = 4.0 ft 2 0.051 0.064 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.35 81.5 1,600.0 0.51 18.5 288.0 Length = 4.0 ft 3 0.051 0.064 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.35 81.5 1,600.0 0.51 18.5 288.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.077 0.096 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.53 123.1 1,600.0 0.76 27.8 288.0 Length = 4.0 ft 2 0.097 0.122 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.67 154.9 1,600.0 0.96 35.1 288.0 Length = 4.0 ft 3 0.097 0.122 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.67 154.9 1,600.0 0.96 35.1 288.0 +1.105D+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 = 4.0 ft 1 0.138 0.173 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.95 220.6 1,600.0 1.37 49.8 288.0 Length = 4.0 ft 2 0.174 0.218 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.19 277.6 1,600.0 1.73 62.8 288.0 Length = 4.0 ft 3 0.174 0.218 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.19 277.6 1,600.0 1.73 62.8 288.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.031 0.039 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 49.7 1,600.0 0.31 11.2 288.0 Length = 4.0 ft 2 0.039 0.049 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.27 62.5 1,600.0 0.39 14.2 288.0 Length = 4.0 ft 3 0.039 0.049 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.27 62.5 1,600.0 0.39 14.2 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0050 1.748 0.0000 0.000 +D+S 2 0.0014 1.916 +D+S -0.0003 3.697 +D+S 3 0.0071 2.252 0.0000 3.697 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 0.909 2.939 3.546 1.247 Max Upward from Load Combinations 0.909 2.939 3.546 1.247 Max Upward from Load Cases 0.505 1.633 1.970 0.693 D Only 0.404 1.306 1.576 0.554 +D+S 0.909 2.939 3.546 1.247 +D+0.750S 0.783 2.530 3.053 1.073 +0.60D 0.242 0.784 0.946 0.332 S Only 0.505 1.633 1.970 0.693 .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 3-5 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 2400 psi E : Modulus of Elasticity Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Fc - Perp 650 psi Ebend- yy 1600 ksi Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling fil 5.5x12 Span = 14.50 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 = 5.50 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.21141 Maximum Shear Stress Ratio = 0.134 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 591.32psi fv: Actual = 40.78 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.226ft 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 0.096 in Ratio = 1804> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.174 in Ratio = 1002> 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 D Only Moment Values Cv Cfu C i Cr M fb F'b 0.0 Length = 14.50 ft 1 0.122 0.076 0.90 1.00 1.00 1.00 1.000 +D+S 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.214 0.134 1.15 1.00 1.00 1.00 1.000 +D+0.750S 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.184 0.115 1.15 1.00 1.00 1.00 1.000 +0.60D 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.041 0.026 1.60 1.00 1.00 1.00 1.000 +1.140D 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.078 0.049 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.89 262.8 2,160.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 6.50 591.3 2,760.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 5.60 509.2 2,760.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 1.73 157.7 3,840.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 3.30 299.6 3,840.0 Shear Values V fv F'v 0.00 0.0 0.0 0.80 18.1 238.5 0.00 0.0 0.0 1.79 40.8 304.8 0.00 0.0 0.0 1.55 35.1 304.8 0.00 0.0 0.0 0.48 10.9 424.0 0.00 0.0 0.0 0.91 20.7 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-5 Maximum Forces & Stresses for Load Combinations Project File: _enercalc trib_210208.ec6 J 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 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.140 0.087 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.90 536.8 3,840.0 1.63 37.0 424.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.031 0.020 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.33 120.9 3,840.0 0.37 8.3 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1736 7.274 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 1.794 1.794 Max Upward from Load Combinations 1.794 1.794 Max Upward from Load Cases 0.997 0.997 D Only 0.798 0.798 +D+S 1.794 1.794 +D+0.750S 1.545 1.545 +0.60D 0.479 0.479 S Only 0.997 0.997 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 3-6 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 ASCE7-16 Fb- 1,850.0psi Ebend-xx 1,800.0ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.5x 10.5 Span =12.0ft 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 = 17.50 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.610.1 Maximum Shear Stress Ratio = 0.403 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb: Actual = 1,683.10psi fv: Actual = 122.73 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.980ft 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 0.215 in Ratio = 670> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.387 in Ratio = 372> 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 = 12.0 ft 1 0.346 0.229 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.30 748.0 2,160.0 2.10 54.5 238.5 +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 = 12.0 ft 1 0.610 0.403 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 14.17 1,683.1 2,760.0 4.73 122.7 304.8 +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 = 12.0 ft 1 0.525 0.347 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.21 1,449.3 2,760.0 4.07 105.7 304.8 +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 = 12.0 ft 1 0.117 0.077 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.78 448.8 3,840.0 1.26 32.7 424.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.222 0.147 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.18 852.8 3,840.0 2.39 62.2 424.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-6 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 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.398 0.263 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.87 1,527.9 3,840.0 4.29 111.4 424.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.090 0.059 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.90 344.1 3,840.0 0.97 25.1 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3868 6.020 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 4.725 4.725 Max Upward from Load Combinations 4.725 4.725 Max Upward from Load Cases 2.625 2.625 D Only 2.100 2.100 +D+S 4.725 4.725 +D+0.750S 4.069 4.069 +0.60D 1.260 1.260 S Only 2.625 2.625 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 3-7 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 Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.3) S(0.375) 48 Span = 5.250 ft Project File: _enercalc trib_210208.ec6 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi 180.0 psi 575.0 psi Density 31.210 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 15.0 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.676: 1 Maximum Shear Stress Ratio = 0.506 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 910.16psi fv: Actual = 104.74 psi F'b = 1,345.50psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.616ft 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 0.036 in Ratio = 1738 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.065 in Ratio = 965 > 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 = 5.250 ft 1 0.384 0.287 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.03 404.5 1,053.0 0.79 46.6 162.0 +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 = 5.250 ft 1 0.676 0.506 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.33 910.2 1,345.5 1.77 104.7 207.0 +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 = 5.250 ft 1 0.582 0.436 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.00 783.7 1,345.5 1.53 90.2 207.0 +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 = 5.250 ft 1 0.130 0.097 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.62 242.7 1,872.0 0.47 27.9 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.250 ft 1 0.246 0.184 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.18 461.1 1,872.0 0.90 53.1 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-7 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+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 = 5.250 ft 1 0.441 0.330 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.11 826.2 1,872.0 1.61 95.1 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.250 ft 1 0.099 0.074 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.48 186.1 1,872.0 0.36 21.4 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0652 2.634 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 1.772 1.772 Max Upward from Load Combinations 1.772 1.772 Max Upward from Load Cases 0.984 0.984 D Only 0.788 0.788 +D+S 1.772 1.772 +D+0.750S 1.526 1.526 +0.60D 0.473 0.473 S Only 0.984 0.984 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 3-8 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 Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.3) S(0.375) 48 Span = 5.250 ft Project File: _enercalc trib_210208.ec6 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580ksi 625 psi 180 psi 575 psi 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 = 0.020, S = 0.0250 ksf, Tributary Width = 15.0 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.676: 1 Maximum Shear Stress Ratio = 0.506 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 910.16psi fv: Actual = 104.74 psi F'b = 1,345.50psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.616ft 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 0.036 in Ratio = 1738 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.065 in Ratio = 965 > 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 = 5.250 ft 1 0.384 0.287 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.03 404.5 1,053.0 0.79 46.6 162.0 +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 = 5.250 ft 1 0.676 0.506 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.33 910.2 1,345.5 1.77 104.7 207.0 +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 = 5.250 ft 1 0.582 0.436 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.00 783.7 1,345.5 1.53 90.2 207.0 +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 = 5.250 ft 1 0.130 0.097 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.62 242.7 1,872.0 0.47 27.9 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.250 ft 1 0.246 0.184 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.18 461.1 1,872.0 0.90 53.1 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-8 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+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 = 5.250 ft 1 0.441 0.330 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.11 826.2 1,872.0 1.61 95.1 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.250 ft 1 0.099 0.074 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.48 186.1 1,872.0 0.36 21.4 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0652 2.634 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 1.772 1.772 Max Upward from Load Combinations 1.772 1.772 Max Upward from Load Cases 0.984 0.984 D Only 0.788 0.788 +D+S 1.772 1.772 +D+0.750S 1.526 1.526 +0.60D 0.473 0.473 S Only 0.984 0.984 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 3-9 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x6 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4521 Maximum Shear Stress Ratio = 0.129 : 1 Section used for this span 6x6 Section used for this span 6x6 fb: Actual = 467.37psi fv: Actual = 26.78 psi F'b = 1,035.00psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.013ft 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 0.057 in Ratio = 1685> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.103 in Ratio = 936> 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 C r D Only Length = 8.0 ft 1 0.256 0.073 0.90 1.00 1.00 1.00 1.000 +D+S 1.00 1.00 1.00 1.000 Length = 8.0 ft 1 0.452 0.129 1.15 1.00 1.00 1.00 1.000 +D+0.750S 1.00 1.00 1.00 1.000 Length = 8.0 ft 1 0.389 0.111 1.15 1.00 1.00 1.00 1.000 +0.60D 1.00 1.00 1.00 1.000 Length = 8.0 ft 1 0.087 0.025 1.60 1.00 1.00 1.00 1.000 +1.140D 1.00 1.00 1.00 1.000 Length = 8.0 ft 1 0.164 0.047 1.60 1.00 1.00 1.00 1.000 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 1.00 1.00 1.00 Moment Values M fb F'b 0.0 0.48 207.7 810.0 0.0 1.08 467.4 1,035.0 0.0 0.93 402.5 1,035.0 0.0 0.29 124.6 1,440.0 0.0 0.55 236.8 1,440.0 Values V fv F'v 0.00 0.0 0.0 0.24 11.9 162.0 0.00 0.0 0.0 0.54 26.8 207.0 0.00 0.0 0.0 0.47 23.1 207.0 0.00 0.0 0.0 0.14 7.1 288.0 0.00 0.0 0.0 0.27 13.6 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-9 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+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 = 8.0 ft 1 0.295 0.084 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.98 424.3 1,440.0 0.49 24.3 288.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.066 0.019 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.22 95.6 1,440.0 0.11 5.5 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1025 4.013 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: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 3-10 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 2.50 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 = 13.0 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.133 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 178.87psi fv: Actual = 43.23 psi F'b = 1,345.50psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.246ft 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 0.002 in Ratio = 18577 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.003 in Ratio = 10320> 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 D Only Moment a ues CF Cfu C i C r M fb F'b 0.0 Length = 2.50 ft 1 0.075 0.119 0.90 1.00 1.00 1.00 1.300 +D+S 1.00 1.00 1.00 1.300 Length = 2.50 ft 1 0.133 0.209 1.15 1.00 1.00 1.00 1.300 +D+0.750S 1.00 1.00 1.00 1.300 Length = 2.50 ft 1 0.114 0.180 1.15 1.00 1.00 1.00 1.300 +0.60D 1.00 1.00 1.00 1.300 Length = 2.50 ft 1 0.025 0.040 1.60 1.00 1.00 1.00 1.300 +1.140D 1.00 1.00 1.00 1.300 Length = 2.50 ft 1 0.048 0.076 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.20 79.5 1,053.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 0.46 178.9 1,345.5 1.00 1.00 1.00 0.0 1.00 1.00 1.00 0.39 154.0 1,345.5 1.00 1.00 1.00 0.0 1.00 1.00 1.00 0.12 47.7 1,872.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 0.23 90.6 1,872.0 Shear Values V fv F'v 0.00 0.0 0.0 0.33 19.2 162.0 0.00 0.0 0.0 0.73 43.2 207.0 0.00 0.0 0.0 0.63 37.2 207.0 0.00 0.0 0.0 0.20 11.5 288.0 0.00 0.0 0.0 0.37 21.9 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 3-10 Maximum Forces & Stresses for Load Combinations Project File: _enercalc trib_210208.ec6 J 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 +1.105D+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 = 2.50 ft 1 0.087 0.136 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.41 162.4 1,872.0 0.66 39.2 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.50 ft 1 0.020 0.031 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.09 36.6 1,872.0 0.15 8.8 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0029 1.254 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 0.731 0.731 Max Upward from Load Combinations 0.731 0.731 Max Upward from Load Cases 0.406 0.406 D Only 0.325 0.325 +D+S 0.731 0.731 +D+0.750S 0.630 0.630 +0.60D 0.195 0.195 S Only 0.406 0.406 .R.iF : mvv-uou-1 f 000, buIla:Lu DESCRIPTION: 2-1 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 Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.2 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 900.0 psi E : Modulus of Elasticity Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1 4x8 Span = 3.50 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 = 6.125 ft, (roof) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (wall) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 17.50 ft, (roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.51141 Maximum Shear Stress Ratio = Section used for this span 4x8 Section used for this span fb: Actual = 691.00psi fv: Actual = F'b = 1,345.50psi F'v = Load Combination +D+S Load Combination Location of maximum on span = 1.735ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 3695> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.022 in Ratio = 1892> 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 Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b D Only 0.0 Length = 3.50 ft 1 0.320 0.359 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.86 337.1 1,053.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.50 ft 1 0.514 0.576 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.77 691.0 1,345.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.50 ft 1 0.448 0.502 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.54 602.5 1,345.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 3.50 ft 1 0.108 0.121 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.52 202.2 1,872.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.576 : 1 4x8 119.29 psi 207.00 psi +D+S 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 0.98 58.2 162.0 0.00 0.0 0.0 2.02 119.3 207.0 0.00 0.0 0.0 1.76 104.0 207.0 0.00 0.0 0.0 0.59 34.9 288.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios 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 Length = 3.50 ft 1 0.205 0.230 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.98 384.3 1,872.0 1.12 66.3 288.0 +1.105D+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 = 3.50 ft 1 0.341 0.382 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.63 637.9 1,872.0 1.86 110.1 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.50 ft 1 0.083 0.093 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.40 155.1 1,872.0 0.45 26.8 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+S 1 0.0222 1.765 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.018 2.018 Max Upward from Load Combinations 2.018 2.018 Max Upward from Load Cases 1.034 1.034 D Only 0.984 0.984 +D+S 2.018 2.018 +D+0.750S 1.760 1.760 +0.60D 0.591 0.591 S Only 1.034 1.034 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:zu. DESCRIPTION: 2-2 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 3.50 ft 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend-xx 1700ksi Eminbend - xx 620ksi 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 = 0.050, L = 0.040 ksf, Tributary Width = 6.0 ft, (garage slab) Point Load : L = 2.0 k @ 1.750 ft, (vehicular live load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.59fi 1 Maximum Shear Stress Ratio = 0.393 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 596.27psi fv: Actual = 70.73 psi F'b = 1,000.00psl F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.765ft 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 0.012 in Ratio = 3497> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.015 in Ratio = 2775> 240 Span: 1 : +D+L 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 = 3.50 ft 1 0.119 0.118 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.46 106.9 900.0 0.53 19.1 162.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.50 ft 1 0.596 0.393 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.56 596.3 1,000.0 1.95 70.7 180.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.50 ft 1 0.379 0.257 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.04 473.9 1,250.0 1.59 57.8 225.0 +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 = 3.50 ft 1 0.040 0.040 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.28 64.1 1,600.0 0.32 11.5 288.0 +1.140D 1.00 1.00 1.00 1.000 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: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Va-Fu-es Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C I Cr M fb F'b V fv F'v Length = 3.50 ft 1 0.076 0.076 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.52 121.9 1,600.0 0.60 21.8 288.0 +1.105D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.50 ft 1 0.303 0.208 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.08 485.2 1,600.0 1.65 59.8 288.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.50 ft 1 0.031 0.030 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 49.2 1,600.0 0.24 8.8 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.0151 1.765 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 1.945 1.945 Max Upward from Load Combinations 1.945 1.945 Max Upward from Load Cases 1.420 1.420 D Only 0.525 0.525 +D+L 1.945 1.945 +D+0.750L 1.590 1.590 +0.60D 0.315 0.315 L Only 1.420 1.420 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, buIla:LU. DESCRIPTION: 2-3 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 Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.156) L(0.52) 4x8 Span = 2.750 ft Project File: _enercalc trib_210208.ec6 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580ksi 625 psi 180 psi 575 psi 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 = 0.0120, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.21141 Maximum Shear Stress Ratio = 0.305 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 250.08psi fv: Actual = 54.95 psi F'b = 1,170.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.363ft 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 = 8653 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.005 in Ratio = 6656 > 240 Span: 1 : +D+L 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 CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 2.750 ft 1 0.055 0.078 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 57.7 1,053.0 0.21 12.7 162.0 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.750 ft 1 0.214 0.305 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.64 250.1 1,170.0 0.93 54.9 180.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.750 ft 1 0.138 0.197 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.52 202.0 1,462.5 0.75 44.4 225.0 +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 = 2.750 ft 1 0.018 0.026 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.09 34.6 1,872.0 0.13 7.6 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.750 ft 1 0.035 0.050 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.17 65.8 1,872.0 0.24 14.5 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 2-3 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.750 ft 1 0.111 0.159 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.53 208.0 1,872.0 0.77 45.7 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.750 ft 1 0.014 0.020 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.07 26.5 1,872.0 0.10 5.8 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0050 1.387 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 0.930 0.930 Max Upward from Load Combinations 0.930 0.930 Max Upward from Load Cases 0.715 0.715 D Only 0.215 0.215 +D+L 0.930 0.930 +D+0.750L 0.751 0.751 +0.60D 0.129 0.129 L Only 0.715 0.715 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 2-4 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 + 2325 psi Load Combination ASCE 7-16 Fb - 2325 psi Fc - Prll 2050 psi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.75x14 Span = 8.0 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend-xx 1550ksi Eminbend - xx 787.815ksi 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 = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.326: 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 742.20psi fv: Actual = 108.24 psi F'b = 2,276.76psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.966ft 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 0.051 in Ratio = 1874 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.067 in Ratio = 1442> 240 Span: 1 : +D+L 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 = 8.0 ft 1 0.084 0.090 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.82 171.3 2,049.1 0.41 25.0 279.0 +D+L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.326 0.349 1.00 1.00 1.00 1.00 0.979 1.00 1.00 1.00 3.54 742.2 2,276.8 1.77 108.2 310.0 +D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.211 0.226 1.25 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.86 599.5 2,846.0 1.43 87.4 387.5 +0.60D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.028 0.030 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.49 102.8 3,642.8 0.24 15.0 496.0 +1.140D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.054 0.057 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.93 195.3 3,642.8 0.47 28.5 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 2-4 Maximum Forces & Stresses for Load Combinations Project File: _enercalc trib_210208.ec6 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b +1.105D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 Length = 8.0 ft 1 0.169 0.182 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.94 617.5 3,642.8 +0.460D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 Length = 8.0 ft 1 0.022 0.023 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.38 78.8 3,642.8 Overall Maximum Deflections Shear Values V fv F'v 0.00 0.0 0.0 1.47 90.1 496.0 0.00 0.0 0.0 0.19 11.5 496.0 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0666 4.034 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 1.768 1.768 Max Upward from Load Combinations 1.768 1.768 Max Upward from Load Cases 1.360 1.360 D Only 0.408 0.408 +D+L 1.768 1.768 +D+0.750L 1.428 1.428 +0.60D 0.245 0.245 L Only 1.360 1.360 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 2-5 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 + 2,325.0 psi Load Combination ASCE 7-16 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.75x14 Span = 8.50 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.50 ft, (DECK) Uniform Load : D = 0.0120, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.160.1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 363.96psi fv: Actual = 49.96 psi F'b = 2,276.76psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.214ft Location of maximum on span = 8.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 7592> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.037 in Ratio = 2768> 240 Span: 1 : +D+L 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 = 8.50 ft 1 0.113 0.114 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 1.10 231.3 2,049.1 0.52 31.7 279.0 +D+L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.50 ft 1 0.160 0.161 1.00 1.00 1.00 1.00 0.979 1.00 1.00 1.00 1.73 364.0 2,276.8 0.82 50.0 310.0 +D+S 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.50 ft 1 0.097 0.098 1.15 1.00 1.00 1.00 0.979 1.00 1.00 1.00 1.21 255.0 2,618.3 0.57 35.0 356.5 +D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.50 ft 1 0.116 0.117 1.25 1.00 1.00 1.00 0.979 1.00 1.00 1.00 1.58 330.8 2,846.0 0.74 45.4 387.5 +D+0.750L+0.750S 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 .R.iF : r vv-UtDu 1 f 000, buiia:LU. DESCRIPTION: 2-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Length = 8.50 ft 1 0.133 0.134 1.15 1.00 1.00 1.00 0.979 +0.60D 1.00 1.00 1.00 0.979 Length = 8.50 ft 1 0.038 0.038 1.60 1.00 1.00 1.00 0.979 +1.140D 1.00 1.00 1.00 0.979 Length = 8.50 ft 1 0.072 0.073 1.60 1.00 1.00 1.00 0.979 +1.105D+0.750L+0.750S 1.00 1.00 1.00 0.979 Length = 8.50 ft 1 0.102 0.103 1.60 1.00 1.00 1.00 0.979 +0.460D 1.00 1.00 1.00 0.979 Length = 8.50 ft 1 0.029 0.029 1.60 1.00 1.00 1.00 0.979 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Cfu C i Cr 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 1.00 1.00 1.00 Project File: _enercalc trib_210208.ec6 Moment Values M fb F'b 1.66 348.6 2,618.3 0.0 0.66 138.8 3,642.8 0.0 1.26 263.6 3,642.8 0.0 1.78 372.8 3,642.8 0.0 0.51 106.4 3,642.8 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.0368 4.286 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.816 0.816 Max Upward from Load Combinations 0.816 0.816 Max Upward from Load Cases 0.519 0.519 D Only 0.519 0.519 +D+L 0.816 0.816 +D+S 0.572 0.572 +D+0.750L+0.750S 0.781 0.781 +D+0.750L 0.742 0.742 +0.60D 0.311 0.311 L Only 0.298 0.298 S Only 0.053 0.053 Shear Values V fv F'v 0.78 47.8 356.5 0.00 0.0 0.0 0.31 19.0 496.0 0.00 0.0 0.0 0.59 36.2 496.0 0.00 0.0 0.0 0.84 51.2 496.0 0.00 0.0 0.0 0.24 14.6 496.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 2-6 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 + 1000 psi Load Combination ASCE 7-16 Fb - 1000 psi Fc - Prll 1500 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling .33) S(0.1 6x8 Span = 6.250 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend-xx 1700ksi Eminbend - xx 620ksi 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 = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.50 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.625c 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 624.96psi fv: Actual = 62.50 psi F'b = 1,000.00psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.151 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2146 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.060 in Ratio = 1241 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress RatiosMoment 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 = 6.250 ft 1 0.278 0.154 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.07 250.0 900.0 0.69 25.0 162.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.625 0.347 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.69 625.0 1,000.0 1.72 62.5 180.0 +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 = 6.250 ft 1 0.353 0.196 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.75 406.2 1,150.0 1.12 40.6 207.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.425 0.236 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.28 531.2 1,250.0 1.46 53.1 225.0 +D+0.750L+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 = 6.250 ft 1 0.564 0.313 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.79 648.4 1,150.0 1.78 64.8 207.0 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, buiia:LU. DESCRIPTION: 2-6 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 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 6.250 ft 1 0.094 0.052 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 6.250 ft 1 0.178 0.099 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 6.250 ft 1 0.422 0.234 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 6.250 ft 1 0.072 0.040 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.64 150.0 1,600.0 0.41 15.0 288.0 0.0 0.00 0.0 0.0 1.22 285.0 1,600.0 0.78 28.5 288.0 0.0 0.00 0.0 0.0 2.90 674.6 1,600.0 1.86 67.5 288.0 0.0 0.00 0.0 0.0 0.49 115.0 1,600.0 0.32 11.5 288.0 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0604 3.151 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.783 1.783 Max Upward from Load Combinations 1.783 1.783 Max Upward from Load Cases 1.031 1.031 D Only 0.688 0.688 +D+L 1.719 1.719 +D+S 1.117 1.117 +D+0.750L+0.750S 1.783 1.783 +D+0.750L 1.461 1.461 +0.60D 0.413 0.413 L Only 1.031 1.031 S Only 0.430 0.430 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:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 2-7 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 iLevel 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(0.35) S(0 4375) Lev D(0.09) vb�v� D(0. 175) D099� yS(2.63) D(2.1) S(2.63) 5.25x14.0 Span = 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.750 ft, (DECK) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 --» 1.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 0.0 --» 1.0 ft, Tributary Width = 17.50 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 12.50 - > 14.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 12.50 - > 14.50 ft, Tributary Width = 17.50 ft, (ROOF) Point Load : D = 2.10, S = 2.630 k @ 1.0 ft, (RXN 3-6) Point Load : D = 2.10, S = 2.630 k @ 12.50 ft, (RXN 3-6) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.315: 1 Maximum Shear Stress Ratio = 0.448 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 1,032.41 psi fv: Actual = 149.34 psi F'b = 3,278.42psi F'v = 333.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 8.529ft Location of maximum on span = 14.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.094 in Ratio = 1860> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.229 in Ratio = 760> 240 Span: 1 : +D+0.750L+0.750S 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 = 14.50 ft 1 0.170 0.269 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 6.24 436.3 2,565.7 3.44 70.1 261.0 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.307 0.367 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 12.52 875.9 2,850.8 5.21 106.4 290.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-7 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+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.251 0.418 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 11.78 824.2 3,278.4 6.84 139.5 333.5 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.214 0.268 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 10.92 764.1 3,563.5 4.77 97.3 362.5 +D+0.750L+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 = 14.50 ft 1 0.315 0.448 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 14.75 1,032.4 3,278.4 7.32 149.3 333.5 +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 = 14.50 ft 1 0.057 0.091 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 3.74 261.8 4,561.3 2.06 42.1 464.0 +1.140D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.109 0.172 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 7.11 497.4 4,561.3 3.92 79.9 464.0 +1.105D+0.750L+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 = 14.50 ft 1 0.236 0.338 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 15.41 1,078.0 4,561.3 7.68 156.7 464.0 +0.460D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.044 0.070 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 2.87 200.7 4,561.3 1.58 32.3 464.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.2289 7.555 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 6.802 7.318 Max Upward from Load Combinations 6.802 7.318 Max Upward from Load Cases 3.214 3.436 D Only 3.214 3.436 +D+L 4.990 5.212 +D+S 6.222 6.835 +D+0.750L+0.750S 6.802 7.318 +D+0.750L 4.546 4.768 +0.60D 1.928 2.062 L Only 1.776 1.776 S Only 3.008 3.399 DESCRIPTION: 2-8 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing D(0.79),S(0.9� Beam is Fully Braced against lateral -torsional buckling D(0. Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 2400 psi E : Modulus of Elasticity Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Fc - Perp 650 psi Ebend- yy 1600 ksi Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf 5.5xl2 Span = 12.750 ft D(0.79),S(0.98) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 2.750 - > 7.250 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, L = 0.0250 ksf, Extent = 2.750 - > 7.250 ft, Tributary Width = 9.0 ft, (ROOF) Point Load : D = 0.790, S = 0.980 k @ 2.750 ft, (RXN 3-7R) Point Load : D = 0.790, S = 0.980 k @ 7.250 ft, (RXN 3-8L) Point Load : D = 0.790, S = 0.980 k @ 0.0 ft, (RXN 3-8L) Point Load : D = 0.790, S = 0.980 k @ 12.750 ft, (RXN 3-8L) DESIGN SUMMARY NONE= • Maximum Bending Stress Ratio = 0.7291 Maximum Shear Stress Ratio = 0.483 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 1,749.13psi fv: Actual = 127.94 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.098ft 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 0.215 in Ratio = 711 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.395 in Ratio = 387 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen 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 = 12.750 ft 1 0.364 0.253 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.64 785.2 2,160.0 2.65 60.3 238.5 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.750 ft 1 0.729 0.483 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 19.24 1,749.1 2,400.0 5.63 127.9 265.0 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, buiia:LU. DESCRIPTION: 2-8 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr Length = 12.750 ft 1 0.418 0.328 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 12.750 ft 1 0.503 0.334 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 12.750 ft 1 0.645 0.460 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 12.750 ft 1 0.123 0.085 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 12.750 ft 1 0.233 0.162 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 12.750 ft 1 0.485 0.346 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 12.750 ft 1 0.094 0.065 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 Moment Values M fb F'b 12.70 1,154.5 2,760.0 0.0 16.59 1,508.1 3,000.0 0.0 19.60 1,781.4 2,760.0 0.0 5.18 471.1 3,840.0 0.0 9.85 895.2 3,840.0 0.0 20.50 1,863.8 3,840.0 0.0 3.97 361.2 3,840.0 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.3952 6.311 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.257 6.173 Max Upward from Load Combinations 7.257 6.173 Max Upward from Load Cases 3.254 2.947 D Only 3.254 2.651 +D+L 6.419 5.598 +D+S 5.425 4.400 +D+0.750L+0.750S 7.257 6.173 +D+0.750L 5.628 4.861 +0.60D 1.952 1.591 L Only 3.165 2.947 S Only 2.171 1.749 Shear Values V fv F'v 4.40 100.0 304.8 0.00 0.0 0.0 4.86 110.5 331.3 0.00 0.0 0.0 6.17 140.3 304.8 0.00 0.0 0.0 1.59 36.2 424.0 0.00 0.0 0.0 3.02 68.7 424.0 0.00 0.0 0.0 6.45 146.6 424.0 0.00 0.0 0.0 1.22 27.7 424.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:zu. DESCRIPTION: 2-9 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 Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.57),S(0.71) 1 6x8 Span = 6.250 ft Project File: _enercalc trib_210208.ec6 1000 psi E : Modulus of Elasticity 1000 psi Ebend- xx 1700 ksi 1500 psi Eminbend - xx 620ksi 625 psi 180 psi 675 psi 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 = 0.0120, L = 0.040 ksf, Tributary Width = 6.750 ft, (FLOOR) Point Load : D = 0.570, S = 0.710 k @ 3.125 ft, (rxn 3-2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.62E 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 719.68psi fv: Actual = 50.25 psi F'b = 1,150.00 psi F'v = 180.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 3.099ft 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 0.029 in Ratio = 2624> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.060 in Ratio = 1252> 240 Span: 1 : +D+0.750L+0.750S 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 = 6.250 ft 1 0.331 0.121 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.28 297.6 900.0 0.54 19.6 162.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.604 0.279 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.60 604.4 1,000.0 1.38 50.3 180.0 +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 = 6.250 ft 1 0.481 0.157 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.38 553.6 1,150.0 0.89 32.5 207.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.422 0.189 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.27 527.7 1,250.0 1.17 42.6 225.0 +D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, buiia:LU. DESCRIPTION: 2-9 Project File: _enercalc trib_210208.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b Length = 6.250 ft 1 0.626 0.252 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.09 719.7 1,150.0 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.112 0.041 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.77 178.5 1,600.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.212 0.077 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.46 339.2 1,600.0 +1.105D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.469 0.189 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.23 750.9 1,600.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.086 0.031 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.59 136.9 1,600.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0599 3.151 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.437 1.437 Max Upward from Load Combinations 1.437 1.437 Max Upward from Load Cases 0.844 0.844 D Only 0.538 0.538 +D+L 1.382 1.382 +D+S 0.893 0.893 +D+0.750L+0.750S 1.437 1.437 +D+0.750L 1.171 1.171 +0.60D 0.323 0.323 L Only 0.844 0.844 S Only 0.355 0.355 Shear Values V fv F'v 1.44 52.3 207.0 0.00 0.0 0.0 0.32 11.7 288.0 0.00 0.0 0.0 0.61 22.3 288.0 0.00 0.0 0.0 1.49 54.3 288.0 0.00 0.0 0.0 0.25 9.0 288.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:LU.L. DESCRIPTION: 2-10 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 + 2325 psi Load Combination ASCE 7-16 Fb - 2325 psi Fc - Prll 2050 psi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.4) S(0.51) D(1.31),S(1.63) D(1.58),S(1.97) i[@Y]IIMIcZ! 3.5x14.0 Span = 12.0 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend-xx 1550ksi Eminbend - xx 787.815ksi Density 45.01 pcf S(0.69) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (floor) Point Load : D = 0.40, S = 0.510 k @ 0.0 ft, (rxn 3-4) Point Load : D = 1.310, S = 1.630 k @ 4.0 ft, (rxn 3-4) Point Load : D = 1.580, S = 1.970 k @ 8.0 ft, (rxn 3-4) Point Load : D = 0.550, S = 0.690 k @ 12.0 ft, (rxn 3-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.705 1 Maximum Shear Stress Ratio = 0.431 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,852.36psi fv: Actual = 153.81 psi F'b = 2,628.39psi F'v = 356.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 6.482ft Location of maximum on span = 12.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio = 931 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.375 in Ratio = 383> 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a os Moment Values S earl 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 = 12.0 ft 1 0.391 0.231 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 7.66 803.5 2,057.0 2.10 64.3 279.0 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.631 0.409 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 13.75 1,442.6 2,285.6 4.14 126.8 310.0 +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 = 12.0 ft 1 0.600 0.340 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 15.02 1,576.3 2,628.4 3.96 121.2 356.5 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, buila:LU.L. DESCRIPTION: 2-10 Project File: _enercalc trib_210208.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b Length = 12.0 ft 1 0.449 0.287 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 12.22 1,282.3 2,856.9 +D+0.750L+0.750S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 12.0 ft 1 0.705 0.431 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 17.65 +0.60D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 12.0 ft 1 0.132 0.078 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 4.59 +1.140D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 12.0 ft 1 0.250 0.148 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 8.73 +1.105D+0.750L+0.750S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 12.0 ft 1 0.530 0.324 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 18.45 +0.460D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 12.0 ft 1 0.101 0.060 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 3.52 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.3752 6.044 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.632 6.092 Max Upward from Load Combinations 5.632 6.092 Max Upward from Load Cases 2.412 2.652 D Only 2.412 2.652 +D+L 4.452 4.692 +D+S 4.665 5.199 +D+0.750L+0.750S 5.632 6.092 +D+0.750L 3.942 4.182 +0.60D 1.447 1.591 L Only 2.040 2.040 S Only 2.253 2.547 0.0 1,852.4 2,628.4 0.0 482.1 3,656.9 0.0 916.0 3,656.9 0.0 1,936.6 3,656.9 0.0 369.6 3,656.9 Shear Values V fv F'v 3.63 111.2 387.5 0.00 0.0 0.0 5.02 153.8 356.5 0.00 0.0 0.0 1.26 38.6 496.0 0.00 0.0 0.0 2.40 73.4 496.0 0.00 0.0 0.0 5.25 160.6 496.0 0.00 0.0 0.0 0.97 29.6 496.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS .R.iF : mvv-unu 1 f 000, buIla:LU.L DESCRIPTION: 2-11 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 2400 psi E : Modulus of Elasticity Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Fc - Perp 650 psi Ebend- yy 1600 ksi Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf fil 5.5x12 Span = 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.50 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.448 1 Maximum Shear Stress Ratio = 0.280 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 1,075.14psi fv: Actual = 74.15 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.250ft 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 0.189 in Ratio = 918> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.328 in Ratio = 531 > 240 Span: 1 : +D+0.750L+0.750S 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 = 14.50 ft 1 0.199 0.124 0.90 1.00 1.00 1.00 1.000 +D+L 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.448 0.280 1.00 1.00 1.00 1.00 1.000 +D+S 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.253 0.158 1.15 1.00 1.00 1.00 1.000 +D+0.750L 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.305 0.190 1.25 1.00 1.00 1.00 1.000 +D+0.750L+0.750S 1.00 1.00 1.00 1.000 Length = 14.50 ft 1 0.404 0.252 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.73 430.1 2,160.0 1.31 29.7 238.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 11.83 1,075.1 2,400.0 3.26 74.1 265.0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 7.69 698.8 2,760.0 2.12 48.2 304.8 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 10.05 913.9 3,000.0 2.77 63.0 331.3 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 12.27 1,115.5 2,760.0 3.38 76.9 304.8 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 2-11 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 +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 = 14.50 ft 1 0.067 0.042 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.84 258.0 3,840.0 0.78 17.8 424.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.128 0.080 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.39 490.3 3,840.0 1.49 33.8 424.0 +1.105D+0.750L+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 = 14.50 ft 1 0.302 0.189 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.77 1,160.6 3,840.0 3.52 80.0 424.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.052 0.032 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.18 197.8 3,840.0 0.60 13.6 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.3276 7.303 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 3.385 3.385 Max Upward from Load Combinations 3.385 3.385 Max Upward from Load Cases 1.958 1.958 D Only 1.305 1.305 +D+L 3.263 3.263 +D+S 2.121 2.121 +D+0.750L+0.750S 3.385 3.385 +D+0.750L 2.773 2.773 +0.60D 0.783 0.783 L Only 1.958 1.958 S Only 0.816 0.816 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, buIla:LU DESCRIPTION: 1-1 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 + 2,325.0 psi Load Combination ASCE 7-16 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D'O'� 13) S(0.1 3.0 X 14.0 Span = 10.250 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (roof) Uniform Load : D = 0.010 ksf, Tributary Width = 18.0 ft, (wall) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 13.0 ft, (floor) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.694 1 Maximum Shear Stress Ratio = Section used for this span 3.0 X 14.0 Section used for this span fb: Actual = 1,585.59psi fv: Actual = F'b = 2,285.56psi F'v = Load Combination +D+L Load Combination Location of maximum on span = 5.125ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.122 in Ratio = 1006> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.232 in Ratio = 530> 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b D Only 0.0 Length = 10.250 ft 1 0.364 0.306 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 6.12 749.4 2,057.0 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 Length = 10.250 ft 1 0.694 0.582 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 12.95 1,585.6 2,285.6 +D+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 Length = 10.250 ft 1 0.385 0.323 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 8.25 1,010.7 2,628.4 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 Length = 10.250 ft 1 0.482 0.404 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 11.24 1,376.5 2,856.9 +D+0.750L+0.750S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.582 : 1 3.0 X 14.0 180.47 psi 310.00 psi +D+L 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 2.39 85.3 279.0 0.00 0.0 0.0 5.05 180.5 310.0 0.00 0.0 0.0 3.22 115.0 356.5 0.00 0.0 0.0 4.39 156.7 387.5 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-1 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 Length = 10.250 ft 1 0.598 0.502 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 12.84 1,572.5 2,628.4 5.01 179.0 356.5 +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 = 10.250 ft 1 0.123 0.103 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 3.67 449.6 3,656.9 1.43 51.2 496.0 +1.140D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.250 ft 1 0.234 0.196 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 6.98 854.3 3,656.9 2.72 97.2 496.0 +1.105D+0.750L+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 = 10.250 ft 1 0.452 0.379 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 13.48 1,651.2 3,656.9 5.26 187.9 496.0 +0.460D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.250 ft 1 0.094 0.079 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 2.82 344.7 3,656.9 1.10 39.2 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2316 5.162 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 5.053 5.053 Max Upward from Load Combinations 5.053 5.053 Max Upward from Load Cases 2.665 2.665 D Only 2.388 2.388 +D+L 5.053 5.053 +D+S 3.221 3.221 +D+0.750L+0.750S 5.012 5.012 +D+0.750L 4.387 4.387 +0.60D 1.433 1.433 L Only 2.665 2.665 S Only 0.833 0.833 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, bu11a:LU.Lb.U0..9U DESCRIPTION: 1-1 OVERTURNING 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 + 2,325.0 psi Load Combination ASCE 7-16 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling W(-3.9) E(-4.7) D(0.156) L(0.52) W(3.9) E(4.7) 3.0 X 14.0 Span = 10.250 ft Project File: _enercalc trib_210208.ec6 E: Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (roof) Uniform Load : D = 0.010 ksf, Tributary Width = 18.0 ft, (wall) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 13.0 ft, (floor) Point Load : W = -3.90, E _ -4.70 k @ 1.0 ft, (OT 1) Point Load : W = 3.90, E = 4.70 k @ 7.250 ft, (OT 2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.694 1 Maximum Shear Stress Ratio = 0.582 : 1 Section used for this span 3.0 X 14.0 Section used for this span 3.0 X 14.0 fb: Actual = 1,585.59psi fv: Actual = 180.47 psi F'b = 2,285.56psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L 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 0.122 in Ratio = 1006> 360 Span: 1 : L Only Max Upward Transient Deflection -0.089 in Ratio = 1377 -360 Span: 1 : E Only ` -1.0 Max Downward Total Deflection 0.274 in Ratio = 448 > 240 Span: 1 : +D+0.750L+0.750S+0.5250E Max Upward Total Deflection -0.006 in Ratio = 21254> 240 Span: 1 : +0.60D-0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r D Only Length = 10.250 ft 1 0.364 0.306 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 10.250 ft 1 0.694 0.582 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 10.250 ft 1 0.385 0.323 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 oIG> ment Values hear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 6.12 749.4 2,057.0 2.39 85.3 279.0 0.0 0.00 0.0 0.0 12.95 1,585.6 2,285.6 5.05 180.5 310.0 0.0 0.00 0.0 0.0 8.25 1,010.7 2,628.4 3.22 115.0 356.5 0.0 0.00 0.0 0.0 .R.iF : r vv-UtDu 1 f 000, bU11a:LU.Lb.U0.,JU DESCRIPTION: 1-1 OVERTURNING Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Length = 10.250 ft 1 0.482 0.404 1.25 1.00 1.00 1.00 0.983 +D+0.750L+0.750S 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.598 0.502 1.15 1.00 1.00 1.00 0.983 +D+0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.313 0.275 1.60 1.00 1.00 1.00 0.983 +D-0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.157 0.275 1.60 1.00 1.00 1.00 0.983 +D+0.750L+0.450W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.444 0.393 1.60 1.00 1.00 1.00 0.983 +D+0.750L-0.45OW 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.327 0.393 1.60 1.00 1.00 1.00 0.983 +D+0.750L+0.750S+0.450W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.497 0.438 1.60 1.00 1.00 1.00 0.983 +D+0.750L+0.750S-0.450W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.379 0.438 1.60 1.00 1.00 1.00 0.983 +0.60D+0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.245 0.206 1.60 1.00 1.00 1.00 0.983 +0.60D-0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.095 0.206 1.60 1.00 1.00 1.00 0.983 +1.140D+0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.395 0.340 1.60 1.00 1.00 1.00 0.983 +1.140D-0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.175 0.340 1.60 1.00 1.00 1.00 0.983 +1.105D+0.750L+0.750S+0.5 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.549 0.487 1.60 1.00 1.00 1.00 0.983 +1.105D+0.750L+0.750S-0.5, 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.384 0.487 1.60 1.00 1.00 1.00 0.983 +0.460D+0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.279 0.224 1.60 1.00 1.00 1.00 0.983 +0.460D-0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.123 0.224 1.60 1.00 1.00 1.00 0.983 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Cfu C i Cr 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 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 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 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 Project File: _enercalc trib_210208.ec6 Moment Values M fb F'b 11.24 1,376.5 2,856.9 0.0 12.84 1,572.5 2,628.4 0.0 9.35 1,145.5 3,656.9 0.0 4.67 572.4 3,656.9 0.0 13.27 1,625.0 3,656.9 0.0 9.76 1,195.2 3,656.9 0.0 14.84 1,816.8 3,656.9 0.0 11.33 1,387.0 3,656.9 0.0 7.31 895.3 3,656.9 0.0 2.82 345.7 3,656.9 0.0 11.79 1,443.7 3,656.9 0.0 5.24 641.4 3,656.9 0.0 16.40 2,008.6 3,656.9 0.0 11.47 1,404.3 3,656.9 0.0 8.33 1,020.2 3,656.9 0.0 3.68 450.1 3,656.9 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S+0.5250E 1 0.2744 5.349 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.516 6.516 Max Upward from Load Combinations 6.516 6.516 Max Upward from Load Cases 2.866 2.866 Max Downward from all Load Conditio -2.866 -2.866 Max Downward from Load Combinations -0.573 -2.378 Max Downward from Load Cases (Resis -2.866 -2.866 D Only 2.388 2.388 +D+L 5.053 5.053 +D+S 3.221 3.221 +D+0.750L+0.750S 5.012 5.012 +D+0.60W 0.961 3.815 +D-0.60W 3.815 0.961 +D+0.750L+0.450W 3.317 5.457 +D+0.750L-0.45OW 5.457 3.317 Shear Values V fv F'v 4.39 156.7 387.5 0.00 0.0 0.0 5.01 179.0 356.5 0.00 0.0 0.0 3.82 136.3 496.0 0.00 0.0 0.0 3.82 136.3 496.0 0.00 0.0 0.0 5.46 194.9 496.0 0.00 0.0 0.0 5.46 194.9 496.0 0.00 0.0 0.0 6.08 217.2 496.0 0.00 0.0 0.0 6.08 217.2 496.0 0.00 0.0 0.0 2.86 102.1 496.0 0.00 0.0 0.0 2.86 102.1 496.0 0.00 0.0 0.0 4.73 168.9 496.0 0.00 0.0 0.0 4.73 168.9 496.0 0.00 0.0 0.0 6.77 241.7 496.0 0.00 0.0 0.0 6.77 241.7 496.0 0.00 0.0 0.0 3.10 110.9 496.0 0.00 0.0 0.0 3.10 110.9 496.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-1 OVERTURNING Vertical Reactions Load Combination +0.60D+0.60W +0.60D-0.60W +D+0.70E +D-0.70E +D+0.750L+0.750S+0.5250 E +D+0.750L+0.750S-0.5250E +0.60D+0.70E +0.60D-0.70E L Only S Only W Only -W E Only E Only " -1.0 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Support notation : Far left is #1 Values in KIPS Support1 Support 2 0.006 2.860 2.860 0.006 0.382 4.394 4.394 0.382 3.507 6.516 6.516 3.507 -0.573 3.439 3.439 -0.573 2.665 2.665 0.833 0.833 -2.378 2.378 2.378 -2.378 -2.866 2.866 2.866 -2.866 .R.iF : mvv-unu-1 f 000, buIla:Lu. 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.265) S(0.33125) 102 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 2400 psi E : Modulus of Elasticity Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Fc - Perp 650 psi Ebend- yy 1600 ksi Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf S(2.25) L(0.12) 5.5x13.5 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 6.50 ft, Tributary Width = 8.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 20.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 13.250 ft, (ROOF) Point Load : D = 2.410, L = 2.040, S = 2.250 k @ 6.50 ft, (RXN 2-10) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.873 1 Maximum Shear Stress Ratio = 0.600 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb: Actual = 2,409.35psi fv: Actual = 182.85 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 6.504ft 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 0.193 in Ratio = 838> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.481 in Ratio = 337> 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a os 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 = 13.451 ft 1 0.504 0.363 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 15.14 1,087.8 2,160.0 4.29 86.7 238.5 Length = 0.04927 ft 1 0.004 0.363 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.11 8.1 2,160.0 2.29 86.7 238.5 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.852 0.597 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 28.47 2,044.9 2,400.0 7.84 158.3 265.0 Length = 0.04927 ft 1 0.007 0.597 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.23 16.3 2,400.0 4.61 158.3 265.0 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 1-2 Project File: _enercalc trib_210208.ec6 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 Length = 13.451 ft 1 0.686 0.470 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.35 1,892.8 2,760.0 7.09 143.3 304.8 Length = 0.04927 ft 1 0.005 0.470 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.19 13.8 2,760.0 3.89 143.3 304.8 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.602 0.424 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 25.14 1,805.7 3,000.0 6.95 140.4 331.3 Length = 0.04927 ft 1 0.005 0.424 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.20 14.3 3,000.0 4.03 140.4 331.3 +D+0.750L+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 = 13.451 ft 1 0.873 0.600 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 33.54 2,409.3 2,760.0 9.05 182.9 304.8 Length = 0.04927 ft 1 0.007 0.600 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.26 18.5 2,760.0 5.24 182.9 304.8 +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 = 13.451 ft 1 0.170 0.123 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.09 652.7 3,840.0 2.57 52.0 424.0 Length = 0.04927 ft 1 0.001 0.123 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.07 4.9 3,840.0 1.37 52.0 424.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.323 0.233 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 17.27 1,240.1 3,840.0 4.89 98.8 424.0 Length = 0.04927 ft 1 0.002 0.233 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.13 9.2 3,840.0 2.61 98.8 424.0 +1.105D+0.750L+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 = 13.451 ft 1 0.657 0.453 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 35.13 2,523.6 3,840.0 9.50 192.0 424.0 Length = 0.04927 ft 1 0.005 0.453 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.27 19.4 3,840.0 5.48 192.0 424.0 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.130 0.094 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.97 500.4 3,840.0 1.97 39.9 424.0 Length = 0.04927 ft 1 0.001 0.094 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.05 3.7 3,840.0 1.05 39.9 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.4806 6.504 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 9.051 5.235 Max Upward from Load Combinations 9.051 5.235 Max Upward from Load Cases 4.291 2.324 D Only 4.291 2.291 +D+L 7.837 4.615 +D+S 7.092 3.892 +D+0.750L+0.750S 9.051 5.235 +D+0.750L 6.950 4.034 +0.60D 2.575 1.374 L Only 3.546 2.324 S Only 2.801 1.602 .R.iF : mvv-unu 1 f 000, bu11a:LU.Lb.U0..9U DESCRIPTION: 1-2 OVERTURNING 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 Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.265) S(0.33125) 102 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 2400 psi E: Modulus of Elasticity Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Fc - Perp 650 psi Ebend- yy 1600 ksi Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf )493F_25) I L(0.12) 5.5x13.5 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 6.50 ft, Tributary Width = 8.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 13.250 ft, (ROOF) Point Load : D = 2.410, L = 2.040, S = 2.250 k @ 6.50 ft, (RXN 2-10) Point Load : W = 3.90, E = 4.60 k @ 6.50 ft, (OT 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.867. 1 Maximum Shear Stress Ratio = 0.593 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb: Actual = 2,393.62psi fv: Actual = 180.86 psi F'b = 2,760.00psi F'v = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 6.504ft 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 0.201 in Ratio = 804> 360 Span: 1 : E Only Max Upward Transient Deflection -0.201 in Ratio = 804 > 360 Span: 1 : E Only « -1.0 Max Downward Total Deflection 0.583 in Ratio = 277>=240 Span: 1 : +D+0.750L+0.750S+0.5250E Max Upward Total Deflection -0.013 in Ratio = 12346> 240 Span: 1 : +0.60D-0.70E 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 = 13.451 ft 1 0.496 0.355 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 14.93 1,072.1 2,160.0 4.19 84.7 238.5 Length = 0.04927 ft 1 0.004 0.355 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.11 8.0 2,160.0 2.26 84.7 238.5 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.846 0.590 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 28.25 2,029.2 2,400.0 7.74 156.3 265.0 Length = 0.04927 ft 1 0.007 0.590 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.23 16.2 2,400.0 4.58 156.3 265.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-2 OVERTURNING 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 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.680 0.464 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.13 1,877.0 2,760.0 6.99 141.3 304.8 Length = 0.04927 ft 1 0.005 0.464 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.19 13.7 2,760.0 3.86 141.3 304.8 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.597 0.418 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 24.92 1,789.9 3,000.0 6.85 138.4 331.3 Length = 0.04927 ft 1 0.005 0.418 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.20 14.2 3,000.0 4.00 138.4 331.3 +D+0.750L+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 = 13.451 ft 1 0.867 0.593 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 33.32 2,393.6 2,760.0 8.95 180.9 304.8 Length = 0.04927 ft 1 0.007 0.593 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.26 18.4 2,760.0 5.20 180.9 304.8 +D+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 = 13.451 ft 1 0.427 0.258 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 22.81 1,638.3 3,840.0 5.41 109.2 424.0 Length = 0.04927 ft 1 0.003 0.258 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.17 12.0 3,840.0 3.39 109.2 424.0 +D-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 = 13.451 ft 1 0.142 0.142 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.61 546.6 3,840.0 2.98 60.2 424.0 Length = 0.04927 ft 1 0.001 0.142 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.06 4.0 3,840.0 1.13 60.2 424.0 +D+0.750L+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 = 13.451 ft 1 0.577 0.370 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 30.83 2,214.6 3,840.0 7.76 156.8 424.0 Length = 0.04927 ft 1 0.004 0.370 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.24 17.1 3,840.0 4.85 156.8 424.0 +D+0.750L-0.45OW 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.356 0.283 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 19.02 1,366.2 3,840.0 5.94 120.0 424.0 Length = 0.04927 ft 1 0.003 0.283 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.16 11.2 3,840.0 3.16 120.0 424.0 +D+0.750L+0.750S+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 = 13.451 ft 1 0.734 0.470 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 39.24 2,818.3 3,840.0 9.86 199.2 424.0 Length = 0.04927 ft 1 0.006 0.470 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.30 21.4 3,840.0 6.05 199.2 424.0 +D+0.750L+0.750S-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 = 13.451 ft 1 0.513 0.383 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 27.41 1,969.0 3,840.0 8.04 162.5 424.0 Length = 0.04927 ft 1 0.004 0.383 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 15.4 3,840.0 4.36 162.5 424.0 +0.60D+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 = 13.451 ft 1 0.315 0.178 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 16.84 1,209.5 3,840.0 3.73 75.3 424.0 Length = 0.04927 ft 1 0.002 0.178 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.12 8.8 3,840.0 2.48 75.3 424.0 +0.60D-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 = 13.451 ft 1 0.045 0.062 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.42 174.0 3,840.0 1.30 26.3 424.0 Length = 0.04927 ft 1 0.000 0.062 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.01 0.8 3,840.0 0.23 26.3 424.0 +1.140D+0.70E 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.521 0.307 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 27.86 2,001.3 3,840.0 6.45 130.3 424.0 Length = 0.04927 ft 1 0.004 0.307 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.20 14.6 3,840.0 4.13 130.3 424.0 +1.140D-0.70E 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.136 0.148 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.27 522.5 3,840.0 3.11 62.8 424.0 Length = 0.04927 ft 1 0.001 0.148 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.05 3.6 3,840.0 1.03 62.8 424.0 +1.105D+0.750L+0.750S+0.5 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.805 0.507 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 43.03 3,090.5 3,840.0 10.64 215.0 424.0 Length = 0.04927 ft 1 0.006 0.507 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.33 23.4 3,840.0 6.60 215.0 424.0 +1.105D+0.750L+0.750S-0.5, 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.501 0.388 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.76 1,922.3 3,840.0 8.14 164.5 424.0 Length = 0.04927 ft 1 0.004 0.388 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.21 15.1 3,840.0 4.28 164.5 424.0 +0.460D+0.70E 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.331 0.171 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 17.71 1,272.3 3,840.0 3.60 72.7 424.0 Project Title: Engineer: Project ID: Project Descr: .R.iF : r vv-UtDu 1 f 000, bU11a:LU.Lb.U0..9U DESCRIPTION: 1-2 OVERTURNING Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr Length = 0.04927 ft 1 0.002 0.171 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.460D-0.70E 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 13.451 ft 1 0.097 0.070 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 0.04927 ft 1 0.001 0.070 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 Moment Values M fb F'b 0.13 9.2 3,840.0 0.0 3.98 286.0 2,960.0 0.03 1.8 2.960.0 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S+0.5250E 1 0.5828 6.553 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 10.205 6.367 Max Upward from Load Combinations 10.205 6.367 Max Upward from Load Cases 4.192 2.324 Max Downward from all Load Conditio -2.385 -2.215 Max Downward from Load Combinations -2.022 -1.878 Max Downward from Load Cases (Resis -2.385 -2.215 D Only 4.192 2.259 +D+L 7.738 4.584 +D+S 6.994 3.861 +D+0.750L+0.750S 8.953 5.204 +D+0.60W 5.406 3.386 +D-0.60W 2.979 1.133 +D+0.750L+0.450W 7.761 4.848 +D+0.750L-0.45OW 5.941 3.158 +0.60D+0.60W 3.729 2.482 +0.60D-0.60W 1.302 0.229 +D+0.70E 5.862 3.810 +D-0.70E 2.523 0.709 +D+0.750L+0.750S+0.5250E 10.205 6.367 +D+0.750L+0.750S-0.5250E 7.700 4.041 +0.60D+0.70E 4.185 2.906 +0.60D-0.70E 0.846 -0.195 L Only 3.546 2.324 S Only 2.801 1.602 W Only 2.022 1.878 -W -2.022 -1.878 E Only 2.385 2.215 E Only ` -1.0 -2.385 -2.215 Shear Values V fv F'v 2.59 72.7 424.0 0.00 0.0 0.0 1.47 29.7 424.0 0.51 29.7 424.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-1 f 000, buIla:Lu. DESCRIPTION: 1-3 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 0 4x8 Span = 6.0 ft Project File: _enercalc trib_210208.ec6 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 = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.665( 1 Maximum Shear Stress Ratio = 0.435 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 778.44psi fv: Actual = 78.38 psi F'b = 1,170.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L 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 0.056 in Ratio = 1283> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.073 in Ratio = 987 > 240 Span: 1 : +D+L 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 Vafues 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 = 6.0 ft 1 0.171 0.112 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.46 179.6 1,053.0 0.31 18.1 162.0 +D+L 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 0.665 0.435 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.99 778.4 1,170.0 1.33 78.4 180.0 +D+0.750L 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 0.430 0.281 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.61 628.7 1,462.5 1.07 63.3 225.0 +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 0.058 0.038 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.28 107.8 1,872.0 0.18 10.9 288.0 +1.140D 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 0.109 0.072 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.52 204.8 1,872.0 0.35 20.6 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-3 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750L 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 0.346 0.226 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.65 647.6 1,872.0 1.10 65.2 288.0 +0.460D 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 0.044 0.029 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.21 82.6 1,872.0 0.14 8.3 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0729 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 1.326 1.326 Max Upward from Load Combinations 1.326 1.326 Max Upward from Load Cases 1.020 1.020 D Only 0.306 0.306 +D+L 1.326 1.326 +D+0.750L 1.071 1.071 +0.60D 0.184 0.184 L Only 1.020 1.020 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-uou-1 f 000, buIla:Lu. 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.Oksi Density 31.210 pcf D(0.18) L(0.27) S(0.1125) D(0.18) L(0.27) S(0.1125) D(0.18) L(0.27) S(0.1125) 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 = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.50 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.50 ft, (DECK) Load for Span Number 3 Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.50 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.18E 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 167.56psi fv: Actual = 39.27 psi F'b = 900.00psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 17787 -360 Span: 3: L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.005 in Ratio = 10287> 240 Span: 3 : +D+0.750L+0.750S Max Upward Total Deflection -0.000 in Ratio = 158947-240 Span: 2 : +D+0.750L+0.750S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.083 0.097 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.29 67.0 810.0 0.43 15.7 162.0 Length = 4.0 ft 2 0.083 0.097 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.29 67.0 810.0 0.43 15.7 162.0 Length = 4.0 ft 3 0.083 0.097 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.29 67.0 810.0 0.43 15.7 162.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.186 0.218 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.72 167.6 900.0 1.08 39.3 180.0 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 1-4 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 Length = 4.0 ft 2 0.186 0.218 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.186 0.218 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.105 0.123 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.105 0.123 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.105 0.123 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.127 0.148 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.127 0.148 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.127 0.148 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.168 0.197 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.168 0.197 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.168 0.197 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.028 0.033 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.028 0.033 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.028 0.033 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.053 0.062 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.053 0.062 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.053 0.062 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.126 0.147 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.126 0.147 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.126 0.147 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.460D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 1 0.021 0.025 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 2 0.021 0.025 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 4.0 ft 3 0.021 0.025 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 Moment Values M fb 0.72 167.6 0.72 167.6 0.47 108.9 0.47 108.9 0.47 108.9 0.61 142.4 0.61 142.4 0.61 142.4 0.75 173.8 0.75 173.8 0.75 173.8 0.17 40.2 0.17 40.2 0.17 40.2 0.33 76.4 0.33 76.4 0.33 76.4 0.78 180.9 0.78 180.9 0.78 180.9 0.13 30.8 0.13 30.8 0.13 30.8 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0047 1.815 +D+0.750L+0.750S 2 0.0003 2.017 +D+0.750L+0.750S +D+0.750L+0.750S 3 0.0046 2.218 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 0.747 2.054 2.054 0.747 Max Upward from Load Combinations 0.747 2.054 2.054 0.747 Max Upward from Load Cases 0.432 1.188 1.188 0.432 D Only 0.288 0.792 0.792 0.288 +D+L 0.720 1.980 1.980 0.720 +D+S 0.468 1.287 1.287 0.468 +D+0.750L+0.750S 0.747 2.054 2.054 0.747 +D+0.750L 0.612 1.683 1.683 0.612 +0.60D 0.173 0.475 0.475 0.173 L Only 0.432 1.188 1.188 0.432 S Only 0.180 0.495 0.495 0.180 Shear Values F'b V fv F'v 900.0 1.08 39.3 180.0 900.0 1.08 39.3 180.0 0.0 0.00 0.0 0.0 1,035.0 0.70 25.5 207.0 1,035.0 0.70 25.5 207.0 1,035.0 0.70 25.5 207.0 0.0 0.00 0.0 0.0 1,125.0 0.92 33.4 225.0 1,125.0 0.92 33.4 225.0 1,125.0 0.92 33.4 225.0 0.0 0.00 0.0 0.0 1,035.0 1.12 40.7 207.0 1,035.0 1.12 40.7 207.0 1,035.0 1.12 40.7 207.0 0.0 0.00 0.0 0.0 1,440.0 0.26 9.4 288.0 1,440.0 0.26 9.4 288.0 1,440.0 0.26 9.4 288.0 0.0 0.00 0.0 0.0 1,440.0 0.49 17.9 288.0 1,440.0 0.49 17.9 288.0 1,440.0 0.49 17.9 288.0 0.0 0.00 0.0 0.0 1,440.0 1.17 42.4 288.0 1,440.0 1.17 42.4 288.0 1,440.0 1.17 42.4 288.0 0.0 0.00 0.0 0.0 1,440.0 0.20 7.2 288.0 1,440.0 0.20 7.2 288.0 1,440.0 0.20 7.2 288.0 Max. "+" Defl Location in Span 0.0000 0.000 -0.0003 0.471 0.0000 0.471 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 + 2325 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2325 psi Ebend- xx 1550ksi Fc - Prll 2050 psi Eminbend - xx 787.815ksi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.75x14 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.0 ft, (floor) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.04a 1 Maximum Shear Stress Ratio = 0.092 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 110.52psi fv: Actual = 28.65 psi F'b = 2,285.56psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.250ft Location of maximum on span = 4.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 22557 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.003 in Ratio = 17351 > 240 Span: 1 : +D+L 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 = 4.50 ft 1 0.012 0.024 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.12 25.5 2,057.0 0.11 6.6 279.0 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.048 0.092 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.53 110.5 2,285.6 0.47 28.7 310.0 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.031 0.060 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.43 89.3 2,856.9 0.38 23.1 387.5 +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 = 4.50 ft 1 0.004 0.008 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.07 15.3 3,656.9 0.06 4.0 496.0 +1.140D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.008 0.015 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.14 29.1 3,656.9 0.12 7.5 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-5 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.025 0.048 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.44 91.9 3,656.9 0.39 23.8 496.0 +0.460D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.003 0.006 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.06 11.7 3,656.9 0.05 3.0 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0031 2.266 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 0.468 0.468 Max Upward from Load Combinations 0.468 0.468 Max Upward from Load Cases 0.360 0.360 D Only 0.108 0.108 +D+L 0.468 0.468 +D+0.750L 0.378 0.378 +0.60D 0.065 0.065 L Only 0.360 0.360 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:zu. DESCRIPTION: 1-6 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 iLevel Truss Joist Fc - Perp Wood Grade TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.11), L(0.36) 1.75x14 Span = 8.0 ft Project File: _enercalc trib_210208.ec6 2325 psi E : Modulus of Elasticity 2325 psi Ebend- xx 1550 ksi 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 = 0.0120, L = 0.040 ksf, Tributary Width = 1.333 ft, (floor) Point Load : D = 0.110, L = 0.360 k @ 2.0 ft, (RXN 1-5) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.103 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 235.97psi fv: Actual = 38.56 psi F'b = 2,285.56psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.307ft 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 0.015 in Ratio = 6220> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.020 in Ratio = 4775> 240 Span: 1 : +D+L 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 = 8.0 ft 1 0.027 0.032 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.26 54.9 2,057.0 0.15 9.0 279.0 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.103 0.124 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.12 236.0 2,285.6 0.63 38.6 310.0 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.067 0.080 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.91 190.7 2,856.9 0.51 31.2 387.5 +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 = 8.0 ft 1 0.009 0.011 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.16 32.9 3,656.9 0.09 5.4 496.0 +1.140D 1.00 1.00 1.00 0.983 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: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Va-Fu-es Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C I Cr M fb F'b V fv F'v Length = 8.0 ft 1 0.017 0.021 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.30 62.6 3,656.9 0.17 10.2 496.0 +1.105D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.054 0.065 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.94 196.5 3,656.9 0.52 32.1 496.0 +0.460D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.007 0.008 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.12 25.3 3,656.9 0.07 4.1 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.0201 3.796 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 0.630 0.395 Max Upward from Load Combinations 0.630 0.395 Max Upward from Load Cases 0.483 0.303 D Only 0.146 0.091 +D+L 0.630 0.395 +D+0.750L 0.509 0.319 +0.60D 0.088 0.055 L Only 0.483 0.303 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 1-7 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 iLevel 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(o.o9) D(0.04) L(0.06) S(0.025) D(OP) D(0.22) L(0.33) S(0.137b,1ag 03) S(0.43) ' q D(0.69)3((X7LJQ0193) D(0.17) L(Q255) S(0.10625) r D(o.048) L(0.16) y 5.2504.0 Span = 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.0 ft, (FLOOR) Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.250 ft, (DECK) Point Load : D = 0.090, L = 0.30 k @ 10.0 ft, (RXN 1-6) Point Load : D = 0.690, L = 1.030, S = 0.430 k @ 3.750 ft, (RXN 2-6L) Point Load : D = 0.690, L = 1.030, S = 0.430 k @ 9.750 ft, (RXN 2-6L) Uniform Load : D = 0.040, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 3.750 ft, Tributary Width = 5.50 ft, (DECK ABV) Uniform Load : D = 0.010 ksf, Extent = 0.0 - > 3.750 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.040, L = 0.060, S = 0.0250 k/ft, Extent = 9.750 -->> 14.50 ft, Tributary Width = 1.0 ft, (DECK ABV) Uniform Load : D = 0.010 ksf, Extent = 9.750 - > 14.50 ft, Tributary Width = 9.0 ft, (WALL) DESIGN SUMMARY , • Maximum Bending Stress Ratio = 0.691: 1 Maximum Shear Stress Ratio = 0.618 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 1,969.67psi fv: Actual = 179.31 psi F'b = 2,850.80psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.356ft 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 0.259 in Ratio = 672 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.419 in Ratio = 415 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.50 ft 1 0.292 0.270 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 10.69 747.9 2,565.7 3.46 70.6 261.0 +D+L 1.00 1.00 1.00 0.983 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: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-7 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Length = 14.50 ft 1 0.691 0.618 1.00 1.00 1.00 1.00 0.983 +D+S 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.340 0.316 1.15 1.00 1.00 1.00 0.983 +D+0.750L 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.467 0.420 1.25 1.00 1.00 1.00 0.983 +D+0.750L+0.750S 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.592 0.534 1.15 1.00 1.00 1.00 0.983 +0.60D 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.098 0.091 1.60 1.00 1.00 1.00 0.983 +1.140D 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.187 0.173 1.60 1.00 1.00 1.00 0.983 +1.105D+0.750L+0.750S 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.442 0.400 1.60 1.00 1.00 1.00 0.983 +0.460D 1.00 1.00 1.00 0.983 Length = 14.50 ft 1 0.075 0.070 1.60 1.00 1.00 1.00 0.983 Overall Maximum Deflections Cfu C i Cr 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 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 Moment Values M fb F'b 28.15 1,969.7 2,850.8 15.93 23.78 27.72 6.41 12.19 28.84 4.92 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.4188 7.250 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+S +D+0.750L+0.750S +D+0.750L +0.60D L Only S Only Support notation : Far left is #1 Support1 Support 2 8.786 7.525 8.786 7.525 5.327 4.573 3.459 2.952 8.786 7.525 5.158 4.288 8.728 7.384 7.455 6.381 2.076 1.771 5.327 4.573 1.698 1.337 0.0 1,114.8 3,278.4 0.0 1,664.2 3,563.5 0.0 1,939.3 3,278.4 0.0 448.8 4,561.3 0.0 852.6 4,561.3 0.0 2,017.8 4,561.3 0.0 344.0 4,561.3 Shear Values V fv F'v 8.79 179.3 290.0 0.00 0.0 0.0 5.16 105.3 333.5 0.00 0.0 0.0 7.45 152.1 362.5 0.00 0.0 0.0 8.73 178.1 333.5 0.00 0.0 0.0 2.08 42.4 464.0 0.00 0.0 0.0 3.94 80.5 464.0 0.00 0.0 0.0 9.09 185.5 464.0 0.00 0.0 0.0 1.59 32.5 464.0 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:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-8 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 - Prll 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(0.117) L(0.39) 4x8 Span = 4.750 ft r I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.750 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.478 1 Maximum Shear Stress Ratio = 0.395 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 559.62psi fv: Actual = 71.18 psi F'b = 1,170.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.375ft 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 0.025 in Ratio = 2256> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.033 in Ratio = 1735 -240 Span: 1 : +D+L 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 CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.750 ft 1 0.123 0.101 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.33 129.1 1,053.0 0.28 16.4 162.0 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.750 ft 1 0.478 0.395 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.43 559.6 1,170.0 1.20 71.2 180.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.750 ft 1 0.309 0.256 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.15 452.0 1,462.5 0.97 57.5 225.0 +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 = 4.750 ft 1 0.041 0.034 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.20 77.5 1,872.0 0.17 9.9 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.750 ft 1 0.079 0.065 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.38 147.2 1,872.0 0.32 18.7 288.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-8 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 CF Cfu C i Cr M fb F'b V fv F'v +1.105D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.750 ft 1 0.249 0.206 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.19 465.6 1,872.0 1.00 59.2 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.750 ft 1 0.032 0.026 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 59.4 1,872.0 0.13 7.6 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0328 2.392 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 1.204 1.204 Max Upward from Load Combinations 1.204 1.204 Max Upward from Load Cases 0.926 0.926 D Only 0.278 0.278 +D+L 1.204 1.204 +D+0.750L 0.973 0.973 +0.60D 0.167 0.167 L Only 0.926 0.926 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 1-9 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1)(0.09) L(0.3) 4x8 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.50 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 4.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.469 1 Maximum Shear Stress Ratio = Section used for this span 4x8 Section used for this span fb: Actual = 548.70psi fv: Actual = F'b = 1,170.00psi F'v = Load Combination +D+L Load Combination Location of maximum on span = 2.000ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 3134 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.023 in Ratio = 2101 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b D Only 0.0 Length = 4.0 ft 1 0.172 0.169 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.46 180.8 1,053.0 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 4.0 ft 1 0.469 0.460 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.40 548.7 1,170.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 4.0 ft 1 0.312 0.307 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.17 456.7 1,462.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 4.0 ft 1 0.058 0.057 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.28 108.5 1,872.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.460 : 1 4x8 82.88 psi 180.00 psi +D+L 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 0.46 27.3 162.0 0.00 0.0 0.0 1.40 82.9 180.0 0.00 0.0 0.0 1.17 69.0 225.0 0.00 0.0 0.0 0.28 16.4 288.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-9 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios 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 Length = 4.0 ft 1 0.110 0.108 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.53 206.1 1,872.0 0.53 31.1 288.0 +1.105D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.254 0.249 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.22 475.7 1,872.0 1.22 71.9 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.044 0.044 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.21 83.2 1,872.0 0.21 12.6 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.0228 2.015 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.402 1.402 Max Upward from Load Combinations 1.402 1.402 Max Upward from Load Cases 0.940 0.940 D Only 0.462 0.462 +D+L 1.402 1.402 +D+0.750L 1.167 1.167 +0.60D 0.277 0.277 L Only 0.940 0.940 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIl0:LU.L, DESCRIPTION: 1-10 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 Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Project File: _enercalc trib_210208.ec6 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi 180.0 psi 575.0 psi Density 31.210 pcf D(O.081) L(0.27) D(0.081) U0.27) S(0.16875) 4x8 Span = 4.0 ft 4x8 Span = 1.250 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 = 0.0120, L = 0.040 ksf, Tributary Width = 6.750 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 12.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040, S = 0.0250 ksf, Tributary Width = 6.750 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 12.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.587. 1 Maximum Shear Stress Ratio = 0.777 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 687.03psi fv: Actual = 139.89 psi F'b = 1,170.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.810ft Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 2518> 360 Span: 2: S Only Max Upward Transient Deflection -0.013 in Ratio = 2352> 360 Span: 2: L Only Max Downward Total Deflection 0.027 in Ratio = 1775 -240 Span: 1 : +D+L Max Upward Total Deflection -0.018 in Ratio = 1658> 240 Span: 2 : +D+L 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 = 4.0 ft 1 0.192 0.255 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.52 202.7 1,053.0 0.70 41.3 162.0 Length = 1.250 ft 2 0.092 0.255 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.25 97.2 1,053.0 0.40 41.3 162.0 +D+L 1.00 1.00 1.00 1.300 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: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: 1-10 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 Length = 4.0 ft 1 0.587 0.777 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.76 687.0 1,170.0 2.37 139.9 180.0 Length = 1.250 ft 2 0.282 0.777 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.84 329.6 1,170.0 1.35 139.9 180.0 +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 = 4.0 ft 1 0.134 0.209 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.46 180.1 1,345.5 0.73 43.2 207.0 Length = 1.250 ft 2 0.111 0.209 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.38 148.8 1,345.5 0.61 43.2 207.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.387 0.512 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.45 565.9 1,462.5 1.95 115.2 225.0 Length = 1.250 ft 2 0.186 0.512 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.69 271.5 1,462.5 1.11 115.2 225.0 +D+0.750L+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 = 4.0 ft 1 0.408 0.564 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.40 548.6 1,345.5 1.97 116.7 207.0 Length = 1.250 ft 2 0.231 0.564 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.79 310.2 1,345.5 1.27 116.7 207.0 +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 = 4.0 ft 1 0.065 0.086 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.31 121.6 1,872.0 0.42 24.8 288.0 Length = 1.250 ft 2 0.031 0.086 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.15 58.3 1,872.0 0.24 24.8 288.0 +1.140D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.123 0.163 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.59 231.0 1,872.0 0.80 47.0 288.0 Length = 1.250 ft 2 0.059 0.163 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.28 110.8 1,872.0 0.45 47.0 288.0 +1.105D+0.750L+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 = 4.0 ft 1 0.304 0.420 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.46 569.9 1,872.0 2.05 121.0 288.0 Length = 1.250 ft 2 0.171 0.420 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.82 320.4 1,872.0 1.31 121.0 288.0 +0.460D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.050 0.066 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.24 93.2 1,872.0 0.32 19.0 288.0 Length = 1.250 ft 2 0.024 0.066 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.11 44.7 1,872.0 0.18 19.0 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0270 1.922 0.0000 0.000 2 0.0000 1.922 +D+L -0.0181 1.250 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 Max Downward from all Load Conditio Max Downward from Load Cases (Resis D Only +D+L +D+S +D+0.750L+0.750S +D+0.750L +0.60D L Only S Only Support1 Support 2 Support 3 1.945 3.714 1.945 3.714 1.372 2.618 -0.033 -0.033 0.574 1.096 1.945 3.714 0.541 1.340 1.578 3.242 1.603 3.059 0.344 0.657 1.372 2.618 -0.033 0.244 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:LU.L 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 + 2325 psi Load Combination ASCE 7-16 Fb - 2325 psi Fc - Prll 2050 psi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.75x14 Span = 8.0 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend-xx 1550ksi Eminbend - xx 787.815ksi 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 = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.326: 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 742.25psi fv: Actual = 108.24 psi F'b = 2,276.76psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft 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 0.051 in Ratio = 1889> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.066 in Ratio = 1453> 240 Span: 1 : +D+L 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 CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.084 0.090 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.82 171.3 2,049.1 0.41 25.0 279.0 +D+L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.326 0.349 1.00 1.00 1.00 1.00 0.979 1.00 1.00 1.00 3.54 742.3 2,276.8 1.77 108.2 310.0 +D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.211 0.226 1.25 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.86 599.5 2,846.0 1.43 87.4 387.5 +0.60D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.028 0.030 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.49 102.8 3,642.8 0.24 15.0 496.0 +1.140D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.054 0.057 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.93 195.3 3,642.8 0.47 28.5 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-11 Maximum Forces & Stresses for Load Combinations Project File: _enercalc trib_210208.ec6 A 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 +1.105D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.170 0.182 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.94 617.5 3,642.8 1.47 90.1 496.0 +0.460D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.022 0.023 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.38 78.8 3,642.8 0.19 11.5 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0661 4.029 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 1.768 1.768 Max Upward from Load Combinations 1.768 1.768 Max Upward from Load Cases 1.360 1.360 D Only 0.408 0.408 +D+L 1.768 1.768 +D+0.750L 1.428 1.428 +0.60D 0.245 0.245 L Only 1.360 1.360 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:LU.L, 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 + 2,325.0 psi Load Combination ASCE 7-16 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.41), L(1.36) 1.75x14 Span = 11.0 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLOOR) Point Load : D = 0.410, L = 1.360 k @ 7.0 ft, (rxn 1-11) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.504. 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 1,147.80 psi fv: Actual = 92.30 psi F'b = 2,276.76psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.985ft Location of maximum on span = 11.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.124 in Ratio = 1065 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.161 in Ratio = 818> 240 Span: 1 : +D+L 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 = 11.0 ft 1 0.130 0.077 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 +D+L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 Length = 11.0 ft 1 0.504 0.298 1.00 1.00 1.00 1.00 0.979 1.00 1.00 1.00 +D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 Length = 11.0 ft 1 0.326 0.192 1.25 1.00 1.00 1.00 0.979 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 Length = 11.0 ft 1 0.044 0.026 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 +1.140D 1.00 1.00 1.00 0.979 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 1.27 265.7 2,049.1 0.35 21.4 279.0 0.0 0.00 0.0 0.0 5.47 1,147.8 2,276.8 1.51 92.3 310.0 0.0 0.00 0.0 0.0 4.42 927.3 2,846.0 1.22 74.6 387.5 0.0 0.00 0.0 0.0 0.76 159.4 3,642.8 0.21 12.8 496.0 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam isProject LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 1-12 Maximum Forces & Stresses for Load Combinations File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2023 Load Combination Max Stress Katios 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 Length = 11.0 ft 1 0.083 0.049 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 1.44 302.9 3,642.8 0.40 24.4 496.0 +1.105D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.0 ft 1 0.262 0.155 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 4.55 955.2 3,642.8 1.25 76.8 496.0 +0.460D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.0 ft 1 0.034 0.020 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.58 122.2 3,642.8 0.16 9.8 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.1612 5.861 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 1.025 1.508 Max Upward from Load Combinations 1.025 1.508 Max Upward from Load Cases 0.788 1.159 D Only 0.237 0.349 +D+L 1.025 1.508 +D+0.750L 0.828 1.218 +0.60D 0.142 0.209 L Only 0.788 1.159 SOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 GRAVITY ANALYSIS Overstrength Calculations 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, bu11a:LU.Lb.U0..9U DESCRIPTION: 1-1 OVERSTRENGTH 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 + 2,325.0 psi Load Combination ASCE 7-16 Fb - 2,325.0 psi Fc - Prll 2,050.0 psi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling E(-8.5) D(0.156) L(0.52) w(3.9) E(8.5) 3.0 X 14.0 Span = 10.250 ft Project File: _enercalc trib_210208.ec6 E: Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 45.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.50 ft, (roof) Uniform Load : D = 0.010 ksf, Tributary Width = 18.0 ft, (wall) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 13.0 ft, (floor) Point Load : E _ -8.50 k @ 1.0 ft, (OT 1) Point Load : W = 3.90, E = 8.50 k @ 7.250 ft, (OT 2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.694 1 Maximum Shear Stress Ratio = 0.582 : 1 Section used for this span 3.0 X 14.0 Section used for this span 3.0 X 14.0 fb: Actual = 1,585.59psi fv: Actual = 180.47 psi F'b = 2,285.56psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L 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 0.161 in Ratio = 761 -1 Span: 1 : E Only Max Upward Transient Deflection -0.161 in Ratio = 761 1 Span: 1 : E Only ` -1.0 Max Downward Total Deflection 0.311 in Ratio = 395 1 Span: 1 : +D+0.750L+0.750S+0.5250E Max Upward Total Deflection -0.053 in Ratio = 2335 -1 Span: 1 : +0.60D-0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r D Only Length = 10.250 ft 1 0.364 0.306 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 10.250 ft 1 0.694 0.582 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 10.250 ft 1 0.385 0.323 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 oIG> ment Values hear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 6.12 749.4 2,057.0 2.39 85.3 279.0 0.0 0.00 0.0 0.0 12.95 1,585.6 2,285.6 5.05 180.5 310.0 0.0 0.00 0.0 0.0 8.25 1,010.7 2,628.4 3.22 115.0 356.5 0.0 0.00 0.0 0.0 .R.iF : r vv-UtDu 1 f 000, bU11a:LU.Lb.U0.,JU DESCRIPTION: 1-1 OVERSTRENGTH Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Length = 10.250 ft 1 0.482 0.404 1.25 1.00 1.00 1.00 0.983 +D+0.750L+0.750S 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.598 0.502 1.15 1.00 1.00 1.00 0.983 +D+0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.339 0.291 1.60 1.00 1.00 1.00 0.983 +D-0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.104 0.123 1.60 1.00 1.00 1.00 0.983 +D+0.750L+0.450W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.470 0.405 1.60 1.00 1.00 1.00 0.983 +D+0.750L-0.45OW 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.293 0.279 1.60 1.00 1.00 1.00 0.983 +D+0.750L+0.750S+0.450W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.523 0.450 1.60 1.00 1.00 1.00 0.983 +D+0.750L+0.750S-0.450W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.346 0.324 1.60 1.00 1.00 1.00 0.983 +0.60D+0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.268 0.222 1.60 1.00 1.00 1.00 0.983 +0.60D-0.60W 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.064 0.091 1.60 1.00 1.00 1.00 0.983 +1.140D+0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.557 0.457 1.60 1.00 1.00 1.00 0.983 +1.140D-0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.204 0.457 1.60 1.00 1.00 1.00 0.983 +1.105D+0.750L+0.750S+0.5 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.650 0.575 1.60 1.00 1.00 1.00 0.983 +1.105D+0.750L+0.750S-0.5, 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.352 0.575 1.60 1.00 1.00 1.00 0.983 +0.460D+0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.442 0.340 1.60 1.00 1.00 1.00 0.983 +0.460D-0.70E 1.00 1.00 1.00 0.983 Length = 10.250 ft 1 0.286 0.340 1.60 1.00 1.00 1.00 0.983 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Cfu C i Cr 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 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 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 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 Project File: _enercalc trib_210208.ec6 Moment Values M fb F'b 11.24 1,376.5 2,856.9 0.0 12.84 1,572.5 2,628.4 0.0 10.13 1,240.8 3,656.9 0.0 3.11 381.2 3,656.9 0.0 14.03 1,717.8 3,656.9 0.0 8.76 1,073.1 3,656.9 0.0 15.61 1,911.4 3,656.9 0.0 10.34 1,266.7 3,656.9 0.0 8.00 980.0 3,656.9 0.0 1.92 234.7 3,656.9 0.0 16.63 2,035.9 3,656.9 0.0 6.08 744.9 3,656.9 0.0 19.42 2,378.5 3,656.9 0.0 10.50 1,285.6 3,656.9 0.0 13.19 1,614.6 3,656.9 0.0 8.53 1,044.5 3,656.9 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S+0.5250E 1 0.3110 5.462 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.733 7.733 Max Upward from Load Combinations 7.733 7.733 Max Upward from Load Cases 5.183 5.183 Max Downward from all Load Conditio -5.183 -5.183 Max Downward from Load Combinations -2.195 -2.759 Max Downward from Load Cases (Resis -5.183 -5.183 D Only 2.388 2.388 +D+L 5.053 5.053 +D+S 3.221 3.221 +D+0.750L+0.750S 5.012 5.012 +D+0.60W 3.073 4.043 +D-0.60W 1.703 0.733 +D+0.750L+0.450W 4.901 5.628 +D+0.750L-0.45OW 3.873 3.146 Shear Values V fv F'v 4.39 156.7 387.5 0.00 0.0 0.0 5.01 179.0 356.5 0.00 0.0 0.0 4.04 144.4 496.0 0.00 0.0 0.0 1.70 60.8 496.0 0.00 0.0 0.0 5.63 201.0 496.0 0.00 0.0 0.0 3.87 138.3 496.0 0.00 0.0 0.0 6.25 223.3 496.0 0.00 0.0 0.0 4.50 160.6 496.0 0.00 0.0 0.0 3.09 110.3 496.0 0.00 0.0 0.0 1.27 45.4 496.0 0.00 0.0 0.0 6.35 226.8 496.0 0.00 0.0 0.0 6.35 226.8 496.0 0.00 0.0 0.0 7.98 285.1 496.0 0.00 0.0 0.0 7.98 285.1 496.0 0.00 0.0 0.0 4.73 168.8 496.0 0.00 0.0 0.0 4.73 168.8 496.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-1 OVERSTRENGTH Vertical Reactions Load Combination +0.60D+0.60W +0.60D-0.60W +D+0.70E +D-0.70E +D+0.750L+0.750S+0.5250 E +D+0.750L+0.750S-0.5250E +0.60D+0.70E +0.60D-0.70E L Only S Only W Only -W E Only E Only " -1.0 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Support notation : Far left is #1 Values in KIPS Support1 Support 2 2.118 3.088 0.748 -0.222 -1.240 6.016 6.016 -1.240 2.291 7.733 7.733 2.291 -2.195 5.061 5.061 -2.195 2.665 2.665 0.833 0.833 1.141 2.759 -1.141 -2.759 -5.183 5.183 5.183 -5.183 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 1-2 OVERSTRENGTH 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 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.265) S(0.33125) D 0.18 D 2.41 ) S(2.25) D(0.102) L(0.34) D 0.0 6 L 0.12 5.25x14.0 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 6.50 ft, Tributary Width = 8.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 13.250 ft, (ROOF Point Load : D = 2.410, L = 2.040, S = 2.250 k @ 6.50 ft, (RXN 2-10) Point Load : E = 8.80 k @ 6.50 ft, (OT 1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7741 Maximum Shear Stress Ratio = Section used for this span 5.25x14.0 Section used for this span fb: Actual = 3,530.30psi fv: Actual = F'b = 4,561.28psi F'v = Load Combination +1.105D+0.750L+0.750S+0.5250E Load Combination Location of maximum on span = 6.504ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection 0.548 : 1 5.25x14.0 182.71 psi 333.50 psi +D+0.750L+0.750S 0.000 ft Span # 1 Max Downward Transient Deflection 0.296 in Ratio = 546> 1 Span: 1 : E Only Max Upward Transient Deflection -0.296 in Ratio = 546> 1 Span: 1 : E Only «-1.0 Max Downward Total Deflection 0.522 in Ratio = 310 -1 Span: 1 : +D+0.750L+0.750S+0.5250E Max Upward Total Deflection -0.109 in Ratio = 1492> 1 Span: 1 : +0.60D-0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress 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 = 13.451 ft 1 0.407 0.328 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 14.93 1,044.4 2,565.7 4.19 85.6 261.0 Length = 0.04927 ft 1 0.003 0.328 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.11 7.8 2,565.7 2.26 85.6 261.0 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.693 0.545 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 28.25 1,976.7 2,850.8 7.74 157.9 290.0 Length = 0.04927 ft 1 0.006 0.545 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.23 15.8 2,850.8 4.58 157.9 290.0 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 1-2 OVERSTRENGTH Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF Cfu +D+S Length = 13.451 ft 1 0.558 0.428 Length = 0.04927 ft 1 0.004 0.428 +D+0.750L Length = 13.451 ft 1 0.489 0.386 Length = 0.04927 ft 1 0.004 0.386 +D+0.750L+0.750S Length = 13.451 ft 1 0.711 0.548 Length = 0.04927 ft 1 0.005 0.548 +0.60D Length = 13.451 ft 1 0.137 0.111 Length = 0.04927 ft 1 0.001 0.111 +1.140D+0.70E Length = 13.451 ft 1 0.579 0.351 Length = 0.04927 ft 1 0.004 0.351 +1.140D-0.70E Length = 13.451 ft 1 0.057 0.119 Length = 0.04927 ft 1 0.000 0.119 + 1.105 D+0. 750 L+0.750 S+0.5 Length = 13.451 ft 1 0.774 0.518 Length = 0.04927 ft 1 0.006 0.518 + 1.105 D+0. 750 L+0.750 S-0.5, Length = 13.451 ft 1 0.303 0.308 Length = 0.04927 ft 1 0.002 0.308 +0.460D+0.70E Length = 13.451 ft 1 0.424 0.225 Length = 0.04927 ft 1 0.003 0.225 +0.460D-0.70E Length = 13.451 ft 1 0.213 0.132 Length = 0.04927 ft 1 0.001 0.132 Overall Maximum Deflections Load Combination Span +D+0. 750 L+0.750 S+0.5250 E 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+L +D+S +D+0.750L+0.750S +D+0.750L +0.60D +D+0.70E +D-0.70E +D+0.750L+0.750S+0.5250 E 1.00 1.00 1.00 0.983 1.00 1.15 1.00 1.00 1.00 0.983 1.00 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.25 1.00 1.00 1.00 0.983 1.00 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.15 1.00 1.00 1.00 0.983 1.00 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 1.60 1.00 1.00 1.00 0.983 1.00 Project File: _enercalc trib_210208.ec6 JTIONS (c) ENERCALC INC 1983-2023 Moment Values Shear Values C i C r M fb F'b V fv F'v 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 26.13 1,828.5 3,278.4 6.99 142.7 333.5 1.00 1.00 0.19 13.3 3,278.4 3.86 142.7 333.5 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 24.92 1,743.6 3,563.5 6.85 139.8 362.5 1.00 1.00 0.20 13.8 3,563.5 4.00 139.8 362.5 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 33.32 2,331.7 3,278.4 8.95 182.7 333.5 1.00 1.00 0.26 17.9 3,278.4 5.20 182.7 333.5 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 8.96 626.6 4,561.3 2.52 51.3 464.0 1.00 1.00 0.07 4.7 4,561.3 1.36 51.3 464.0 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 37.77 2,642.5 4,561.3 7.97 162.7 464.0 1.00 1.00 0.27 19.1 4,561.3 5.54 162.7 464.0 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 3.74 261.3 4,561.3 2.70 55.2 464.0 1.00 1.00 0.02 1.3 4,561.3 0.39 55.2 464.0 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 50.45 3,530.3 4,561.3 11.79 240.6 464.0 1.00 1.00 0.38 26.4 4,561.3 7.67 240.6 464.0 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 19.78 1,384.0 4,561.3 7.00 142.8 464.0 1.00 1.00 0.16 11.1 4,561.3 3.22 142.8 464.0 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 27.62 1,932.4 4,561.3 5.12 104.5 464.0 1.00 1.00 0.20 13.8 4,561.3 4.01 104.5 464.0 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 13.88 971.5 4,561.3 3.00 61.2 464.0 1.00 1.00 0.09 6.6 4,561.3 1.93 61.2 464.0 Max. "" Defl Location in Span Load C 0.5221 6.602 Support notation Support 1 Support 2 11.348 7.428 11.348 7.428 4.563 4.237 -4.563 -4.237 -0.679 -1.610 -4.563 -4.237 4.192 2.259 7.738 4.584 6.994 3.861 8.953 5.204 6.851 4.003 2.515 1.356 7.386 5.225 0.998 -0.707 11.348 7.428 ombination Max. "+" Defl Location in Span 0.0000 0.000 Far left is #1 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.23.08.30 DESCRIPTION: 1-2 OVERSTRENGTH Vertical Reactions Load Combination +D+0.750L+0.750S-0.5250E +0.60D+0.70E +0.60D-0.70E L Only S Only E Only E Only " -1.0 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Support notation : Far left is #1 Values in KIPS Support1 Support 2 6.557 2.979 5.709 4.322 -0.679 -1.610 3.546 2.324 2.801 1.602 4.563 4.237 -4.563 -4.237 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 FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf FOOTING SCHEDULE T-r FTG FOOTING, TYPICAL FFGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. ID FOOTING SIZE REINFORCEMENT WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE F1.5 1'-6" 1'-6" 8" (2) #4's (2) #4's F2.5 2'-6" 2'-6" 10" (3) #4's (3) #4's F3 T-0" T-0" 10" (4) #4's (4) #4's Total Load 4,500 12,499 17,999 4' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.72 OK Slab Resists All Sliding ! Total Bearing Load = 985 Ibs ...resultant ecc. = 6.53 in Soil Pressure @ Toe = 1,055 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,477 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.8 psi OK Footing Shear @ Heel = 5.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 525.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 3rd Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 0.026 2nd Bottom Stem OK Stem OK 1.67 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 10.00 10.00 5.75 i Edge 0.026 0.130 195.4 195.4 576.0 151.8 151.8 768.0 5,904.1 5,904.1 5,904.1 psi = 2.8 2.8 8.3 psi = 75.0 75.0 75.0 in2 = in = 5.75 5.75 5.75 psi = psi = psf = 100.0 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 4' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0062 in2/ft (4/3) " As : 0.0083 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0062 in2/ft (4/3) " As : 0.0083 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.24 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7789 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0314 in2/ft (4/3) " As : 0.0419 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.33 Total Footing Width = 2.33 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Toe Heel Factored Pressure = 1,477 0 psf Mu': Upward = 607 1 ft-# Mu': Downward = 75 151 ft-# Mu: Design = 532 149 ft-# Actual 1-Way Shear = 7.84 5.59 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 4' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License : KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 525.6 1.61 846.8 Soil Over Heel = 293.2 2.00 586.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 525.6 O.T.M. 846.8 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 984.8 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 400.0 1.33 533.3 Vert. Component = 2.33 Total = 984.8 Ibs R.M.= 1,459.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 4' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.30 Ratio Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 33.833 Total Seismic Force = 163.528 Stem Construction Design Height Above Ftg ft = < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 985 Ibs ...resultant ecc. = 9.90 in Soil Pressure @ Toe = 1,922 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,691 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.1 psi OK Footing Shear @ Heel = 5.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 640.1 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = OR Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 10.00 Edge 0.041 0.041 0.176 274.3 274.3 711.3 243.6 243.6 1,038.7 5,904.1 5,904.1 5,904.1 Service Level psi = Strength Level psi = 4.0 4.0 10.3 Shear..... Allowable psi = 75.0 75.0 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 5.75 5.75 5.75 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 100.0 100.0 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 4' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.01 in2/ft (4/3) " As : 0.0133 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.01 in2/ft (4/3) " As : 0.0133 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.24 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7789 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0425 in2/ft (4/3) " As : 0.0567 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.33 Total Footing Width = 2.33 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 2,691 0 psf Mu': Upward = 908 0 ft-# Mu': Downward = 75 151 ft-# Mu: Design = 833 151 ft-# Actual 1-Way Shear = 13.09 5.79 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 4' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 525.6 1.61 846.8 Soil Over Heel = 293.2 2.00 586.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 114.5 2.42 276.6 Total 640.1 O.T. M. 1,123.5 Resisting/Overturning Ratio = 1.30 Vertical Loads used for Soil Pressure = 984.8 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions - Footing Weighl = Key Weight = 400.0 1.33 533.3 291.6 1.17 340.2 Vert. Component = 2.33 Total = 984.8 Ibs R.M.= 1,459.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.092 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 5' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Densit Toe = 0 00 cf Y, p FootingIISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.71 OK Slab Resists All Sliding ! Total Bearing Load = 1,241 Ibs ...resultant ecc. = 7.84 in Soil Pressure @ Toe = 977 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,368 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 14.7 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 765.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 3rd Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i Z Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 1.67 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 10.00 10.00 5.75 i Edge 0.111 0.111 0.375 399.2 399.2 900.0 443.1 443.1 1,500.0 4,004.1 4,004.1 4,004.1 psi = 5.8 5.8 13.0 psi = 75.0 75.0 75.0 in2 = in = 5.75 5.75 5.75 psi = psi = psf = 100.0 100.0 100.0 = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 40,000.0 40,000.0 40,000.0 5' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0272 in2/ft (4/3) " As : 0.0363 in2/ft Min Stem T&S Reinf Area 0.639 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0272 in2/ft (4/3) " As : 0.0363 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.24 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 1.1684 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0921 in2/ft (4/3) " As : 0.1227 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.67 ft Heel Width = 1.33 Total Footing Width = 3.00 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 1,368 0 psf Mu': Upward = 1,485 1 ft-# Mu': Downward = 208 180 ft-# Mu: Design = 1,277 179 ft-# Actual 1-Way Shear = 14.65 6.77 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 5' FWCB (45 2000 0) (S) RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 765.6 1.94 1,488.7 Soil Over Heel = 366.5 2.67 977.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 765.6 O.T.M. 1,488.7 Resisting/Overturning Ratio = 1.71 Vertical Loads used for Soil Pressure = 1,241.5 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 500.0 2.00 1,000.2 375.0 1.50 562.5 Vert. Component = 3.00 Total = 1,241.5 Ibs R.M.= 2,540.0 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 5' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Densit Toe = 0 00 cf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.29 Ratio Y, p FootingIISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 40.833 Total Seismic Force = 238.194 Stem Construction Design Height Above Ftg ft = < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 1,241 Ibs ...resultant ecc. = 12.54 in Soil Pressure @ Toe = 1,819 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,546 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 21.2 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 932.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = OR Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i Z Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i 0.113 0.113 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 10.00 Edge 0.341 535.2 535.2 1,104.2 669.5 669.5 2,010.4 5,904.1 5,904.1 5,904.1 Service Level psi = Strength Level psi = 7.8 7.8 16.0 Shear..... Allowable psi = 75.0 75.0 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 5.75 5.75 5.75 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 100.0 100.0 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 5' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0274 in2/ft (4/3) " As : 0.0365 in2/ft Min Stem T&S Reinf Area 0.639 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0274 in2/ft (4/3) " As : 0.0365 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.24 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7789 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0823 in2/ft (4/3) " As : 0.1097 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.67 ft Heel Width = 1.33 Total Footing Width = 3.00 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 2,546 0 psf Mu': Upward = 2,106 0 ft-# Mu': Downward = 208 180 ft-# Mu: Design = 1,898 180 ft-# Actual 1-Way Shear = 21.20 6.92 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 10.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 5' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 765.6 1.94 1,488.7 Soil Over Heel = 366.5 2.67 977.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 166.7 2.92 486.3 932.4 O.T.M. 1,975.0 Resisting/Overturning Ratio = 1.29 Vertical Loads used for Soil Pressure = 1,241.5 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions - Footing Weighl = Key Weight = 500.0 2.00 1,000.2 375.0 1.50 562.5 Vert. Component = 3.00 Total = 1,241.5 Ibs R.M.= 2,540.0 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.084 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 6' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.63 OK Slab Resists All Sliding ! Total Bearing Load = 1,498 Ibs ...resultant ecc. = 9.88 in Soil Pressure @ Toe = 989 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,385 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.1 psi OK Footing Shear @ Heel = 7.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,050.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 3rd Stem OK 1.67 Concrete LRFD 8.00 # 4 12.00 5.75 i Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 0.209 2nd Bottom Stem OK Stem OK 1.67 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 6.00 6.00 5.75 i Edge 0.109 0.422 717.1 717.1 1,377.0 1,035.1 1,035.1 2,754.0 4,962.6 9,500.4 6,522.4 10.4 10.4 20.0 75.0 75.0 75.0 5.75 5.75 5.75 100.0 100.0 100.0 Equiv. S011d Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 40,000.0 6' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0424 in2/ft (4/3) " As : 0.0565 in2/ft Min Stem T&S Reinf Area 0.831 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0424 in2/ft (4/3) " As : 0.0565 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.4 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7789 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.169 in2/ft (4/3) " As : 0.2254 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/40000 : 0.345 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2254 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1684 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.33 ft Heel Width = 1.33 Total Footing Width = 3.67 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 1,385 0 psf Mu': Upward = 2,801 0 ft-# Mu': Downward = 476 244 ft-# Mu: Design = 2,325 244 ft-# Actual 1-Way Shear = 20.13 7.63 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 14.29 in, #5@ 22.14 in, #6@ 31.43 in, #7@ 42.86 in, #8@ 56.43 in, #9@ 7 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 6' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,050.6 2.28 2,393.1 Soil Over Heel = 439.8 3.33 1,465.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1.050.6 O.T.M. 2.393.1 Resisting/Overturning Ratio = 1.63 Vertical Loads used for Soil Pressure = 1,498.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 600.0 2.67 1,599.8 458.3 1.83 840.0 Vert. Component = 3.67 Total = 1,498.0 Ibs R.M.= 3,905.5 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 6' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.23 Ratio Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 47.833 Total Seismic Force = 326.861 Stem Construction Design Height Above Ftg ft = < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 1,498 Ibs ...resultant ecc. = 16.14 in Soil Pressure @ Toe = 2,048 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,867 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 24.7 psi OK Footing Shear @ Heel = 7.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 1,279.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = OR Stem OK 1.67 Concrete LRFD 8.00 # 4 12.00 5.75 i Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Stem OK 1.67 Concrete LRFD 8.00 # 4 6.00 5.75 i 0.299 0.156 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 6.00 Edge 0.381 924.3 924.3 1,664.0 1,483.5 1,483.5 3,615.0 4,962.6 9,500.4 9,500.4 13.4 13.4 24.1 75.0 75.0 75.0 5.75 5.75 5.75 100.0 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 6' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0607 in2/ft (4/3) " As : 0.0809 in2/ft Min Stem T&S Reinf Area 0.831 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0607 in2/ft (4/3) " As : 0.0809 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.4 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7789 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1479 in2/ft (4/3) " As : 0.1972 in2/ft Min Stem T&S Reinf Area 0.321 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1972 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.33 ft Heel Width = 1.33 Total Footing Width = 3.67 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 2,867 0 psf Mu': Upward = 3,870 0 ft-# Mu': Downward = 476 244 ft-# Mu: Design = 3,394 244 ft-# Actual 1-Way Shear = 24.67 7.63 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 13.56 in, #5@ 21.02 in, #6@ 29.83 in, #7@ 40.68 in, #8@ 53.56 in, #9@ 6 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 6' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,050.6 2.28 2,393.1 Soil Over Heel = 439.8 3.33 1,465.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 228.8 3.42 781.7 1,279.4 O.T.M. 3,174.8 Resisting/Overturning Ratio = 1.23 Vertical Loads used for Soil Pressure = 1,498.0 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions - Footing Weighl = Key Weight = 600.0 2.67 1,599.8 458.3 1.83 840.0 Vert. Component = 3.67 Total = 1,498.0 Ibs R.M.= 3,905.5 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.093 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 7' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data - Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary i Wall Stability Ratios Overturning = 1.68 OK Slab Resists All Sliding ! Total Bearing Load = 2,227 Ibs ...resultant ecc. = 10.79 in Soil Pressure @ Toe = 1,349 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,888 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 26.8 psi OK Footing Shear @ Heel = 16.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,380.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 3rd Stem OK 2.33 Concrete LRFD 8.00 # 5 16.00 5.688 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 0.229 2nd Bottom Stem OK Stem OK 2.33 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 8.00 8.00 5.688 Edge 0.121 0.407 834.2 834.2 1,874.3 1,298.6 1,298.6 4,373.3 5,664.0 10, 754.0 10, 754.0 12.2 12.2 27.5 75.0 75.0 75.0 5.69 5.69 5.69 100.0 100.0 100.0 Equiv. S011d Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 7' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0537 in2/ft (4/3) " As : 0.0717 in2/ft Min Stem T&S Reinf Area 0.897 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0537 in2/ft (4/3) " As : 0.0717 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.465 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7705 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.181 in2/ft (4/3) " As : 0.2413 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2275 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 2.00 Total Footing Width = 4.00 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Toe Heel Factored Pressure = 1,888 0 psf Mu': Upward = 3,014 24 ft-# Mu': Downward = 350 1,114 ft-# Mu: Design = 2,664 1,089 ft-# Actual 1-Way Shear = 26.76 16.20 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 11.52 in, #5@ 17.85 in, #6@ 25.33 in, #7@ 34.55 in, #8@ 45.49 in, #9@ 5 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 7' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,380.6 2.61 3,605.0 Soil Over Heel = 1,026.7 3.33 3,422.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1.380.6 O.T.M. 3.605.0 Resisting/Overturning Ratio = 1.68 Vertical Loads used for Soil Pressure = 2,226.7 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 700.0 2.33 1,633.3 500.0 2.00 1,000.0 Vert. Component = 4.00 Total = 2,226.7 Ibs R.M.= 6,055.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.066 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 7' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data - Retained Height = 7.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.27 Ratio Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 54.833 Total Seismic Force = 429.528 Stem Construction Design Height Above Ftg ft = < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 2,227 Ibs ...resultant ecc. = 17.14 in Soil Pressure @ Toe = 2,597 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,635 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 39.0 psi OK Footing Shear @ Heel = 17.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 1,681.3 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = OR Stem OK 2.33 Concrete LRFD 8.00 # 5 16.00 5.688 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 2.33 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 8.00 8.00 5.688 Edge 0.335 0.176 0.532 1,090.3 1,090.3 2,258.1 1,896.5 1,896.5 5,716.7 5,664.0 10, 754.0 10, 754.0 16.0 16.0 33.1 75.0 75.0 75.0 5.69 5.69 5.69 100.0 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 7' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0785 in2/ft (4/3) " As : 0.1047 in2/ft Min Stem T&S Reinf Area 0.897 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0785 in2/ft (4/3) " As : 0.1047 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.465 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7705 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2366 in2/ft (4/3) " As : 0.3155 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2366 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 2.00 Total Footing Width = 4.00 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 3,635 0 psf Mu': Upward = 4,453 0 ft-# Mu': Downward = 350 1,114 ft-# Mu: Design = 4,103 1,114 ft-# Actual 1-Way Shear = 38.97 17.40 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 7.48 in, #5@ 11.59 in, #6@ 16.45 in, #7@ 22.43 in, #8@ 29.54 in, #9@ 37 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 7' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,380.6 2.61 3,605.0 Soil Over Heel = 1,026.7 3.33 3,422.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 300.7 3.92 1,177.6 1.681.3 O.T.M. 4.782.6 Resisting/Overturning Ratio = 1.27 Vertical Loads used for Soil Pressure = 2,226.7 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 700.0 2.33 1,633.3 500.0 2.00 1,000.0 Vert. Component = 4.00 Total = 2,226.7 Ibs R.M.= 6,055.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.126 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 8' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.72 OK Slab Resists All Sliding ! Total Bearing Load = 2,577 Ibs ...resultant ecc. = 11.72 in Soil Pressure @ Toe = 1,193 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 30.9 psi OK Footing Shear @ Heel = 18.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,755.6 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. W II W ' ht f - Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 a eig ps - Short Term Factor = 3rd Stem OK 2.33 Concrete LRFD 8.00 # 5 12.00 5.688 • Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 0.313 2nd Bottom Stem OK Stem OK 2.33 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 6.00 6.00 5.688 Edge 0.168 0.472 1,229.7 1,229.7 2,448.0 2,324.1 2,324.1 6,528.0 7,424.5 13, 828.4 13, 828.4 18.0 18.0 35.9 75.0 75.0 75.0 5.69 5.69 5.69 100.0 100.0 100.0 Equiv. S011d Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 8' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0962 in2/ft (4/3) " As : 0.1283 in2/ft Min Stem T&S Reinf Area 1.089 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0962 in2/ft (4/3) " As : 0.1283 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1728 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.62 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7705 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2702 in2/ft (4/3) " As : 0.3602 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2702 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.62 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.83 ft Heel Width = 2.00 Total Footing Width = 4.83 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.50 @ Btm: 3.00 in Footing Design Results Tee Heel Factored Pressure = 1,670 0 psf Mu': Upward = 5,238 36 ft-# Mu': Downward = 702 1,251 ft-# Mu: Design = 4,536 1,215 ft-# Actual 1-Way Shear = 30.92 18.18 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 6.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 7.36 in, #5@ 11.41 in, #6@ 16.19 in, #7@ 22.08 in, #8@ 29.07 in, #9@ 36 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 8' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,755.6 2.94 5,169.3 Soil Over Heel = 1,173.3 4.17 4,888.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1.755.6 O.T.M. 5.169.3 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 2,577.5 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 800.0 3.17 2,533.1 604.1 2.42 1,459.9 Vert. Component = 4.83 Total = 2,577.5 Ibs R.M.= 8,881.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.055 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 8' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.30 Ratio Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 61.833 Total Seismic Force = 546.194 Stem Construction Design Height Above Ftg ft = < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 2,577 Ibs ...resultant ecc. = 19.58 in Soil Pressure @ Toe = 2,189 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,064 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 41.1 psi OK Footing Shear @ Heel = 19.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,138.0 Ibs Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. W II W ; ht f - Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 a eig ps - Short Term Factor = Ec3�:ti Stem OK 2.33 Concrete LRFD 8.00 # 5 12.00 5.688 • Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 2.33 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 6.00 6.00 5.688 Edge 0.447 0.240 0.615 1,580.3 1,580.3 2,942.7 3,318.1 3,318.1 8,506.7 7,424.5 13, 828.4 13, 828.4 23.2 23.2 43.1 75.0 75.0 75.0 5.69 5.69 5.69 100.0 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 8' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1373 in2/ft (4/3) " As : 0.1831 in2/ft Min Stem T&S Reinf Area 1.089 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1831 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1373 in2/ft (4/3) " As : 0.1831 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.1831 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.62 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7705 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3521 in2/ft (4/3) " As : 0.4694 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.3521 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.62 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 2.83 ft Heel Width = 2.00 Total Footing Width = 4.83 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.50 @ Btm: 3.00 in Footing Design Results Tee Heel Factored Pressure = 3,064 0 psf Mu': Upward = 7,390 0 ft-# Mu': Downward = 702 1,251 ft-# Mu: Design = 6,688 1,251 ft-# Actual 1-Way Shear = 41.09 19.54 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 6.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 6.15 in, #5@ 9.54 in, #6@ 13.54 in, #7@ 18.46 in, #8@ 24.31 in, #9@ 30. Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 8' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,755.6 2.94 5,169.3 Soil Over Heel = 1,173.3 4.17 4,888.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 382.3 4.42 1,688.7 2,138.0 O.T.M. 6,858.0 Resisting/Overturning Ratio = 1.30 Vertical Loads used for Soil Pressure = 2,577.5 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions - Footing Weighl = Key Weight = 800.0 3.17 2,533.1 604.1 2.42 1,459.9 Vert. Component = 4.83 Total = 2,577.5 Ibs R.M.= 8,881.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.101 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 9' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIISoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary i Wall Stability Ratios Overturning = 1.68 OK Slab Resists All Sliding ! Total Bearing Load = 3,070 Ibs ...resultant ecc. = 14.03 in Soil Pressure @ Toe = 1,230 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,722 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 31.1 psi OK Footing Shear @ Heel = 17.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,250.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 3rd Stem OK 2.33 Concrete LRFD 8.00 # 5 10.00 5.688 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 2.33 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 5.00 5.00 5.688 Edge 0.431 0.235 0.577 1,701.7 1,701.7 3,098.3 3,783.4 3,783.4 9,294.8 8,786.9 16,104.1 16,104.1 24.9 24.9 45.4 75.0 75.0 75.0 5.69 5.69 5.69 100.0 100.0 100.0 Equiv. S011d Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 9' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1566 in2/ft (4/3) " As : 0.2088 in2/ft Min Stem T&S Reinf Area 1.281 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2088 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1566 in2/ft (4/3) " As : 0.2088 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2088 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.744 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7705 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3847 in2/ft (4/3) " As : 0.5129 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.3847 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.744 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 3.67 ft Heel Width = 2.00 Total Footing Width = 5.67 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 1,722 0 psf Mu': Upward = 8,742 16 ft-# Mu': Downward = 1,412 1,419 ft-# Mu: Design = 7,330 1,402 ft-# Actual 1-Way Shear = 31.08 17.11 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 10.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 8.49 in, #5@ 13.16 in, #6@ 18.67 in, #7@ 25.46 in, #8@ 33.53 in, #9@ 42 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 1.47 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 9' FWCB (45 2000 0) (S) RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,250.0 3.33 7,500.0 Soil Over Heel = 1,320.0 5.00 6,600.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,250.0 O.T.M. 7,500.0 Resisting/Overturning Ratio = 1.68 Vertical Loads used for Soil Pressure = 3,070.1 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 900.0 4.00 3,600.3 850.1 2.83 2,408.6 Vert. Component = 5.67 Total = 3,070.1 Ibs R.M.= 12,609.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.054 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 9' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 45.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 1.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.27 Ratio Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 70.000 Total Seismic Force = 700.000 Stem Construction Design Height Above Ftg ft = < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 3,070 Ibs ...resultant ecc. = 23.61 in Soil Pressure @ Toe = 2,363 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,308 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 38.2 psi OK Footing Shear @ Heel = 17.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,740.0 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable ft-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = OR Stem OK 2.33 Concrete LRFD 8.00 # 5 10.00 5.688 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 2.33 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 5.00 5.00 5.688 Edge 0.608 0.332 0.753 2,168.6 2,168.6 3,728.3 5,340.6 5,340.6 12,129.8 8,786.9 16,104.1 16,104.1 31.8 31.8 54.6 75.0 75.0 75.0 5.69 5.69 5.69 100.0 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 9' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.221 in2/ft (4/3) " As : 0.2947 in2/ft Min Stem T&S Reinf Area 1.281 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2275 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.221 in2/ft (4/3) " As : 0.2947 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.2275 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.744 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 0.7705 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.502 in2/ft (4/3) " As : 0.6694 in2/ft Min Stem T&S Reinf Area 0.447 in2 200bd/fy : 200(12)(5.688)/60000 : 0.2275 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.502 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.744 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7705 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 3.67 ft Heel Width = 2.00 Total Footing Width = 5.67 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.50 in Footing Design Results Tee Heel Factored Pressure = 3,308 0 psf Mu': Upward = 12,038 0 ft-# Mu': Downward = 1,412 1,419 ft-# Mu: Design = 10,626 1,419 ft-# Actual 1-Way Shear = 38.21 17.73 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 10.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 7.50 in, #5@ 11.63 in, #6@ 16.50 in, #7@ 22.50 in, #8@ 29.63 in, #9@ 37 Heel: Not req'd: Mu < phi"5"lambda"sgrt(f'c)"Sm Key: No key defined Min footing T&S reinf Area 1.47 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 9' FWCB (45 2000 0) (S) WITH SEISMIC LOADS RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To.. SOUND STRUCTURAL SOLUTIONS, INC Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,250.0 3.33 7,500.0 Soil Over Heel = 1,320.0 5.00 6,600.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 490.0 5.00 2,450.0 2.740.0 O.T.M. 9.950.0 Resisting/Overturning Ratio = 1.27 Vertical Loads used for Soil Pressure = 3,070.1 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions _ Footing Weighl = Key Weight = 900.0 4.00 3,600.3 850.1 2.83 2,408.6 Vert. Component = 5.67 Total = 3,070.1 Ibs R.M.= 12,609.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. F—Iilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.104 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Wall Geometry Input - H = 10 ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 10.00 in �0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft I I — III Retained Height 10.00 ft _ Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 0 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n —� (I Allow Soil Bearing I I 2000 psf Footing Thickness 12 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 1.83 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 5.00 ft Reinforcement Input - H = 10 ft Horizontal Bars #4 10 in oc BACKFILL � #4 @ 10"oc, #5 @ WALL 15.5"oc, #6 @ 18"oc HORIZ Vertical Bars Clear Cover #5 1 in oc in #4 @ 6.4"oc, #5 @ 10"oc, VERT #6 @ 14.2 "oc, #7 @ 18"oc Dowel Bars • CLR @ #5 1 4 in oc Toe Bars VERT & #4 @ 3"oc, #5 @ 4.8"oc, #6 @ 6.8"oc, #4 in oc 10 DOWEL #7 @ 9.2"oc, #8 @ 12.2"oc, #9 @ #4 @ 16.1 "oc, #5 @ 18"oc 15.4 "oc TOE DOWEL Heel Bars #5 6 in oc #4@5.8"oc,#5@9"oc,#6@ HEEL 12.8"oc, #7 @ 17.4"oc, #8 @ SOIL/SLAB COVER >�\//�\/\\//�\�/ 18"oc Wall- FTG Interface \\� • FfG Concrete NOT intentionally // roughened BRG SOIL CONT Continuous Bars #4 1 in oc KEY #4 @ 8.3"oc, #5 @ 12.9"oc, #6 @ 18"oc Clear Cover to Rebar Key Barsi None I in oc Footing Top 2 in Footing Bottom 3 in Key Cont. Barsi None I in oc Footing Side 2 in Shear @ Toe 8.75 in From Wall Face (Toe Side away from wall) Flexure @ Heell 2.31 in From Wall Face (Heel Side into wall) Counteracting Loads on Toe and Heel YES Neglect Soil Over Toe? YES Neglect Bearing at Heel? Stem Design - H = 10 ft Fy f'c fr Active Soil wt Int. Frict. 60000 psi psi psi pcf pcf 2500 250 45 125 0.36 Dowel Ve rt Horiz Back Slope Seismic Surcharge Dead Surcharge Live Surcharge Snow Retained Soil Height 0 :1 H psf psf psf ft 14 0 0 0 10 Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 12 in CLR Coverl 3 in Wall 10 in CLR Cover 2 in a (OMn p in lb-ft/ft --- #5 4 0.31 0.625 0.93 7.688 2.19 27593 0.0101 #5 8 0.31 0.625 0.47 7.688 1.09 13797 0.0050 #4 10 0.2 0.5 0.24 --- --- --- --- Factor Flexure 0.90 ACI 318-14 7.7.3.5 or 9.7.3.5 Factor Shear 0.75 q)Vc @ Base 6919 pIf (31 0.85 Vu @ Base 5140 plf 74% X 1 �)Vc @ Cutoff 6919 plf OK Vu @ Cutoff 3517 plf Development Length Vert 18 in (a) 2/34)Vc 4613 pIf 76% Development Length Dowel 18 in (b) 3/4(�Vc 5189 plf 68% Lap Length/Dowel Height 32 in Mu @ Cutoff 10980 lb-ft 159% Hook Dev Length 10.5 in (a) or (b) Pass Fail? OK Flexure at Base of Wall Flexure at Cutoff Mu of Dowel 19700 lb-ft Mu of Vert @ Cutoff 10980 lb-ft Stress @ Base 71% (�Mn of Vert @ Cutoff 13797 lb-ft Embed Reduction 86% Unity 80% OK (�Mn of Dowel 23651 lb-ft Unity 83% OK Shear Friction at Base (�Vn 21522.86 Of 24% OK Dowel Unreinforced Flexural Capacity Min Reinforcing 0.31 in^2/ft OK Section Modulus 128 in^3 Max Reinforcing 0.0134 p OK 4)Mn of Sectionj 2667 1 lb-ft Min Spacing 3.125 in OK Max Spacing 18 in OK Temperature & Shrinkage Min Req'd Provided Vert --- inA2/ft in"2/ft Min Reinforcing 0.31 in^2/ft OK Steml 0.002 1 0.24 1 0.24 OK Max Reinforcing 0.0134 p OK Min Spacing 3.125 in OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 Max Spacing 18 in OK YES Allow 4/3 exception for As min? C +„ n „ ; LJ — 'I fl -'+ 126.0 124.0 122.0 120.0 118.0 116.0 114.0 112.0 110.0 108.0 106.0 104.0 102.0 100.0 98.0 96.0 94.0 92.0 90.0 88.0 86.0 84.0 82.0 80.0 78.0 76.0 74.0 72.0 70.0 68.0 66.0 64.0 62.0 60.0 58.0 56.0 54.0 52.0 50.0 48.0 46.0 44.0 42.0 40.0 38.0 36.0 34.0 32.0 30.0 28.0 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 Capacity and Demand vs. Stem Height -Mu - -Mu w/ Seismic • Mechanics Based Capacity -Code Based Capacity 1 111r I I IL 111� 111.111.111 111:111:111 111 1 11 1► 11 If 11 1� 11 1. 11 1.11 1 11 1:11 1:11(JI 11(J 11(J/ I IIJf 11t9� 11(J. 111 Moment (lb-ft) Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 31479 9975 3.16 1.5 4816 2723 1.77 1.5 2 31479 9975 3.16 1.5 4816 2723 1.77 1.5 3 31479 9975 3.16 1.5 4816 2723 1.77 1.5 4 31479 9975 3.16 1.5 4816 2723 1.77 1.5 5 31479 9975 3.16 1.1 4816 2723 1.77 1.1 6 31479 9975 3.16 1.1 4816 2723 1.77 1.1 7 31479 9975 3.16 1.1 4816 2723 1.77 1.1 8 31479 16497 1.91 1.1 4816 3908 1.23 1.1 9 31479 14866 2.12 1.1 4816 3612 1.33 1.1 10 31479 16497 1.91 1.1 4816 3908 1.23 1.1 Minimum Axial Load: 1 31479 9975 3.16 1.5 4816 2723 1.77 1.5 2 31479 9975 3.16 1.5 4816 2723 1.77 1.5 3 31479 9975 3.16 1.5 4816 2723 1.77 1.5 4 31479 9975 3.16 1.5 4816 2723 1.77 1.5 5 31479 9975 3.16 1.1 4816 2723 1.77 1.1 6 31479 9975 3.16 1.1 4816 2723 1.77 1.1 7 31479 9975 3.16 1.1 4816 2723 1.77 1.1 8 31479 16497 1.91 1.1 4816 3908 1.23 1.1 9 31479 14866 2.12 1.1 4816 3612 1.33 1.1 10 31479 16497 1.91 1.1 4816 3908 1.23 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 10 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 3.42 ft 1/3 FTG 1 2.28 Ift Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 12 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 7683 20995 9975 Inside 7.39 1734 516 2000 2 7783 21454 9975 Inside 7.48 1763 516 2000 3 7733 21224 9975 Inside 7.44 1749 516 2000 4 7795 21511 9975 Inside 7.49 1767 516 2000 5 7683 20995 9975 Inside 7.39 1734 516 2667 6 7795 21511 9975 Inside 7.49 1767 516 2667 7 7683 20995 9975 Inside 7.39 1734 516 2667 8 7683 20995 16497 Outside 17.58 2573 0 2667 9 7795 21511 14866 Outside 15.02 2396 0 2667 10 7683 20995 16497 Outside 17.58 2573 0 2667 Partial H Load Variation - Maximum Axial Load: 11 7683 20995 11509 Inside 9.79 1931 319 2000 12 7683 20995 11509 Inside 9.79 1931 319 2000 13 7683 20995 11509 Inside 9.79 1931 319 2000 14 7683 20995 11509 Inside 9.79 1931 319 2000 15 7683 20995 11509 Inside 9.79 1931 319 2667 16 7683 20995 11509 Inside 9.79 1931 319 2667 17 7683 20995 11509 Inside 9.79 1931 319 2667 18 7683 20995 11509 Inside 9.79 1931 319 2667 19 7683 20995 11509 Inside 9.79 1931 319 2667 20 7683 20995 11509 Inside 9.79 1931 319 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - 1U I l Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 3.42 ft 1/3 FTG 1 2.28 Ift Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 12 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 7683 20995 9975 Inside 7.39 1734 516 2000 2 7783 21454 9975 Inside 7.48 1763 516 2000 3 7733 21224 9975 Inside 7.44 1749 516 2000 4 7795 21511 9975 Inside 7.49 1767 516 2000 5 7683 20995 9975 Inside 7.39 1734 516 2667 6 7795 21511 9975 Inside 7.49 1767 516 2667 7 7683 20995 9975 Inside 7.39 1734 516 2667 8 7683 20995 16497 Outside 17.58 2573 0 2667 9 7795 21511 14866 Outside 15.02 2396 0 2667 10 7683 20995 16497 Outside 17.58 2573 0 2667 Partial H Load Variation - Minimum Axial Load: 11 7683 20995 11509 Inside 9.79 1931 319 2000 12 7683 20995 11509 Inside 9.79 1931 319 2000 13 7683 20995 11509 Inside 9.79 1931 319 2000 14 7683 20995 11509 Inside 9.79 1931 319 2000 15 7683 20995 11509 Inside 9.79 1931 319 2667 16 7683 20995 11509 Inside 9.79 1931 319 2667 17 7683 20995 11509 Inside 9.79 1931 319 2667 18 7683 20995 11509 Inside 9.79 1931 319 2667 19 7683 20995 11509 Inside 9.79 1931 319 2667 20 7683 20995 11509 Inside 9.79 1931 319 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 10 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 12 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 0 psf Heel Surchare (Snow)i 0 psf d a p S in in --- in^3 �� 1 . 1 . • .: � . 1 11 11 1 1111 Vu 4) (�Vn Ib/ft --- Ib/ft 3774 0.75 7875 7292 0.75 8718.75 0 0.6 0 Min Reinforcing 0.35 inA2/ft Max Reinforcing 0.01 p Min Spacing 2.5 in Max Spacing 18 in Heel Min Reinforcing 0.39 inA2/ft Max Reinforcing 0.01 p Min Spacing 3.125 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 1 11 1 • 1 1 1 11 1 11 1 11 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK Wall Geometry Input - H = 9 ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 10.00 in �0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft I I — III Retained Height 9.00 ft _ Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 0 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n —� (I Allow Soil Bearing I I 2000 psf Footing Thickness 12 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 1.50 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 4.50 ft Reinforcement Input - H = 9 ft Horizontal Bars ------. #4 10 in oc BACKFILL 15.�b� #6 @ 18"oc WALL HORIZ Vertical Bars Clear Cover #5 1 in oc in #4 @ 10"oc, #5 @ VERT 15.5"oc, #6 @ 18"oc Dowel Bars CLR @ #5 1 6 in oc Toe Bars VERT & #4 @ 4.4"oc, #5 @ 6.9"oc, #6 @ 9.8"oc, 16 #4 in oc DOWEL #7 @ 13.4"oc, #8 @ 17.6"oc, #9 @ #4@18"oc 18"oc TOE DOWEL Heel Bars #5 8 in oc #4@8.4"oc,#5@13"oc,#6@ HEEL 18"oc SOIL/SLAB COVER \/ \�/\\ //\/, Wall- FTG Interface i • FTG Concrete NOT intentionally BRIG SOIL roughened CONT Continuous Bars #4 8 in oc KEY #4 @ 8.3"oc, #5 @ 12.9"oc, #6 @ 18"oc Clear Cover to Rebar Key Barsi None I in oc Footing Top 2 in Footing Bottom 3 in Key Cont. Barsi None I in oc Footing Side 2 in Shear @ Toe 8.75 in From Wall Face (Toe Side away from wall) Flexure @ Heell 2.31 in From Wall Face (Heel Side into wall) Counteracting Loads on Toe and Heel YES Neglect Soil Over Toe? YES Neglect Bearing at Heel? Stem Design - H = 9 ft Fy 60000 psi f'c 2500 psi fr 250 psi Active 45 pcf Soil wt 125 pcf Int. Frict. 0.36 Dowel Ve rt Horiz Back Slope 0 :1 Seismic 14 H Surcharge Dead 0 psf Surcharge Live 0 psf Surcharge Snow 0 psf Retained Soil Height 9 ft Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 12 in CLR Coverl 3 in Wall 10 in CLR Cover 2 in a 4)Mn p in lb-ft/ft --- #5 6 0.31 0.625 0.62 7.688 1.46 19413 0.0067 #5 12 0.31 0.625 0.31 7.688 0.73 9707 0.0034 #4 10 0.2 0.5 0.24 --- --- --- --- Factor Flexure 0.90 Factor Shear 0.75 (31 0.85 X 1 Development Length Vert 18 in Development Length Dowel 18 in Lap Length/Dowel Height 32 in Hook Dev Length 10.5 in Flexure at Base of Wall Mu of Dowel 14418 lb-ft Stress @ Base 74% Embed Reduction 86% (�Mn of Dowel 16640 lb-ft Unity 87% OK Dowel Min Reinforcing 0.31 in^2/ft Max Reinforcing 0.0134 p Min Spacing 3.125 in Max Spacing 18 in Vert OK OK OK OK Min Reinforcing 0.31 in^2/ft OK Max Reinforcing 0.0134 p OK Min Spacing 3.125 in OK Max Spacing 18 in OK c+„ v%,% n„&- ; r u - n -'+ ACI 318-14 7.7.3.5 or 9.7.3.5 q)Vc @ Base 6919 plf Vu @ Base 4176 plf 60% �)Vc @ Cutoff 6919 plf OK Vu @ Cutoff 2727 plf (a) 2/34)Vc 4613 plf 59% (b) 3/4(�Vc 5189 plf 53% Mu @ Cutoff 7475 lb-ft 154% (a) or (b) Pass Fail? OK Flexure at Cutoff Mu of Vert @ Cutoff 7475 lb-ft (�Mn of Vert @ Cutoff 9707 lb-ft Unity 77% OK Shear Friction at Base (�Vn 14348.57 Of 29% OK Unreinforced Flexural Capacity Section Modulus 128 in^3 4)Mn of Sectionj 2667 1 lb-ft Temperature & Shrinkage Min Req'd Provided --- inA2/ft inA2/ft Steml 0.002 1 0.24 1 0.24 OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? P 114.0 112.0 110.0 108.0 106.0 104.0 102.0 100.0 98.0 96.0 94.0 92.0 90.0 88.0 86.0 84.0 82.0 80.0 78.0 76.0 74.0 72.0 70.0 68.0 66.0 64.0 62.0 60.0 58.0 56.0 54.0 52.0 50.0 48.0 46.0 44.0 42.0 40.0 38.0 36.0 34.0 32.0 30.0 28.0 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 Capacity and Demand vs. Stem Height -Mu --Mu w/Seismic -Mechanics Based Capacity -Code Based Capacity 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 100001100012000130001400015000160001700018000 Moment (lb-ft) Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 22427 7493 2.99 1.5 4016 2250 1.79 1.5 2 22427 7493 2.99 1.5 4016 2250 1.79 1.5 3 22427 7493 2.99 1.5 4016 2250 1.79 1.5 4 22427 7493 2.99 1.5 4016 2250 1.79 1.5 5 22427 7493 2.99 1.1 4016 2250 1.79 1.1 6 22427 7493 2.99 1.1 4016 2250 1.79 1.1 7 22427 7493 2.99 1.1 4016 2250 1.79 1.1 8 22427 12393 1.81 1.1 4016 3230 1.24 1.1 9 22427 11168 2.01 1.1 4016 2985 1.35 1.1 10 22427 12393 1.81 1.1 4016 3230 1.24 1.1 Minimum Axial Load: 1 22427 7493 2.99 .5 4016 2250 1.79 1.5 2 22427 7493 2.99 1.5 4016 2250 1.79 1.5 3 22427 7493 2.99 1.5 4016 2250 1.79 1.5 4 22427 7493 2.99 1.5 4016 2250 1.79 1.5 5 22427 7493 2.99 1.1 4016 2250 1.79 1.1 6 22427 7493 2.99 1.1 4016 2250 1.79 1.1 7 22427 7493 2.99 1.1 4016 2250 1.79 1.1 8 22427 12393 1.81 1.1 4016 3230 1.24 1.1 9 22427 11168 2.01 1.1 4016 2985 1.35 1.1 10 22427 1 12393 1 1.81 L 1.1 4016 1 3230 1 1.24 1 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 9 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 3.00 ft 1/3 FTG I 2.00 ft Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 12 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 6350 15673 7493 Inside 7.78 1744 372 2000 2 6450 16081 7493 Inside 7.86 1779 371 2000 3 6400 15877 7493 Inside 7.82 1762 372 2000 4 6463 16132 7493 Inside 7.87 1783 371 2000 5 6350 15673 7493 Inside 7.78 1744 372 2667 6 6463 16132 7493 Inside 7.87 1783 371 2667 7 6350 15673 7493 Inside 7.78 1744 372 2667 8 6350 15673 12393 Outside 17.04 2561 0 2667 9 6463 16132 11168 Outside 14.69 2396 0 2667 10 6350 15673 12393 Outside 17.04 2561 0 2667 Partial H Load Variation - Maximum Axial Load: 11 6350 15673 8646 Inside 9.96 1937 180 2000 12 6350 15673 8646 Inside 9.96 1937 180 2000 13 6350 15673 8646 Inside 9.96 1937 180 2000 14 6350 15673 8646 Inside 9.96 1937 180 2000 15 6350 15673 8646 Inside 9.96 1937 180 2667 16 6350 15673 8646 Inside 9.96 1937 180 2667 17 6350 15673 8646 Inside 9.96 1937 180 2667 18 6350 15673 8646 Inside 9.96 1937 180 2667 19 6350 15673 8646 Inside 9.96 1937 180 2667 20 6350 15673 8646 Inside 9.96 1937 180 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H C ,-. ; I Q „ •% r ; v% .t IN A ; v% A %, ; • % I I .-% -„J LJ - n -'+ OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - 7 11. Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 3.00 ft 1/3 FTG 1 2.00 ft Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 12 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 6350 15673 7493 Inside 7.78 1744 372 2000 2 6450 16081 7493 Inside 7.86 1779 371 2000 3 6400 15877 7493 Inside 7.82 1762 372 2000 4 6463 16132 7493 Inside 7.87 1783 371 2000 5 6350 15673 7493 Inside 7.78 1744 372 2667 6 6463 16132 7493 Inside 7.87 1783 371 2667 7 6350 15673 7493 Inside 7.78 1744 372 2667 8 6350 15673 12393 Outside 17.04 2561 0 2667 9 6463 16132 11168 Outside 14.69 2396 0 2667 10 6350 15673 12393 Outside 17.04 2561 0 2667 Partial H Load Variation - Minimum Axial Load: 11 6350 15673 8646 Inside 9.96 1937 180 2000 12 6350 15673 8646 Inside 9.96 1937 180 2000 13 6350 15673 8646 Inside 9.96 1937 180 2000 14 6350 15673 8646 Inside 9.96 1937 180 2000 15 6350 15673 8646 Inside 9.96 1937 180 2667 16 6350 15673 8646 Inside 9.96 1937 180 2667 17 6350 15673 8646 Inside 9.96 1937 180 2667 18 6350 15673 8646 Inside 9.96 1937 180 2667 19 6350 15673 8646 Inside 9.96 1937 180 2667 20 6350 15673 8646 Inside 9.96 1937 180 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 9 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 12 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 0 psf Heel Surchare (Snow)i 0 psf d a p S in in --- in^3 �� 1 . 1 � • .: 1 • 1 11 � / 11 1 1111 Vu 4) (�Vn Ib/ft --- Ib/ft 2679 0.75 7875 5775 0.75 8718.75 0 0.6 0 Min Reinforcing 0.35 inA2/ft Max Reinforcing 0.01 p Min Spacing 2.5 in Max Spacing 18 in Heel Min Reinforcing 0.39 inA2/ft Max Reinforcing 0.01 p Min Spacing 3.125 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft 3802 0.9 5787 11700 0.9 19126 0 0.6 0 Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 1 11 1 • 1 1 1 11 1 11 1 11 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK Wall Geometry Input - H = 8 ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 8.00 in �0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft I I — III Retained Height 8.00 ft _ Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 0 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n —� (I Allow Soil Bearing I I 2000 psf Footing Thickness 12 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 1.33 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 3.83 ft Reinforcement Input - H = 8 ft Horizontal Bars #4 1 in oc #4 @ 12.5"oc, #5 @ 18"oc HORIZ Vertical Bars #5 1 in oc #4 @ 11.2"oc, #5 @ VERT 17.3"oc, #6 @ 18"oc Toe Bars #4 16 in oc #4@18"oc TOE SOIL/SLAB COVER Clear Cover to Rebar • BACKFILL /, WALL Clear Cover �in Dowel Bars CLR @ #5 1 in oc VERT& #4 @ 4.5"oc, #5 @ 6.9"oc, #6 @ 9.9"oc, DOWEL #7 @ 13.5"oc, #8 @ 17.8"oc, #9 @ 18"oc DOWEL Heel Bars #5 1 in oc #4 @ 12.6"oc, #5 @ 18"oc HEEL 0--- 1 1.1 1 1Wall- FTG Interface FfG Concrete NOT intentionally roughened • jl\� BRIG SOIL • Continuous Bars VCOW #4 1 in oc KEY #4 @ 8.3"oc, #5 @ 12.9"oc, #6 @ 18"oc Key Barsi None I in oc Footing Top 2 in Footing Bottom 3 in Footing Side 2 in Shear @ Toe 8.75 in Flexure @ Heell 2.31 in Counteracting Loads on Toe and Heel YES Neglect Soil Over Toe? Key Cont. Barsi None I in oc From Wall Face (Toe Side away from wall) From Wall Face (Heel Side into wall) YES Neglect Bearing at Heel? Stem Design - H = 8 ft Fy 60000 psi f'c 2500 psi fr 250 psi Active 45 pcf Soil wt 125 pcf Int. Frict. 0.36 Dowel Ve rt Horiz Back Slope 0 :1 Seismic 14 H Surcharge Dead 0 psf Surcharge Live 0 psf Surcharge Snow 0 psf Retained Soil Height 8 ft Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 12 in CLR Coverl 3 in Wall 8 in CLR Cover 2 in a (OMn p in lb-ft/ft --- #5 6 0.31 0.625 0.62 5.688 1.46 13833 0.0091 #5 12 0.31 0.625 0.31 5.688 0.73 6917 0.0045 #4 12 0.2 0.5 0.20 --- --- --- --- Factor Flexure 0.90 Factor Shear 0.75 (31 0.85 X 1 Development Length Vert 18 in Development Length Dowel 18 in Lap Length/Dowel Height 32 in Hook Dev Length 10.5 in Flexure at Base of Wall Mu of Dowel 10176 lb-ft Stress @ Base 74% Embed Reduction 86% (�Mn of Dowel 11857 lb-ft Unity 86% OK Dowel Min Reinforcing 0.23 in^2/ft Max Reinforcing 0.0134 p Min Spacing 3.125 in Max Spacing 18 in Vert OK OK OK OK Min Reinforcing 0.23 in^2/ft OK Max Reinforcing 0.0134 p OK Min Spacing 3.125 in OK Max Spacing 18 in OK C +„ v%,% n „ &- ; ry .-, LJ — 0 -'+ ACI 318-14 7.7.3.5 or 9.7.3.5 q)Vc @ Base 5119 plf Vu @ Base 3312 pIf 65% �)Vc @ Cutoff 5119 plf OK Vu @ Cutoff 2029 plf (a) 2/34)Vc 3413 plf 59% (b) 3/4(�Vc 3839 plf 53% Mu @ Cutoff 4775 lb-ft 138% (a) or (b) Pass Fail? OK Flexure at Cutoff Mu of Vert @ Cutoff 4775 lb-ft (�Mn of Vert @ Cutoff 6917 lb-ft Unity 69% OK Shear Friction at Base (�Vn 14348.57 Of 23% OK Unreinforced Flexural Capacity Section Modulus in^3 4)Mn of SectionF:15010/b-ft Temperature & Shrinkage Min Req'd Provided --- inA2/ft inA2/ft Steml 0.002 1 0.19 1 0.20 OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? G1 N fa m E 0 L 6L s wo E V'f 102.0 100.0 98.0 96.0 94.0 92.0 90.0 88.0 86.0 84.0 82.0 80.0 78.0 76.0 74.0 72.0 70.0 68.0 66.0 64.0 62.0 60.0 58.0 56.0 54.0 52.0 50.0 48.0 46.0 44.0 42.0 40.0 38.0 36.0 34.0 32.0 30.0 28.0 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 Capacity and Demand vs. Stem Height -Mu --Mu w/Seismic -Mechanics Based Capacity -Code Based Capacity 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 Moment (lb-ft) Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 14995 5460 2.75 1.5 3169 1823 1.74 1.5 2 14995 5460 2.75 1.5 3169 1823 1.74 1.5 3 14995 5460 2.75 1.5 3169 1823 1.74 1.5 4 14995 5460 2.75 1.5 3169 1823 1.74 1.5 5 14995 5460 2.75 1.1 3169 1823 1.74 1.1 6 14995 5460 2.75 1.1 3169 1823 1.74 1.1 7 14995 5460 2.75 1.1 3169 1823 1.74 1.1 8 14995 9032 1.66 1.1 3169 2616 1.21 1.1 9 14995 8139 1.84 1.1 3169 2418 1.31 1.1 10 14995 9032 1.66 1.1 3169 2616 1.21 1.1 Minimum Axial Load: 1 14995 5460 2.75 1.5 3169 1823 1.74 P 1.5 2 14995 5460 2.75 1.5 3169 1823 1.74 1.5 3 14995 5460 2.75 1.5 3169 1823 1.74 1.5 4 14995 5460 2.75 1.5 3169 1823 1.74 1.5 5 14995 5460 2.75 1.1 3169 1823 1.74 1.1 6 14995 5460 2.75 1.1 3169 1823 1.74 1.1 7 14995 5460 2.75 1.1 3169 1823 1.74 1.1 8 14995 9032 1.66 1.1 3169 2616 1.21 1.1 9 14995 8139 1.84 1.1 3169 2418 1.31 1.1 10 14995 9032 1.66 1.1 3169 2616 1.21 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 8 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 2.58 ft 1/3 FTG 1.72 ft Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 12 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 4938 10499 5460 Inside 7.81 1679 233 2000 2 5038 10849 5460 Inside 7.87 1719 232 2000 3 4988 10674 5460 Inside 7.84 1699 233 2000 4 5050 10893 5460 Inside 7.88 1724 232 2000 5 4938 10499 5460 Inside 7.81 1679 233 2667 6 5050 10893 5460 Inside 7.88 1724 232 2667 7 4938 10499 5460 Inside 7.81 1679 233 2667 8 4938 10499 9032 Outside 16.49 2483 0 2667 9 5050 10893 8139 Outside 14.24 2327 0 2667 10 4938 10499 9032 Outside 16.49 2483 0 2667 Partial H Load Variation - Maximum Axial Load: 11 4938 10499 6302 Inside 9.85 1869 44 2000 12 4938 10499 6302 Inside 9.85 1869 44 2000 13 4938 10499 6302 Inside 9.85 1869 44 2000 14 4938 10499 6302 Inside 9.85 1869 44 2000 15 4938 10499 6302 Inside 9.85 1869 44 2667 16 4938 10499 6302 Inside 9.85 1869 44 2667 17 4938 10499 6302 Inside 9.85 1869 44 2667 18 4938 10499 6302 Inside 9.85 1869 44 2667 19 4938 10499 6302 Inside 9.85 1869 44 2667 20 4938 10499 6302 Inside 9.85 1869 44 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H C ,-. ; I Q „ •% r ; v% .t IN A ; v% A %, ; • % I I .-% -„J LJ - 0 -'+ OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - O 11. Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 2.58 ft 1/3 FTG 1.72 ft Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 12 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 4938 10499 5460 Inside 7.81 1679 233 2000 2 5038 10849 5460 Inside 7.87 1719 232 2000 3 4988 10674 5460 Inside 7.84 1699 233 2000 4 5050 10893 5460 Inside 7.88 1724 232 2000 5 4938 10499 5460 Inside 7.81 1679 233 2667 6 5050 10893 5460 Inside 7.88 1724 232 2667 7 4938 10499 5460 Inside 7.81 1679 233 2667 8 4938 10499 9032 Outside 16.49 2483 0 2667 9 5050 10893 8139 Outside 14.24 2327 0 2667 10 4938 10499 9032 Outside 16.49 2483 0 2667 Partial H Load Variation - Minimum Axial Load: 11 4938 10499 6302 Inside 9.85 1869 44 2000 12 4938 10499 6302 Inside 9.85 1869 44 2000 13 4938 10499 6302 Inside 9.85 1869 44 2000 14 4938 10499 6302 Inside 9.85 1869 44 2000 15 4938 10499 6302 Inside 9.85 1869 44 2667 16 4938 10499 6302 Inside 9.85 1869 44 2667 17 4938 10499 6302 Inside 9.85 1869 44 2667 18 4938 10499 6302 Inside 9.85 1869 44 2667 19 4938 10499 6302 Inside 9.85 1869 44 2667 20 4938 10499 6302 Inside 9.85 1869 44 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 8 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 12 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 0 psf Heel Surchare (Snow)i 0 psf d a p S in in --- in^3 1 . 1 � • .: 1 • 1 11 . 11 1 1111 Vu 4) (�Vn Ib/ft --- Ib/ft 2055 0.75 7875 4429 0.75 8718.75 0 0.6 0 Min Reinforcing 0.35 inA2/ft Max Reinforcing 0.01 p Min Spacing 2.5 in Max Spacing 18 in Heel Min Reinforcing 0.39 inA2/ft Max Reinforcing 0.01 p Min Spacing 3.125 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft 2900 0.9 5625 7858 0.9 17114 0 0.6 0 Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 1 11 1 • 1 1 1 11 1 11 1 11 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK Wall Geometry Input - H = 7 ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 8.00 in �0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft I I — III Retained Height 7.00 ft _ Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 0 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n —� (I Allow Soil Bearing I I 2000 psf Footing Thickness 10 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 1.00 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 3.50 ft Reinforcement Input - H = 7 ft Horizontal Bars #4 1 in oc #4 @ 12.5"oc, #5 @ 18"oc Vertical Bars #5 16 in oc #4@18"oc Toe Bars None in oc TOE SOIL/SLAB COVER Clear Cover to Rebar WALL HORIZ Clear Cover �in VERT Dowel Bars CLR @ #5 1 8 in oc VERT& #4 @ 5.4"oc, #5 @ 8.4"oc, #6 @ DOWEL 11.9"oc, #7 @ 16.3"oc, #8 @ 18"oc DOWEL Heel Bars #4 1 10 in oc #4 @ 14.4"oc, #5 @ 18"oc HEEL 0--- 1 1.1 1 1Wall- FTG Interface FfG Concrete NOT intentionally roughened • jl\� BRIG SOIL • Continuous Bars VC09 #4 1 in oc KEY #4 @ 10"oc, #5 @ 15.5"oc, #6 @ 18"oc Key Barsi None I in oc Footing Top 2 in Footing Bottom 3 in Footing Side 2 in Shear @ Toe 10 in Flexure @ Heel 2.31 in Counteracting Loads on Toe and Heel YES Neglect Soil Over Toe? Key Cont. Barsi None I in oc From Wall Face (Toe Side away from wall) From Wall Face (Heel Side into wall) YES Neglect Bearing at Heel? Stem Design - H = 7 ft Fy 60000 psi f'c 2500 psi fr 250 psi Active 45 pcf Soil wt 125 pcf Int. Frict. 0.36 Dowel Ve rt Horiz Back Slope 0 :1 Seismic 14 H Surcharge Dead 0 psf Surcharge Live 0 psf Surcharge Snow 0 psf Retained Soil Height 7 ft Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 10 in CLR Coverl 3 in Wall 8 in CLR Cover 2 in a (OMn p in lb-ft/ft --- #5 8 0.31 0.625 0.47 5.688 1.09 10756 0.0068 #5 16 0.31 0.625 0.23 5.688 0.55 5378 0.0034 #4 12 0.2 0.5 0.20 --- --- --- --- Factor Flexure 0.90 Factor Shear 0.75 (31 0.85 X 1 Development Length Vert 18 in Development Length Dowel 18 in Lap Length/Dowel Height 32 in Hook Dev Length 10.5 in Flexure at Base of Wall Mu of Dowel 6803 lb-ft Stress @ Base 63% Embed Reduction 67% (�Mn of Dowel 7171 lb-ft Unity 95% OK Dowel Min Reinforcing 0.23 in^2/ft Max Reinforcing 0.0134 p Min Spacing 3.125 in Max Spacing 18 in Vert OK OK OK OK Min Reinforcing 0.23 in^2/ft OK Max Reinforcing 0.0134 p OK Min Spacing 3.125 in OK Max Spacing 18 in OK c+„ v%,% n„&- ; r u - -7 -'+ ACI 318-14 7.7.3.5 or 9.7.3.5 q)Vc @ Base 5119 plf Vu @ Base 2532 pIf 49% �)Vc @ Cutoff 5119 plf OK Vu @ Cutoff 1429 plf (a) 2/34)Vc 3413 plf 42% (b) 3/4(�Vc 3839 plf 37% Mu @ Cutoff 2811 lb-ft 105% (a) or (b) Pass Fail? OK Flexure at Cutoff Mu of Vert @ Cutoff 2811 lb-ft (�Mn of Vert @ Cutoff 5378 lb-ft Unity 52% OK Shear Friction at Base (�Vn 8370 Of 30% OK Unreinforced Flexural Capacity Section Modulus in^3 4)Mn of SectionF:15010/b-ft Temperature & Shrinkage Min Req'd Provided --- inA2/ft inA2/ft Steml 0.002 1 0.19 1 0.20 OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? i w N f0 m E O i LL s dA Z E N 90.0 88.0 86.0 84.0 82.0 80.0 78.0 76.0 74.0 72.0 70.0 68.0 66.0 64.0 62.0 60.0 58.0 56.0 54.0 52.0 50.0 48.0 46.0 44.0 42.0 40.0 38.0 36.0 34.0 32.0 30.0 28.0 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 Capacity and Demand vs. Stem Height -Mu --Mu w/Seismic -Mechanics Based Capacity -Code Based Capacity 0 1000 2000 3000 4000 5000 6000 7000 8000 Moment (lb-ft) Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 10110 3601 2.81 1.5 2508 1381 1.82 1.5 2 10110 3601 2.81 1.5 2508 1381 1.82 1.5 3 10110 3601 2.81 1.5 2508 1381 1.82 1.5 4 10110 3601 2.81 1.5 2508 1381 1.82 1.5 5 10110 3601 2.81 1.1 2508 1381 1.82 1.1 6 10110 3601 2.81 1.1 2508 1381 1.82 1.1 7 10110 3601 2.81 1.1 2508 1381 1.82 1.1 8 10110 5956 1.70 1.1 2508 1982 1.27 1.1 9 10110 5367 1.88 1.1 2508 1832 1.37 1.1 10 10110 5956 1.70 1.1 2508 1982 1.27 1.1 Minimum Axial Load: 1 10110 3601 2.81 1.5 2508 1381 1.82 1.5 2 10110 3601 2.81 1.5 2508 1381 1.82 1.5 3 10110 3601 2.81 1.5 2508 1381 1.82 1.5 4 10110 3601 2.81 1.5 2508 1381 1.82 1.5 5 10110 3601 2.81 1.1 2508 1381 1.82 1.1 6 10110 3601 2.81 1.1 2508 1381 1.82 1.1 7 10110 3601 2.81 1.1 2508 1381 1.82 1.1 8 10110 5956 1.70 1.1 2508 1982 1.27 1.1 9 10110 5367 1.88 1.1 2508 1832 1.37 1.1 10 10110 5956 1.70 1.1 2508 1982 1.27 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 7 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 2.25 ft 1/3 FTG 1.50 ft Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 10 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 3942 7628 3601 Inside 7.18 1575 177 2000 2 4042 7944 3601 Inside 7.28 1624 172 2000 3 3992 7786 3601 Inside 7.23 1600 174 2000 4 4054 7984 3601 Inside 7.29 1631 171 2000 5 3942 7628 3601 Inside 7.18 1575 177 2667 6 4054 7984 3601 Inside 7.29 1631 171 2667 7 3942 7628 3601 Inside 7.18 1575 177 2667 8 3942 7628 5956 Outside 14.35 2273 0 2667 9 4054 7984 5367 Outside 12.52 2154 0 2667 10 3942 7628 5956 Outside 14.35 2273 0 2667 Partial H Load Variation - Maximum Axial Load: 11 3942 7628 4156 Inside 8.87 1740 12 2000 12 3942 7628 4156 Inside 8.87 1740 12 2000 13 3942 7628 4156 Inside 8.87 1740 12 2000 14 3942 7628 4156 Inside 8.87 1740 12 2000 15 3942 7628 4156 Inside 8.87 1740 12 2667 16 3942 7628 4156 Inside 8.87 1740 12 2667 17 3942 7628 4156 Inside 8.87 1740 12 2667 18 3942 7628 4156 Inside 8.87 1740 12 2667 19 3942 7628 4156 Inside 8.87 1740 12 2667 20 3942 7628 4156 Inside 8.87 1740 12 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H C ,-. ; I Q „ •% r ; v% .t IN A ; v% A %, ; • % I I .-% -„J LJ - -7 -'+ OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - / I I. Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 2.25 ft 1/3 FTG 1.50 ft Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 10 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 3942 7628 3601 Inside 7.18 1575 177 2000 2 4042 7944 3601 Inside 7.28 1624 172 2000 3 3992 7786 3601 Inside 7.23 1600 174 2000 4 4054 7984 3601 Inside 7.29 1631 171 2000 5 3942 7628 3601 Inside 7.18 1575 177 2667 6 4054 7984 3601 Inside 7.29 1631 171 2667 7 3942 7628 3601 Inside 7.18 1575 177 2667 8 3942 7628 5956 Outside 14.35 2273 0 2667 9 4054 7984 5367 Outside 12.52 2154 0 2667 10 3942 7628 5956 Outside 14.35 2273 0 2667 Partial H Load Variation - Minimum Axial Load: 11 3942 7628 4156 Inside 8.87 1740 12 2000 12 3942 7628 4156 Inside 8.87 1740 12 2000 13 3942 7628 4156 Inside 8.87 1740 12 2000 14 3942 7628 4156 Inside 8.87 1740 12 2000 15 3942 7628 4156 Inside 8.87 1740 12 2667 16 3942 7628 4156 Inside 8.87 1740 12 2667 17 3942 7628 4156 Inside 8.87 1740 12 2667 18 3942 7628 4156 Inside 8.87 1740 12 2667 19 3942 7628 4156 Inside 8.87 1740 12 2667 20 3942 7628 4156 Inside 8.87 1740 12 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 7 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 10 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 0 psf Heel Surchare (Snow)i 0 psf d a p S in in --- in^3 1 1111 Vu 4) (�Vn Ib/ft --- Ib/ft 547 0.6 4800 3471 0.75 6975 0 0.6 0 Min Reinforcing 0.40 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in Heel Min Reinforcing 0.31 inA2/ft Max Reinforcing 0.01 p Min Spacing 2.5 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 1 11 1 11 1 11 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK Wall Geometry Input - H = 6 ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 8.00 in :0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft ' I I - I I Retained Height 6.00 ft Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 0 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n I I Allow Soil Bearing I I 2000 psf Footing Thickness 10 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 0.67 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 3.00 ft Reinforcement Input - H = 6 ft Horizontal Bars #4 1 in oc #4 @ 12.5"oc, #5 @ 18"oc Vertical Bars #4 12 in oc #4@18"oc Toe Bars None in oc TOE SOIL/SLAB COVER Clear Cover to Rebar WALL HORIZ Clear Cover �in VERT Dowel Bars CLR @ #4 1 6 in oc VERT& #4 @ 11 "oc, #5 @ 17"oc, #6 @ 18"oc DOWEL ' DOWEL Heel Bars #4 1 101 in oc #4 @ 16.2"oc, #5 @ 18"oc HEEL 1 .1 1 1Wall- FTG Interface FfG Concrete NOT intentionally roughened ij / • /\\j�\jl\� BRIG SOIL \i�\i • Continuous Bars CONT #4 1 in oc KEY #4 @ 10"oc, #5 @ 15.5"oc, #6 @ 18"oc Key Barsi None I in oc Footing Top 2 in Footing Bottom 3 in Footing Side 2 in Shear @ Toe 10 in Flexure @ Heel 2.25 in Counteracting Loads on Toe and Heel YES Neglect Soil Over Toe? Key Cont. Barsi None I in oc From Wall Face (Toe Side away from wall) From Wall Face (Heel Side into wall) YES Neglect Bearing at Heel? Stem Design - H = 6 ft Fy 60000 psi f'c 2500 psi fr 250 psi Active 45 pcf Soil wt 125 pcf Int. Frict. 0.36 Dowel Ve rt Horiz Back Slope 0 :1 Seismic 14 H Surcharge Dead 0 psf Surcharge Live 0 psf Surcharge Snow 0 psf Retained Soil Height 6 ft Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 10 in CLR Coverl 3 in Wall 8 in CLR Cover 2 in a (OMn p in lb-ft/ft --- #4 6 0.2 0.5 0.40 5.750 0.94 9503 0.0058 #4 12 0.2 0.5 0.20 5.750 0.47 4751 0.0029 #4 12 0.2 0.5 0.20 --- --- --- --- Factor Flexure 0.90 Factor Shear 0.75 (31 0.85 X 1 Development Length Vert 14.4 in Development Length Dowel 14.4 in Lap Length/Dowel Height 24 in Hook Dev Length 8.4 in Flexure at Base of Wall Mu of Dowel 4314 lb-ft Stress @ Base 45% Embed Reduction 83% (�Mn of Dowel 7919 lb-ft Unity 54% OK Dowel Min Reinforcing 0.23 in^2/ft Max Reinforcing 0.0134 p Min Spacing 2.5 in Max Spacing 18 in Vert OK OK OK OK Min Reinforcing 0.23 in^2/ft OK Max Reinforcing 0.0134 p OK Min Spacing 2.5 in OK Max Spacing 18 in OK c+„ n„&-;u - c -'+ ACI 318-14 7.7.3.5 or 9.7.3.5 q)Vc @ Base 5175 plf Vu @ Base 1870 plf 36% �)Vc @ Cutoff 5175 plf OK Vu @ Cutoff 1160 plf (a) 2/34)Vc 3450 plf 34% (b) 3/4(�Vc 3881 plf 30% Mu @ Cutoff 2062 lb-ft 87% (a) or (b) Pass Fail? OK Flexure at Cutoff Mu of Vert @ Cutoff 2062 lb-ft (�Mn of Vert @ Cutoff 4751 lb-ft Unity 43% OK Shear Friction at Base (�Vn 9000 Of 21% OK Unreinforced Flexural Capacity Section Modulus in^3 4)Mn of SectionF:15010/b-ft Temperature & Shrinkage Min Req'd Provided --- inA2/ft inA2/ft Steml 0.002 1 0.19 1 0.20 OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? 76.0 74.0 72.0 70.0 68.0 66.0 64.0 62.0 60.0 58.0 = 56.0 :�. 54.0 52.0 m 50.0 E 48.0 0 46.0 L 6L 44.0 4' 42.0 s 40.0 •Q) 38.0 E 36.0 Q) 34.0 4a (A 32.0 30.0 28.0 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 Capacity and Demand vs. Stem Height -Mu --Mu w/Seismic -Mechanics Based Capacity -Code Based Capacity 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 Moment (lb-ft) Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 6025 2389 2.52 1.5 1948 1051 1.85 1.5 2 6025 2389 2.52 1.5 1948 1051 1.85 1.5 3 6025 2389 2.52 1.5 1948 1051 1.85 1.5 4 6025 2389 2.52 1.5 1948 1051 1.85 1.5 5 6025 2389 2.52 1.1 1948 1051 1.85 1.1 6 6025 2389 2.52 1.1 1948 1051 1.85 1.1 7 6025 2389 2.52 1.1 1948 1051 1.85 1.1 8 6025 3952 1.52 1.1 1948 1508 1.29 1.1 9 6025 3561 1.69 1.1 1948 1394 1.40 1.1 10 6025 3952 1.52 1.1 1948 1508 1.29 1.1 Minimum Axial Load: 1 6025 2389 2.52 1948 1051 1.85 1.5 2 6025 2389 2.52 1.5 1948 1051 1.85 1.5 3 6025 2389 2.52 1.5 1948 1051 1.85 1.5 4 6025 2389 2.52 1.5 1948 1051 1.85 1.5 5 6025 2389 2.52 1.1 1948 1051 1.85 1.1 6 6025 2389 2.52 1.1 1948 1051 1.85 1.1 7 6025 2389 2.52 1.1 1948 1051 1.85 1.1 8 6025 3952 1.52 1.1 1948 1508 1.29 1.1 9 6025 3561 1.69 1.1 1948 1394 1.40 1.1 10 6025 3952 1.52 1.1 1948 1508 1.29 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 6 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 1.84 ft 1/3 FTG 1.22 ft Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 10 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 3009 5017 2389 Outside 7.52 1659 0 2000 2 3109 5283 2389 Outside 7.60 1724 0 2000 3 3059 5150 2389 Outside 7.56 1691 0 2000 4 3121 5317 2389 Outside 7.60 1732 0 2000 5 3009 5017 2389 Outside 7.52 1659 0 2667 6 3121 5317 2389 Outside 7.60 1732 0 2667 7 3009 5017 2389 Outside 7.52 1659 0 2667 8 3009 5017 3952 Outside 13.75 2356 0 2667 9 3121 5317 3561 Outside 12.11 2254 0 2667 10 3009 5017 3952 Outside 13.75 2356 0 2667 Partial H Load Variation - Maximum Axial Load: 11 3009 5017 2758 Outside 8.99 1824 0 2000 12 3009 5017 2758 Outside 8.99 1824 0 2000 13 3009 5017 2758 Outside 8.99 1824 0 2000 14 3009 5017 2758 Outside 8.99 1824 0 2000 15 3009 5017 2758 Outside 8.99 1824 0 2667 16 3009 5017 2758 Outside 8.99 1824 0 2667 17 3009 5017 2758 Outside 8.99 1824 0 2667 18 3009 5017 2758 Outside 8.99 1824 0 2667 19 3009 5017 2758 Outside 8.99 1824 0 2667 20 3009 5017 2758 Outside 8.99 1824 0 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H C ,-. ; I Q „ •% r ; v% .t IN A ; v% A %, ; • % I I .-% -„J LJ - C -'+ OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - U I I. Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 1.84 ft 1/3 FTG 1.22 ft Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 10 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 3009 5017 2389 Outside 7.52 1659 0 2000 2 3109 5283 2389 Outside 7.60 1724 0 2000 3 3059 5150 2389 Outside 7.56 1691 0 2000 4 3121 5317 2389 Outside 7.60 1732 0 2000 5 3009 5017 2389 Outside 7.52 1659 0 2667 6 3121 5317 2389 Outside 7.60 1732 0 2667 7 3009 5017 2389 Outside 7.52 1659 0 2667 8 3009 5017 3952 Outside 13.75 2356 0 2667 9 3121 5317 3561 Outside 12.11 2254 0 2667 10 3009 5017 3952 Outside 13.75 2356 0 2667 Partial H Load Variation - Minimum Axial Load: 11 3009 5017 2758 Outside 8.99 1824 0 2000 12 3009 5017 2758 Outside 8.99 1824 0 2000 13 3009 5017 2758 Outside 8.99 1824 0 2000 14 3009 5017 2758 Outside 8.99 1824 0 2000 15 3009 5017 2758 Outside 8.99 1824 0 2667 16 3009 5017 2758 Outside 8.99 1824 0 2667 17 3009 5017 2758 Outside 8.99 1824 0 2667 18 3009 5017 2758 Outside 8.99 1824 0 2667 19 3009 5017 2758 Outside 8.99 1824 0 2667 20 3009 5017 2758 Outside 8.99 1824 0 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 6 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 10 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 0 psf Heel Surchare (Snow)i 0 psf d a p S in in --- in^3 1 1111 Vu 4) (�Vn Ib/ft --- Ib/ft 376 0.6 4800 2450 0.75 6975 0 0.6 0 Min Reinforcing 0.40 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in Heel Min Reinforcing 0.31 inA2/ft Max Reinforcing 0.01 p Min Spacing 2.5 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 1 11 1 11 1 11 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK Wall Geometry Input - H = S ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 8.00 in �0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft I I — III Retained Height 5.00 ft _ Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 0 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n —� (I Allow Soil Bearing I I 2000 psf Footing Thickness 10 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 0.67 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 2.17 ft Reinforcement Input - H = 5 ft Horizontal Bars #4 1 in oc #4 @ 12.5"oc, #5 @ 18"oc Vertical Bars #4 12 in oc #4@18"oc Toe Bars None in oc TOE SOIL/SLAB COVER �j Clear Cover to Rebar • BACKFILL WALL HORIZ VERT • <\\j� BRIG SOIL \\jl\ r\\\i"\\\\i\ • CONT KEY Footing Top 2 in Footing Bottom 3 in Footing Side 2 in Shear @ Toe 10 in Flexure @ Heell 2.25 in Counteracting Loads on Toe and Heel Clear Cover �in Dowel Bars CLR @ #4 12 in oc VERT & #4 @ 18"oc DOWEL DOWEL Heel Bars None I in oc HEEL Wall- FTG Interface FfG • Concrete NOT intentionally roughened Continuous Bars #4 1 in oc #4 @ 10"oc, #5 @ 15.5"oc, #6 @ 18"oc Key Barsi None I in oc Key Cont. Barsi None I in oc From Wall Face (Toe Side away from wall) From Wall Face (Heel Side into wall) YES Neglect Soil Over Toe? YES Neglect Bearing at Heel? Stem Design - H = 5 ft Fy 60000 psi f'c 2500 psi fr 250 psi Active 45 pcf Soil wt 125 pcf Int. Frict. 0.36 Dowel Ve rt Horiz Back Slope 0 :1 Seismic 14 H Surcharge Dead 0 psf Surcharge Live 0 psf Surcharge Snow 0 psf Retained Soil Height 5 ft Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 10 in CLR Coverl 3 in Wall 8 in CLR Cover 2 in a 4)Mn p in lb-ft/ft --- #4 12 0.2 0.5 0.20 5.750 0.47 4963 0.0029 #4 12 0.2 0.5 0.20 5.750 0.47 4963 0.0029 #4 12 0.2 0.5 0.20 --- --- --- --- Factor Flexure 0.90 Factor Shear 0.75 (31 0.85 X 1 Development Length Vert 14.4 in Development Length Dowel 14.4 in Lap Length/Dowel Height 24 in Hook Dev Length 8.4 in Flexure at Base of Wall Mu of Dowel 2521 lb-ft Stress @ Base 51% Embed Reduction 83% (�Mn of Dowel 4136 lb-ft Unity 61% OK Dowel Min Reinforcing 0.23 in^2/ft Max Reinforcing 0.0134 p Min Spacing 2.5 in Max Spacing 18 in Vert OK OK OK OK Min Reinforcing 0.23 in^2/ft OK Max Reinforcing 0.0134 p OK Min Spacing 2.5 in OK Max Spacing 18 in OK c+„ n„&-;u - r- -'+ ACI 318-14 7.7.3.5 or 9.7.3.5 q)Vc @ Base 5175 pIf Vu @ Base 1308 plf 25% �)Vc @ Cutoff 5175 pIf OK Vu @ Cutoff 727 plf (a) 2/34)Vc 3450 plf 21% (b) 3/4(�Vc 3881 plf 19% Mu @ Cutoff 1015 lb-ft 41% (a) or (b) Pass Fail? OK Flexure at Cutoff Mu of Vert @ Cutoff 1015 lb-ft (�Mn of Vert @ Cutoff 4136 lb-ft Unity 25% OK Shear Friction at Base (�Vn 4500 Of 29% OK Unreinforced Flexural Capacity Section Modulus in^3 4)Mn of SectionF:15010/b-ft Temperature & Shrinkage Min Req'd Provided --- inA2/ft inA2/ft Steml 0.002 1 0.19 1 0.20 OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? 64.0 62.0 60.0 58.0 56.0 54.0 52.0 50.0 48.0 E 46.0 G1 44.0 N M 42.0 m E 40.0 j_ 38.0 LL 36.0 s dA 34.0 •� 32.0 E 30.0 28.0 N'f 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 Capacity and Demand vs. Stem Height -Mu --Mu w/Seismic -Mechanics Based Capacity -Code Based Capacity 0 1000 2000 3000 4000 Moment (lb-ft) 5000 6000 Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 3156 1484 2.13 1.5 1338 766 1.75 1.5 2 3156 1484 2.13 1.5 1338 766 1.75 1.5 3 3156 1484 2.13 1.5 1338 766 1.75 1.5 4 3156 1484 2.13 1.5 1338 766 1.75 1.5 5 3156 1484 2.13 1.1 1338 766 1.75 1.1 6 3156 1484 2.13 1.1 1338 766 1.75 1.1 7 3156 1484 2.13 1.1 1338 766 1.75 1.1 8 3156 2457 1.28 1.1 1338 1099 1.22 1.1 9 3156 2214 1.43 1.1 1338 1016 1.32 1.1 10 3156 2457 1.28 1.1 1338 1099 1.22 1.1 Minimum Axial Load: 1 3156 1484 2.13 1338 766 1.75 P 1.5 2 3156 1484 2.13 1.5 1338 766 1.75 1.5 3 3156 1484 2.13 1.5 1338 766 1.75 1.5 4 3156 1484 2.13 1.5 1338 766 1.75 1.5 5 3156 1484 2.13 1.1 1338 766 1.75 1.1 6 3156 1484 2.13 1.1 1338 766 1.75 1.1 7 3156 1484 2.13 1.1 1338 766 1.75 1.1 8 3156 2457 1.28 1.1 1338 1099 1.22 1.1 9 3156 2214 1.43 1.1 1338 1016 1.32 1.1 10 3156 2457 1.28 1.1 1338 1099 1.22 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 5 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 1.42 ft 1/3 FTG I 0.94 ft Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 10 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 1992 2489 1484 Outside 6.93 1563 0 2000 2 2092 2672 1484 Outside 6.84 1629 0 2000 3 2042 2581 1484 Outside 6.89 1596 0 2000 4 2104 2695 1484 Outside 6.83 1637 0 2000 5 1992 2489 1484 Outside 6.93 1563 0 2667 6 2104 2695 1484 Outside 6.83 1637 0 2667 7 1992 2489 1484 Outside 6.93 1563 0 2667 8 1992 2489 2457 Outside 12.79 2289 0 2667 9 2104 2695 2214 Outside 10.99 2182 0 2667 10 1992 2489 2457 Outside 12.79 2289 0 2667 Partial H Load Variation - Maximum Axial Load: 11 1992 2489 1715 Outside 8.32 1735 0 2000 12 1992 2489 1715 Outside 8.32 1735 0 2000 13 1992 2489 1715 Outside 8.32 1735 0 2000 14 1992 2489 1715 Outside 8.32 1735 0 2000 15 1992 2489 1715 Outside 8.32 1735 0 2667 16 1992 2489 1715 Outside 8.32 1735 0 2667 17 1992 2489 1715 Outside 8.32 1735 0 2667 18 1992 2489 1715 Outside 8.32 1735 0 2667 19 1992 2489 1715 Outside 8.32 1735 0 2667 20 1992 2489 1715 Outside 8.32 1735 0 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H C ,-. ; I Q „ •% r ; v% .t IN A ; v% A %, ; • % I I .-% -„J LJ - C f+ OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - J I I. Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 1.42 ft 1/3 FTG 1 0.94 ft Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 10 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 1992 2489 1484 Outside 6.93 1563 0 2000 2 2092 2672 1484 Outside 6.84 1629 0 2000 3 2042 2581 1484 Outside 6.89 1596 0 2000 4 2104 2695 1484 Outside 6.83 1637 0 2000 5 1992 2489 1484 Outside 6.93 1563 0 2667 6 2104 2695 1484 Outside 6.83 1637 0 2667 7 1992 2489 1484 Outside 6.93 1563 0 2667 8 1992 2489 2457 Outside 12.79 2289 0 2667 9 2104 2695 2214 Outside 10.99 2182 0 2667 10 1992 2489 2457 Outside 12.79 2289 0 2667 Partial H Load Variation - Minimum Axial Load: 11 1992 2489 1715 Outside 8.32 1735 0 2000 12 1992 2489 1715 Outside 8.32 1735 0 2000 13 1992 2489 1715 Outside 8.32 1735 0 2000 14 1992 2489 1715 Outside 8.32 1735 0 2000 15 1992 2489 1715 Outside 8.32 1735 0 2667 16 1992 2489 1715 Outside 8.32 1735 0 2667 17 1992 2489 1715 Outside 8.32 1735 0 2667 18 1992 2489 1715 Outside 8.32 1735 0 2667 19 1992 2489 1715 Outside 8.32 1735 0 2667 20 1992 2489 1715 Outside 8.32 1735 0 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.75S+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 5 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 10 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 0 psf Heel Surchare (Snow)i 0 psf d a p S in in --- in^3 1 1111 Vu 4) (�Vn Ib/ft --- Ib/ft Min Reinforcing 0.40 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in Heel Min Reinforcing 0.40 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 1 11 1 11 1 11 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK Wall Geometry Input - H = 11 ft Maximum Minimum Dead Load 200 plf 200 plf Active Pressure Live Load 100 plf 100 plf 45 pcf Snow Load 50 plf 50 plf Backfill Slope Wall Thickness 12.00 in �0 :1 Max Above Soil Min Above Soil 0.00 ft 0.00 ft I I — III Retained Height 11.00 ft _ Surcharge - Toe Surcharge - Heel Dead 0 psf Dead 0 psf Live 0 psf Live 50 psf Snow 0 psf Snow 0 psf Soil Wt - Toe 125 pcf Soil Wt - Heel 1251 pcf Soil @ Toe 0►n —� (I Allow Soil Bearing I I 2000 psf Footing Thickness 141 in Key Depth 0 in Key Width I Olin Key Distance 0 in Toe 2.00 ft Friction Factor 0.60 µ Passive Pressure 413 pcf Heel 6.33 ft Reinforcement Input - H = 11 ft Horizontal Bars #4 8 in oc BACKFILL � #4 @ 8.3 "oc, #5 @ WALL 12.9"oc, #6 @ 18"oc HORIZ Vertical Bars Clear Cover #5 1 in oc in #4 @ 5.4"oc, #5 @ 8.4"oc, VERT #6 @ 11.9"oc, #7 @ Dowel Bars 16.3"oc, #8 @ 18"oc CLR @ #5 41 in oc Toe Bars VERT & #4 @ 3.3"oc, #5 @ 5.2"oc, #6 @ 7.4"oc, 12 #4 in oc DOWEL #7 @ 10.1 "oc, #8 @ 13.3"oc, #9 @ #4 @ 16.4"oc, #5 @ 18"oc 16.9"oc TOE DOWEL Heel Bars #5 4 in oc #4 @ 3.8"oc, #5 @ 6"oc, #6 @ HEEL 8.5"oc, #7 @ 11.6"oc, #8 @ SOIL/SLAB COVER >�\//�\/\\//�\�/ 15.3 "oc, #9 @ 18 "oc \\/ Wall- FTG Interface \\� • FTr7 Concrete NOT intentionally // roughened BRG SOIL CONT Continuous Bars #5 10 in oc KEY#4 @ 7.1"oc, #5 @ 11"oc, #6 @ 15.7"oc, #7 @ 18"oc Clear Cover to Rebar Key Barsi None I in oc Footing Top 2 in Footing Bottom 3 in Key Cont. Barsi None I in oc Footing Side 2 in Shear @ Toe 10.75 in From Wall Face (Toe Side away from wall) Flexure @ Heell 2.31 in From Wall Face (Heel Side into wall) Counteracting Loads on Toe and Heel YES Neglect Soil Over Toe? YES Neglect Bearing at Heel? Stem Design - H = 11 ft Fy f'c fr Active Soil wt Int. Frict. 60000 psi psi psi pcf pcf 2500 250 45 125 0.36 Dowel Ve rt Horiz Back Slope Seismic Surcharge Dead Surcharge Live Surcharge Snow Retained Soil Height 0 :1 H psf psf psf ft 14 0 50 0 11 Bar Spacing Area Diameter As/ft d in inA2 in inA2/ft in Footing 14 in CLR Coverl 3 in Wall 12 in CLR Cover 2 in a (OMn p in lb-ft/ft --- #5 4 0.31 0.625 0.93 9.688 2.19 35963 0.0080 #5 4 0.31 0.625 0.93 9.688 2.19 35963 0.0080 #4 8 0.2 0.5 0.30 --- --- --- --- Factor Flexure 0.90 ACI 318-14 7.7.3.5 or 9.7.3.5 Factor Shear 0.75 q)Vc @ Base 8719 pIf (31 0.85 Vu @ Base 6428 plf 74% X 1 �)Vc @ Cutoff 8719 plf OK Vu @ Cutoff 4729 plf Development Length Vert 18 in (a) 2/34)Vc 5813 pIf 81% Development Length Dowel 18 in (b) 3/4(�Vc 6539 plf 72% Lap Length/Dowel Height 32 in Mu @ Cutoff 17032 lb-ft 95% Hook Dev Length 10.5 in (a) or (b) Pass Fail? OK Flexure at Base of Wall Flexure at Cutoff Mu of Dowel 27366 lb-ft Mu of Vert @ Cutoff 17032 lb-ft Stress @ Base 76% (�Mn of Vert @ Cutoff 35963 lb-ft Embed Reduction 100% Unity 47% OK (�Mn of Dowel 35963 lb-ft Unity 76% OK Shear Friction at Base (�Vn 25110 Of 26% OK Dowel Unreinforced Flexural Capacity Min Reinforcing 0.39 in^2/ft OK Section Modulus 200 in^3 Max Reinforcing 0.0134 p OK 4)Mn of Sectionj 4167 1 lb-ft Min Spacing 3.125 in OK Max Spacing 18 in OK Temperature & Shrinkage Min Req'd Provided Vert --- inA2/ft in"2/ft Min Reinforcing 0.39 in^2/ft OK Steml 0.002 1 0.29 1 0.30 OK Max Reinforcing 0.0134 p OK Min Spacing 3.125 in OK Min Reinforcing per ACI 318-14 Ch 9.6.1.3 Max Spacing 18 in OK YES Allow 4/3 exception for As min? c+„ n„&-;u - 11 11 -'+ 140.0 138.0 136.0 134.0 132.0 130.0 128.0 126.0 124.0 122.0 120.0 118.0 116.0 114.0 112.0 110.0 108.0 106.0 .--% 104.0 = 102.0 100.0 98.0 96.0 94.0 92.0 m 90.0 88.0 86.0 O 84.0 IL 82.0 80.0 +� 78.0 t 76.0 dA 74.0 72.0 70.0 = 68.0 E 66.0 64.0 62.0 N 60.0 58.0 56.0 54.0 52.0 50.0 48.0 46.0 44.0 42.0 40.0 38.0 36.0 34.0 32.0 30.0 28.0 26.0 24.0 22.0 20.0 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 T- Capacity and Demand vs. Stem Height -Mu --Mu w/Seismic -Mechanics Based Capacity -Code Based Capacity Moment (lb-ft) Wall Braced to Resist Sliding? No Overturning - Summary Sliding - Summary ASD Load Combo Resisting Moment Applied Moment Factor of Safety Allowable FS Resisting Force Applied Force Factor of Safety Allowable FS Maximum Axial Load: --- Ib ft Ib ft --- --- lb lb --- --- 1 52253 13496 3.87 1. 6665 3331 2.00 1.5 2 52253 14828 3.52 1.5 6665 3550 1.88 1.5 3 52253 13496 3.87 1.5 6665 3331 2.00 1.5 4 52253 14495 3.60 1.5 6665 3495 1.91 1.5 5 52253 13496 3.87 1.1 6665 3331 2.00 1.1 6 52253 14495 3.60 1.1 6665 3495 1.91 1.1 7 52253 13496 3.87 1.1 6665 3331 2.00 1.1 8 52253 22321 2.34 1.1 6665 4781 1.39 1.1 9 52253 21114 2.47 1.1 6665 4583 1.45 1.1 10 52253 22321 2.34 1.1 6665 4781 1.39 1.1 Minimum Axial Load: 1 52253 13496 3.87 6665 3331 2.00 1.5 2 52253 14828 3.52 1.5 6665 3550 1.88 1.5 3 52253 13496 3.87 1.5 6665 3331 2.00 1.5 4 52253 14495 3.60 1.5 6665 3495 1.91 1.5 5 52253 13496 3.87 1.1 6665 3331 2.00 1.1 6 52253 14495 3.60 1.1 6665 3495 1.91 1.1 7 52253 13496 3.87 1.1 6665 3331 2.00 1.1 8 52253 22321 2.34 1.1 6665 4781 1.39 1.1 9 52253 21114 2.47 1.1 6665 4583 1.45 1.1 10 52253 22321 2.34 1.1 6665 4781 1.39 1.1 Load Combinations 1 D+H 2 D+L+H 3 D+S+H 4 D+0.75L+0.75S+H 5 D+0.6W+H 6 D+0.75L+0.755+0.45W+H 7 D+0.6W+H 8 D+0.7E+H 9 D+0.75L+0.755+0.525E+H 10 D+0.7E+H Soil Bearing - Max Axial - H = 11 ft Allowable Bearing 2000 psf Increased Bearingl 2667 psf CL of FTG 4.17 ft 1/3 FTG 1 2.78 Ift Full H Load Variation - Maximum Axial Load: %H 0.5 Partial H Load Variation Footing 14 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb lb-ft lb-ft --- in psf psf psf 1 10641 36420 13496 Inside 6.29 1759 795 2000 2 11008 37714 14828 Inside 7.28 1898 744 2000 3 10691 36712 13496 Inside 6.36 1772 794 2000 4 10954 37610 14495 Inside 7.08 1873 756 2000 5 10641 36420 13496 Inside 6.29 1759 795 2667 6 10954 37610 14495 Inside 7.08 1873 756 2667 7 10641 36420 13496 Inside 6.29 1759 795 2667 8 10641 36420 22321 Inside 16.24 2522 32 2667 9 10954 37610 21114 Inside 14.33 2445 184 2667 10 10641 36420 22321 Inside 16.24 2522 32 2667 Partial H Load Variation - Maximum Axial Load: 11 10641 36420 15573 Inside 8.63 1939 615 2000 12 10641 36420 15573 Inside 8.63 1939 615 2000 13 10641 36420 15573 Inside 8.63 1939 615 2000 14 10641 36420 15573 Inside 8.63 1939 615 2000 15 10641 36420 15573 Inside 8.63 1939 615 2667 16 10641 36420 15573 Inside 8.63 1939 615 2667 17 10641 36420 15573 Inside 8.63 1939 615 2667 18 10641 36420 15573 Inside 8.63 1939 615 2667 19 10641 36420 15573 Inside 8.63 1939 615 2667 20 10641 36420 15573 Inside 8.63 1939 615 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.755+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.755+0.45W+H 16 D+0.75L+0.755+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.75S+0.525E+H 19 D+0.75L+0.75S+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H C ,-. ; I Q „ •% r ; v% .t Ik A ; r. A %, ; • % I I r% -„J Li - 'I 'I -'+ OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK JVII DCGII II 16 - IVIII I MAICII LULU - " - 11 I l Allowable Bearing 2000 psf Increased Bearing 2667 psf CL of FTG 4.17 ft 1/3 FTG 1 2.78 Ift Full H Load Variation - Minimum Axial Load: %H 0.5 Partial H Load Variation Footing 14 in Conc Wt 150 pcf ASD Load Combo Applied Force Resisting Moment Applied Moment Middle Third a Toe Pressure Heel Pressure Allowable Bearing --- lb Ib ft Ib ft --- in psf psf psf 1 10641 36420 13496 Inside 6.29 1759 795 2000 2 11008 37714 14828 Inside 7.28 1898 744 2000 3 10691 36712 13496 Inside 6.36 1772 794 2000 4 10954 37610 14495 Inside 7.08 1873 756 2000 5 10641 36420 13496 Inside 6.29 1759 795 2667 6 10954 37610 14495 Inside 7.08 1873 756 2667 7 10641 36420 13496 Inside 6.29 1759 795 2667 8 10641 36420 22321 Inside 16.24 2522 32 2667 9 10954 j 37610 21114 Inside 14.33 2445 j 184 j 2667 10 10641 1 36420 22321 Inside 16.24 2522 32 2667 Partial H Load Variation - Minimum Axial Load: 11 10641 36420 15573 Inside 8.63 1939 615 2000 12 10641 36420 15573 Inside 8.63 1939 615 2000 13 10641 36420 15573 Inside 8.63 1939 615 2000 14 10641 36420 15573 Inside 8.63 1939 615 2000 15 10641 36420 15573 Inside 8.63 1939 615 2667 16 10641 36420 15573 Inside 8.63 1939 615 2667 17 10641 36420 15573 Inside 8.63 1939 615 2667 18 10641 36420 15573 Inside 8.63 1939 615 2667 19 10641 36420 15573 Inside 8.63 1939 615 2667 20 10641 36420 15573 Inside 8.63 1939 615 2667 1 D+H 11 D+0.5 H 2 D+L+H 12 D+L+0.5 H 3 D+S+H 13 D+S+0.5H 4 D+0.75L+0.75S+H 14 D+0.75L+0.75S+0.5H 5 D+0.6W+H 15 D+0.6W+0.5H 6 D+0.75L+0.755+0.45W+H 16 D+0.75L+0.75S+0.45W+0.5H 7 D+0.6W+H 17 D+0.6W+0.5H 8 D+0.7 E+H 18 D+0.7 E+0.5 H 9 D+0.75L+0.755+0.525E+H 19 D+0.75L+0.755+0.525E+0.5H 10 D+0.7 E+H 20 D+0.7 E+0.5 H OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Footing Design - H = 11 ft Toe Bar Heel Bar Key Bar FTG Cont Key Cont Toe Heel Key Toe Fy 60000 psi F'c 2500 psi fr 250 psi � 1 R1 0.85 Toe Surchare (Live) 0 psf Toe Surchare (Snow) I 0 psf Bar Spacing Area Diameter As/ft in in^2 in in^2/ft Key Width 0 in Footing Thickness 14 in Clear Cover Top 2 in Clear Cover BTM 3 in Clear Cover Side 2 in Heel Surchare (Live) 50 psf Heel Surchare (Snow) 0 psf d a p S in in --- in^3 NOT, 1 . I IOfo 0 Vu 4) (�Vn Ib/ft --- Ib/ft 3879 0.75 9675 10266 0.75 10518.75 0 0.6 0 Min Reinforcing 0.43 inA2/ft Max Reinforcing 0.01 p Min Spacing 2.5 in Max Spacing 18 in Heel Min Reinforcing 0.47 inA2/ft Max Reinforcing 0.01 p Min Spacing 3.125 in Max Spacing 18 in Key Min Reinforcing 0.00 inA2/ft Max Reinforcing 0.01 p Min Spacing 0 in Max Spacing 18 in OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Toe Heel Key Mu (�Mn lb-ft/ft --- lb-ft/ft 6903 0.9 9463 29353 0.9 44333 0 0.6 0 Temperature & Shrinkage Min Req'd Provided --- in^2/ft in^2/ft FTG Cont Key Cont 0.002 0.34 0.37 0.002 0.00 0.00 Min ReinforcinE aer ACI 318-14 Ch 9.6.1.3 YES Allow 4/3 exception for As min? OK OK OK OK OK 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 BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 8 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) G.T. 3 - 2x4 3-2x6 3-2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MANF 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H = 8 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 4252# 6682# 8808# 4252# PC 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 6378# 10023# 132137 6378# PC 10023# PC 13213# PC 6-3/4 (GLB) 7 (MANF) 8505# PC 13365# PC 17617# PC G.T. 4252# 6682# 8808# CAPACITY: H = 8 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3645# 3645# 3645# 4252# PC 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201 # 8201 # _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ 1 _ _ _ 16402# I PC G.T. 5467# 5467# 1 5467# CAPACITY: H = 8 ft HF HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1822# 1822# 1822# 2126# PC 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 9 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) G.T. 3 - 2x4 3-2x6 3-2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MANF 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H = 9 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3988# 6682# 8808# 3988# B 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 5982# 10023# 132137 5982# B 10023# PC 13213# PC 6-3/4 (GLB) 7 (MANF) 7977# B I 13365# PC 17617# PC G.T. 1 4252# 6682# 8808# CAPACITY: H = 9 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3645# 3645# 3645# 3988# B 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201 # 8201 # _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ _ _ _ 16402# I PC G.T. 5467# 5467# 1 5467# CAPACITY: H = 9 ft HF HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1822# 1822# 1822# 1994# B 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC BHS - BEAM & HEADER SUPPORT 2x BM Species HF Stud Species HF Stud Height 10 Wk Braced Yes PERPENDICULAR - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4-2x6 4-2x8 7 (MANF) G.T. 3 - 2x4 3-2x6 3-2x8 PARALLEL - REQUIRED STUDS: BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 2-2x4 2-2x6 2-2x8 3-1/2 (MANF) 3-2x (SAWN) 6x (SAWN) 3 - 2x4 3-2x6 3-2x8 5-1/4" (MANF) 6-3/4 (GLB) 4 - 2x4 4 - 2x6 7 (MANF) G.T. 3 - 2x4 HEADER - REQUIRED TRIMMERS: HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 1 - 2x4 1 - 2x6 1 - 2x8 3-1/2 MANF 3-2x (SAWN) 6x (SAWN) - - - 2-2x6 2-2x8 5-1/4" MANF 8x (SAWN) 6-3/4 (GLB) - - - - - - 3 - 2x8 7 MANF CAPACITY: H =10 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3277# 6682# 8808# 3277# B 6682# PC 8808# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) 4916# 10023# 132137 4916# B 10023# PC 13213# PC 6-3/4 (GLB) 7 (MANF) 6555# B I 13365# PC 17617# PC G.T. 1 4252# 6682# 8808# CAPACITY: H =10 ft HF BEAM 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 (MANF) 3277# 3645# 3645# 3277# B 4252# PC 4252# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" (MANF) - - - 8201 # 8201 # _ _ _ 9568# PC 9568# PC 6-3/4 (GLB) 7 (MANF) _ _ _ _ _ _ 16402# I PC G.T. 4916# 5467# 1 5467# CAPACITY: H =10 ft HF HEADER 2x4 2x6 2x8 2-2x (SAWN) 4x (SAWN) 3-1/2 MANF 1638# 1822# 1822# 1638# B 2126# PC 2126# PC 3-2x (SAWN) 6x (SAWN) 5-1/4" MANF - - - 5467# 5467# 6378# PC 6378# PC 8x (SAWN) 6-3/4 (GLB) 7 MANF - - - - - - 12301# PC SOUND STRUCTURAL SOLUTIONS C`f CCU E N G I N E E R 5 SZZo Z��Z I'( slA1, Fs -'.jr G1n4tc14 L irMA ur S" Ph; 425-778-1023 - www.ssseng.com / SOUND STRUCTURAL SOLUTIONS ENGINEERSab Holdown Anchorage per ACI 318-14 The following calculation applies to detail RFA A& PER PLAN i�• a,c, � + •t e • d • A A V ` arl TYP -L 0 HOLDM POST iA.B. PER PLAN STEM WALL SHALL BE 7.0' DEEP WN 8' SECTION A -A REINFORCED FOUNDATION ANCHOR 3/4" = V-0' 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 (2) f4 HOW aw 0 TOP OF WALL JE 3;" x 3' x 3' A36 BRG PLATE w/ Del NUT (2)*4xnb 4' Page 1 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS ENGINEERSab ............................................ Material Pro ern ties: Concrete Compressive Strength: f'C := 2500 lb in Z := 36000 lb Anchor Yield Strength: f ya in lb Rebar Yield Strength: fyl:=60000 2 in Anchor V� hef:=12 in Page 2 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SOUND STRUCTURAL SOLUTIONS ENGINEERSab Concrete Breakout Strength: ............ _ .......... ke:=24 *For cast -in anchors Aa :=1 Ocb := 0.75 2 h 1.5 Nb :_c • Aa • f a • 2n •.....ef , lb = 49883 lb..... . lb in 5 z h 3 Nb_min :=16 • Aa •ffc•an of • lb = 50318 lb *shall not exceed if hef 11" - 25' lb �in� �bcpN:=1.0 *for cast -in anchors 4'cdN:=0.7+0.3• cal =0.76 *Edge effect mod factor, (17.4.2.5b) 1.5...hef . . 4'cN:=1.0 *assumes cracking ANc := twall • hef • 1.5.2 = 288 in ANco := 9 • hef 2 =1296 in ANc /' Ncb := • 4'/' cpN'. 4!cdN 0cN I- Nb=.84061 lb I ... . ANca ONcb := 0.75 • %cb ' Ncb = 4728 lb *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 ENGINEERSab Reinforcement Strength: ......... _................ ...... *This section complies with. A03.18-14 17.4.2.9..................... Reinforcement Properties: f yr = 60000 lb n := 4 *number of bars passing through cone an db:=0.5 2n a:=— *angle of hairpin 2 7r Arebar:= • db2 = 0.2 2n2 s := 2 2n *spacing from anchor CL 4 Tfs := 0.8 *sizing factor Nominal Rebar Strength: Tfe := 0.7 *sizing factor Ors := 0. 75 Nn=f`4yr•rebar'n=47M lb ....... Development Length: 3 yr • s l d ld := • db =14.4 in "d :=11.56 in �D1 := = 0.80 40 • f lb.. (2.5) c• ...............ld ...... in2.. ....... 3 yr • �s , l dh ldh := • db =14.4 in l �dh :=10.81 in �D2 := = 0.75 l 40 • f%• lb • (2.5) dh an �D an DiD2s 1�= 0.75 13 — = 0.81 16 �be := sin (0) =1 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 ENGINEERSab Steel Anchor Strength: Osa:=0.65 *Accounts for brittle steel failure futa :=1.9 • f ya = 68400 lb an Nsa:=AseN• futa = 53721.lb . ......... - ONea := Osa • Na = 34919 lb Pull -Out Strength: OPn := 0.75 NP := 8 • Abrg • f'e=164292 lb bcp:=1.0 ........... NPn:= 4'ep'NP= 1.64292 lb 0NPn := 0. 75.0Pa • NPn = 92414 lb Concrete Side -Face Blowout: Osb := 0.75 Aa :=1 • c a f' lb = 80251 lb - *shall not exceed Nsbl:— al' Erg' a' c.. 2 in Neb2 :=Nsbl • 1 1 + cat=100314 lb 4 cal ONsb := 0.75 Osb • min (Nsbl , Nsb2) = 45141 lb *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 smSOUND STRUCTURAL SOLUTIONS E N G I N £ E R S Summary ........ .LRFD:.................... ASD 0.6W .................. ASD 0.7E:.................... Concrete Breakout: ONcb = 4728 lb ONE b • 0.6 = 2837 lb ONcb • 0.7 = 3310 lb *not applicable, failure surface is reinforced Reinforcement: ON, 26532"lb.........ONrs•0.6='1'5919'lb""'ON,S'.;0.7_-18'5721b Anchor Strength: ........ ^d=.34919.1b......... Nsa•0.6=20.951 lb 0Nsa•0.7=24443.1b Pull-out Strength: ONP, = 92414 lb ONE • 0.6 = 55449 lb ONE • 0.7 = 64690 lb Side -face blowout: ONsb = 45141 lb ONsb • 0.6 = 27085 lb ONsb • 0.7 = 31599 lb Controlling LRFD: ...... min (ON, ^a;-^ 1-ONsb)=26532 lb ................................... .... Page 6 of 6 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com