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REVIEWED RESUB 1 BLD2023-0287+Structural_Calculations+8.17.2023_2.19.25_PM+3732672REVIEWED BY CITY OF EDMONDS BLD2023-0287 SOUND STRUCTURAL SOLUTIONS 5 E N G I N E E R 5 Client LQH, Inc Duane Landsverk 24113 56th Avenue West Moutlake Terrace, WA 98043 phone 4257422742 email duane@lqh-inc.com SSS # I s2209020 Project Iron Vista -191xx 94th Ave W Lot B Identification LQH, Inc (4257609218) Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations 4 d RESUB Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT WAC 196-23-070 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 s2209020 Number of Diaphragms Code General Design Criteria 3 18 IBC 2018 Seattle Building code & 2016 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 1 15 --- 25 15 Floor 1 12 40 --- 12 Floor 2 60 40 --- 60 Rf Deck 2 50 60 25 50 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 256.26 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 1.04 SDI 0.56 D Default Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.160 0.160 35121 35099 Do 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x _SSSlateral_220914_API_.xlsm DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 32 ft Eave Height 32 ft Mean Roof Height, h 32 ft Least Horizontal Dimension, LHD 41 ft Transverse Direction B Dimension 41 ft L Dimension 68 ft End Zone, 2a 8.2 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 332 sq ft sq ft 2 377 sq ft sq ft 1 178 sq ft sq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 332 sq ft 0 sq ft 2 377 sq ft 0 sq ft 1 178 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 41 ft End Zone, 2a 8.2 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 530 sq ft sq ft 2 663 sq ft sq ft 1 694 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 530 sq ft 0 sq ft 2 0 sq ft 0 sq ft 1 0 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 30510 54740 Load Case 1 1 3 11420 17563 2 1 12967 18164 1 1 6123 19013 _SSSlateral_220914_API_.xlsm WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 3 Roof 1 Mass (Ibs) area (fe) 2930 43950 it weight (psf) 15 trans - w, 51038 long - wX 52163 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall 2 Mass (Ibs) 25 140 14175 unit weight (psf) 7 10 Wall 1 25 Wall 2 165 Mass (Ibs) 16425 Diaphragm height (ft) 1 (Ibs) 2 Floor 1 Rf Deck 2 Floor 2 Mass (Ibs) area (fe) 1532 421 647 78254 unit weight (psf) 12 50 60 trans - w, 107932 long - w, 109619 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 60 95 12330 unit weight (psf) 7 10 Wall 1 85 Wall 140 Mass (Ibs) 17955 Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Rf Deck 2 Mass (Ibs) area (fly) 2485 68 33220 unit weight (psf) 12 50 trans - w, 61215 long - w,( 58263 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 73 35 7749 unit weight (psf) 7 10 Wall 1 80 Wall 27 Mass (Ibs) 7470 trans - w, long - wX Sum of Effective Seismic Weights (Ibs) 231528 231528 _SSSlateral_220914_API_.xlsm EF Mapped Spectral Accelerations XPEMSA Ss 1.296 Fa 1.200 Sos 1.04 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 = 0.54 sec Transverse Longitudinal 0.160 0.160 Ibs EQ 12.8-2 0.338 0.338 Ibs EQ 12.8-3 / 8.4 0.046 0.046 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 0.160 51038 8141 6.5 0.160 52163 8320 2 6.5 0.160 107932 17216 6.5 0.160 109619 17485 1 6.5 0.160 61215 9764 6.5 0.160 58263 9293 0 6.5 0.160 11345 0 6.5 0.160 11484 0 Transverse Base Shear, ht V = 35121 Ibs Vertical Distributionof Seismic Forces k= 1.00 Longitudinal V = 35099 Ibs XPEVDS Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 3 30 59250 1777500 0.394 59250 1777500 0.394 2 20 108697 2173930 0.482 108697 2173930 0.482 1 10 55972 559720 0.124 1 55972 559720 0.124 0 0 7610 0 0.000 7610 0 0.000 4511150 1 4511150 Diaphragm 3 2 1 Transverse 13838 Ibs 16925 Ibs 4358 Ibs sum 35121 Longitudinal 13830 Ibs 16914 Ibs 4355 Ibs sum 35099 _SSSlateral_220914_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 6852 10538 2 7780 10898 1 3674 11408 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 45% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 12593 12585 2 15402 15392 1 3965 3963 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 Maximum uplift force of the SW's, Ibs Free Body Diagram of a ShearWall Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf Width of SW, ft Height of SW, ft Tributary distance of roof (used to calculate D) along the width of the SW, ft Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft Tributary distance of floor (used to calculate D) along the width of the SW, ft Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft Wind uplift force of the SW above that transfers to the SW, Ibs Wind uplift force of the SW, Ibs Earthquake uplift force of the SW above that transfers to the SW, Ibs Earthquake uplift force of the SW, Ibs _SSSlateral_220914_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 1295 4755 Wood Shrinkage v 173 634 v, amp'd 182 667 Cntrl'g 667 Max Tx 1352 5553 A (in) 0.211 0.548 0.95 50% 173 634 3.75 9 7 1335 5540 0.95 50% 1 173 634 1 3.75 9 6 1352 5553 L vF vs 7.50 634 667 EL --i-, 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 2569 2448 Wood Shrinkage v 89 85 v, amp'd 89 85 Cntrl'g 85 Max Tx 0 0 A (in) 0.118 0.074 1.00 61 % 89 85 17.54 9 18 -1095 -674 1.00 39% 84 80 12.00 9 18 -538 -260 L VF VS 29.54 89 85 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 3 Trans --- % vW VE w h dr dra df df. Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1370 1544 Wood Shrinkage v 307 346 v, amp'd 308 347 Cntrl'g 347 Max Tx 2285 2751 A (in) 0.531 0.406 1.00 100% 307 346 4.46 9 18 2285 2751 L VF vs 4.46 346 347 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 dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1713 3846 Wood Shrinkage v 167 375 v, amp'd 167 375 Cntrl'g 375 Max Tx 1227 3167 A (in) 0.208 0.320 1.00 100% 167 375 10.25 9 1227 3167 L VF VS 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+j TwX Tex,, TeX WIND E-QUAKE VTx 2766 9173 Wood Shrinkage v 128 424 v, amp'd 128 424 Cntrl'g 424 Max Tx 1968 8761 A (in) 0.103 0.233 1.00 22% 108 359 5.58 9 1352 822 5553 3112 1.00 58% 128 424 12.46 9 13 1352 1699 5553 8761 1.00 21% 107 354 5.33 9 13 1352 1 1968 55531 8477 L VF vs 23.37 424 424 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,, Tex WIND E-QUAKE VTx 5487 4813 Wood Shrinkage v 246 215 v, amp'd 246 215 Cntrl'g 215 Max Tx 891 935 A (in) 0.325 0.193 1.00 51 % 246 215 11.50 9 30 865 919 1.00 49% 242 212 11.00 9 30 891 935 L VF Vs 22.50 246 215 _SSSlateral_220914_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+j Twx TeX+f TeX WIND E-QUAKE VTx 3501 10179 Wood Shrinkage v 166 482 v, amp'd 166 482 Cntrl'g 482 Max Tx 2891 12011 A (in) 0.142 0.290 1.00 68% 166 482 14.25 9 7.5 822 1609 3112 6918 1.00 20% 132 383 5.33 9 7.5 1968 2891 8761 12011 0.95 12% 116 337 3.75 9 7.5 1968 1 2825 8761 111652 L VF vs 23.33 482 482 _SSSlateral_220914_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+j Twx Tex,, TeX WIND E-QUAKE VTx 2983 3806 Wood Shrinkage v 98 125 v, amp'd 98 125 Cntrl'g 125 Max Tx 486 816 A (in) 0.145 0.125 1.00 55% 98 125 16.67 9 435 788 1.00 45% 96 123 1 14.00 9 486 816 L VF vs 30.67 125 125 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 5269 6164 Wood Shrinkage v 340 398 v, amp'd 340 398 Cntrl'g 398 Max Tx 2501 3156 A (in) 0.355 0.277 1.00 100% 340 398 15.50 9 2 2501 3156 L VF Vs 15.50 398 398 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2286 2615 Wood Shrinkage v 72 82 v, amp'd 72 82 Cntrl'g 82 Max Tx 329 461 A (in) 0.099 0.077 1.00 78% 72 82 24.83 9 -23 233 1.00 22% 1 61 70 8.17 9 329 461 L VF vs 33.00 82 82 _SSSlateral_220914_API_.xlsm IF 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 4506 5280 Wood Shrinkage v 152 178 v, amp'd 152 178 Cntrl'g 178 Max Tx 1453 2088 A (in) 0.251 0.202 1.00 29% 136 160 9.71 9 486 1453 816 2057 1.00 17% 1 120 141 1 6.29 9 486 1396 816 1953 1.00 54% 152 178 16.00 9 486 1 1419 816 1 2088 L VF vs 32.00 178 178 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 3085 4978 Wood Shrinkage v 250 404 v, amp'd 250 404 Cntrl'g 404 Max Tx 1733 3240 A (in) 0.228 0.250 1.00 100% 250 404 12.33 9 5 1733 3240 L VF VS 12.33 404 404 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 9196 10823 Wood Shrinkage v 598 704 v, amp'd 598 704 Cntrl'g 704 Max Tx 7469 9177 A (in) 0.361 0.283 1.00 100% 598 704 15.38 9 2501 7469 3156 9177 L VF vs 15.38 704 704 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 4650 6896 Wood Shrinkage v 191 283 v, amp'd 191 283 Cntrl'g 283 Max Tx 1669 2723 A (in) 0.264 0.264 1.00 43% 180 266 11.00 9 329 1649 461 2634 1.00 57% 191 283 14.00 9 329 1669 461 2723 L VF Vs 25.00 283 283 _SSSlateral_220914_API_.xlsm FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 Long --- % vw VE w h dr dra df dfa Twx+j TwX Tex,, TeX WIND E-QUAKE VTx 2552 1856 Wood Shrinkage v 255 186 v, amp'd 255 186 Cntrl'g 186 Max Tx 2027 1466 A (in) 0.376 0.180 1.00 100% 255 186 10.00 9 1453 2027 2088 1466 L VF vs 10.00 255 186 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 df. Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 3451 2905 Wood Shrinkage v 431 363 v, amp'd 431 363 Cntrl'g 363 Max Tx 3667 3104 A (in) 0.610 0.339 1.00 100% 431 363 8.00 9 1669 3667 2723 3104 L VF Vs 8.00 431 363 _SSSlateral_220914_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 co � •--� � •--i Ln M .M-I ~ M 3 .�-I .�-I u u ;:7u 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 ID(n E � a:W O_ \ d W d 11% V) Ln .--� L 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 420 4 16 24 12 3 12 3 19 26 39 D 560 3 12 18 9 2 9 2 14 20 29 E 900 1.5 5.5 7 11 6 1 5 1 8 12 1 18 15 22 F 1760 3.0 5.5 1 3 1 0 1 3 0 6 1 9 7 11 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated a L MINIMUM NOMINAL Adjusted svalue PANEL THICKNESS Nail or Staple size based on for HF @ Ga (inch) 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 33 911 7/16" BOTH SIDES 8d @ 3" oc 980 911 34 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... _SSSlate ral_220914_API_.Asm 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] _SSSlate ral_220914_API_.Asm ST Shear Wall Summary J T in Width SW vF Rio Stressed vs Rio Stressed Notes 1 3 7.50 E 33 634 70% 667 73% 2 3 29.54 A 6 89 59% 85 35% 3 3 4.46 C 3 346 82% 347 76% 4 3 10.25 C 3 375 89% 375 82% A 3 30.67 A 6 125 84% 125 52% C 3 15.50 D 3 398 71 % 398 87% D 3 33.00 A 6 82 55% 82 34% 1 2 23.37 D 2 424 76% 424 71 % 2 2 22.50 C 4 246 58% 215 61 % A 2 32.00 B 6 178 65% 178 73% B 2 12.33 D 2 404 72% 404 68% C 2 15.38 E 33 704 78% 704 77% D 2 25.00 C 4 283 67% 283 80% 1 1 23.33 E 2 482 54% 482 81 % A 1 10.00 C 4 255 61 % 186 53% D 1 8.00 D 3 431 77% 363 80% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR _SSSlateral_220914_API_.xlsm SW Holdown Summary J in Uplift W Uplift E Holdown 1 3 1352 5553 #MSTC66 (b) 2 3 0 0 3 3 2285 2751 #STHD14 (b) 4 3 1227 3167 tSTHD14 (b) A 3 486 816 C 3 2501 3156 (2) #CS16 D 3 329 461 1 2 1968 8761 (2) #MST60 2 2 891 935 #CS16 A 2 1453 2088 #STHD14 (b) B 2 1733 3240 #HTT5KT C 2 7469 9177 #HDU11 (b) D 2 1669 2723 tSTHD14 (b) 1 1 2891 12011 #HDU14 (b) A 1 2027 1466 #STHD14 (b) D 1 3667 3104 tSTHD14 (b) Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 5840 @ DNA DNA DNA DNA DNA DNA 95% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 52% 43% 43% 52% 72% 72% 79% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 60% 23% 23% 28% 83% 83% 90% 3410 @ DNA DNA DNA DNA DNA DNA 93% 12470 @ DNA DNA DNA DNA DNA DNA 70% 1705@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 55% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 40% 27% 27% 33% 55% 55% 60% 5360 @ 6675 @ 6675 @ 6675 @ 6675 @ 5730 @ 5730 @ 60% 26% 26% 26% 49% 57% 57% 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 82% 67% 67% 67% 82% 82% 82% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 52% 32% 1 32% 1 38% 71% 1 71% 1 789/o 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 83% 20% 20% 20% 83% 83% 83% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 38% 38% 38% 46% 38% 38% 42% 5285 @ 5285 @ 5285 @ 4410 @ 3815 @ 3815 @ 3500 @ 69% 69% 69% 83% 81% 81% 89% _SSSlateral_220914_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 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi 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 1,100.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.5x12 Span = 11.750 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 = 16.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4221 Maximum Shear Stress Ratio = 0.325 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 1,164.90 psi fv: Actual = 99.14 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.875ft 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 0.125 in Ratio = 1129 > 360 Max Upward Transient Deflection 0 in Ratio = 0 <360 Max Downward Total Deflection 0.225 in Ratio = 627> 240 Max Upward Total Deflection 0 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr Cm C t D Only Length = 11.750 ft 1 0.240 0.185 0.90 1.000 1.00 1.00 1.00 1.00 +D+S 1.000 1.00 1.00 1.00 1.00 Length = 11.750 ft 1 0.422 0.325 1.15 1.000 1.00 1.00 1.00 1.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 Length = 11.750 ft 1 0.363 0.280 1.15 1.000 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 Length = 11.750 ft 1 0.081 0.062 1.60 1.000 1.00 1.00 1.00 1.00 +1.140D 1.000 1.00 1.00 1.00 1.00 Length = 11.750 ft 1 0.154 0.118 1.60 1.000 1.00 1.00 1.00 1.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 Length = 11.750 ft 1 0.275 0.212 1.60 1.000 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 Span: 1 : S Only n/a Span: 1 : +D+S n/a Moment Values Shear a ues C L M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 5.70 517.73 2160.00 1.94 44.06 238.50 1.00 0.00 0.00 0.00 0.00 1.00 12.81 1,164.90 2760.00 4.36 99.14 304.75 1.00 0.00 0.00 0.00 0.00 1.00 11.03 1,003.11 2760.00 3.76 85.37 304.75 1.00 0.00 0.00 0.00 0.00 1.00 3.42 310.64 3840.00 1.16 26.44 424.00 1.00 0.00 0.00 0.00 0.00 1.00 6.49 590.22 3840.00 2.21 50.23 424.00 1.00 0.00 0.00 0.00 0.00 1.00 11.63 1,057.47 3840.00 3.96 90.00 424.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 11.750 ft 1 0.062 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 238.16 3840.00 0.89 20.27 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2247 5.918 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.362 4.362 Overall MINimum 2.423 2.423 D Only 1.939 1.939 +D+S 4.362 4.362 +D+0.750S 3.756 3.756 +0.60 D 1.163 1.163 S Only 2.423 2.423 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 + 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 D(0.27) S(0.3375) 0 5.5x12 Span =14.50ft D(0.125) S(0.15625) 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, Extent = 0.0 --» 6.0 ft, Tributary Width = 13.50 ft, (ROOF) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 6.0 --» 14.50 ft, Tributary Width = 6.250 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.350.1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 965.12psi fv: Actual = 81.63 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.873ft 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 0.159 in Ratio = 1097> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.285 in Ratio = 609> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.199 0.152 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.72 428.94 2160.00 1.60 36.28 238.50 Length = 0.1835 ft 1 0.008 0.152 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.20 17.93 2160.00 1.09 36.28 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.350 0.268 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.62 965.12 2760.00 3.59 81.63 304.75 Length = 0.1835 ft 1 0.015 0.268 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.44 40.35 2760.00 2.44 81.63 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.301 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.14 831.07 2760.00 3.09 70.29 304.75 Length = 0.1835 ft 1 0.013 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.38 34.75 2760.00 2.10 70.29 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.067 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.83 257.36 3840.00 0.96 21.77 424.00 Au7i : r�vv-UtDu 1 t000, GUIIO:zu. DESCRIPTION: 3-2 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 JRAL SOLUTIONS (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v Length = 0.1835 ft 1 0.003 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 10.76 3840.00 0.65 21.77 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.127 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.38 488.99 3840.00 1.82 41.36 424.00 Length = 0.1835 ft 1 0.005 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 20.44 3840.00 1.24 41.36 424.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.228 0.175 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.64 876.11 3840.00 3.26 74.10 424.00 Length = 0.1835 ft 1 0.010 0.175 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 36.63 3840.00 2.22 74.10 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.316 ft 1 0.051 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.17 197.31 3840.00 0.73 16.69 424.00 Length = 0.1835 ft 1 0.002 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 8.25 3840.00 0.50 16.69 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2854 7.158 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.592 2.444 Overall MINimum 1.995 1.358 D Only 1.596 1.086 +D+S 3.592 2.444 +D+0.750S 3.093 2.105 +0.60D 0.958 0.652 S Only 1.995 1.358 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila:Lu. 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 + 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 Project File: _enercalc trib_210208.ec6 1,000.0 psi E : Modulus of Elasticity 1,000.0psi Ebend-xx 1,700.0ksi 1,500.0 psi Eminbend - xx 620.Oksi 625.0 psi 180.0 psi 675.0psi Density 31.210pcf D(0.35) S(0.4375) D(0.35) S(0.4375) D(0.35) S(0.4375) D(0.35) S(0.4375) 6x10 6x10 6x10 6x10 Span = 4.0 ft Span = 4.0 ft Span = 4.0 ft Span = 4.0 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 = 0.020, S = 0.0250 ksf, Tributary Width = 17.50 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) Load for Span Number 4 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 17.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1701 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 195.82psi fv: Actual = 54.90 psi Fb: Allowable = 1,150.00 psi Fv: Allowable = 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 # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 25056> 360 Span: 4: S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.003 in Ratio = 13920> 240 Span: 4 : +D+S Max Upward Total Deflection -0.000 in Ratio = 411932> 240 Span: 3 : +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.097 0.151 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 900.00 0.85 24.40 162.00 Length = 4.0 ft 2 0.097 0.151 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 900.00 0.75 24.40 162.00 Length = 4.0 ft 3 0.097 0.151 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 900.00 0.85 24.40 162.00 Length = 4.0 ft 4 0.097 0.151 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.60 87.03 900.00 0.85 24.40 162.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 3-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CF/V C i Cr Cm C t CL Moment Values M fb (c) ENERCALC INC 1983-2022 Shear Values F'b V fv F'v Length = 4.0 ft 1 0.170 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1150.00 1.91 54.90 207.00 Length = 4.0 ft 2 0.170 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1150.00 1.69 54.90 207.00 Length = 4.0 ft 3 0.170 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1150.00 1.91 54.90 207.00 Length = 4.0 ft 4 0.170 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.35 195.82 1150.00 1.91 54.90 207.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.147 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.16 168.62 1150.00 1.65 47.28 207.00 Length = 4.0 ft 2 0.147 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.16 168.62 1150.00 1.45 47.28 207.00 Length = 4.0 ft 3 0.147 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.16 168.62 1150.00 1.65 47.28 207.00 Length = 4.0 ft 4 0.147 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.16 168.62 1150.00 1.65 47.28 207.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.033 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.22 1600.00 0.51 14.64 288.00 Length = 4.0 ft 2 0.033 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.22 1600.00 0.45 14.64 288.00 Length = 4.0 ft 3 0.033 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.22 1600.00 0.51 14.64 288.00 Length = 4.0 ft 4 0.033 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 52.22 1600.00 0.51 14.64 288.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.062 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 99.22 1600.00 0.97 27.82 288.00 Length = 4.0 ft 2 0.062 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 99.22 1600.00 0.85 27.82 288.00 Length = 4.0 ft 3 0.062 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 99.22 1600.00 0.97 27.82 288.00 Length = 4.0 ft 4 0.062 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 99.22 1600.00 0.97 27.82 288.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.111 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 177.76 1600.00 1.74 49.84 288.00 Length = 4.0 ft 2 0.111 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 177.76 1600.00 1.53 49.84 288.00 Length = 4.0 ft 3 0.111 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 177.76 1600.00 1.74 49.84 288.00 Length = 4.0 ft 4 0.111 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 177.76 1600.00 1.74 49.84 288.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.025 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 40.03 1600.00 0.39 11.22 288.00 Length = 4.0 ft 2 0.025 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 40.03 1600.00 0.34 11.22 288.00 Length = 4.0 ft 3 0.025 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 40.03 1600.00 0.39 11.22 288.00 Length = 4.0 ft 4 0.025 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 40.03 1600.00 0.39 11.22 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.0034 1.772 +D+S 2 0.0010 2.177 +D+S +D+S 3 0.0010 1.873 +D+S +D+S 4 0.0034 2.278 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support1 1.238 0.688 0.550 1.238 1.066 0.330 0.688 Support notation : Far left is #1 Support 2 Support 3 Support 4 3.600 2.925 3.600 2.000 1.625 2.000 1.600 1.300 1.600 3.600 2.925 3.600 3.100 2.519 3.100 0.960 0.780 0.960 2.000 1.625 2.000 Support 5 1.238 0.688 0.550 1.238 1.066 0.330 0.688 Max. "+" Defl Location in Span 0.0000 0.000 -0.0001 0.304 -0.0001 3.747 0.0000 3.747 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 Wood Grade No.1 Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.35) S(0.4375) 6x12 Span = 9.250 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 = 0.725c 1 Maximum Shear Stress Ratio = 0.417 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 833.58psi fv: Actual = 86.38 psi Fb: Allowable = 1,150.00 psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.566ft Location of maximum on span = 9.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio = 1788 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.112 in Ratio = 993 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values ear a ues Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.412 0.237 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.74 370.48 900.00 1.62 38.39 162.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.725 0.417 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.42 833.58 1150.00 3.64 86.38 207.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.624 0.359 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.25 717.81 1150.00 3.14 74.38 207.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.139 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.25 222.29 1600.00 0.97 23.03 288.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.264 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 422.35 1600.00 1.85 43.76 288.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.473 0.272 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.64 756.71 1600.00 3.31 78.41 288.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-4 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 9.250 ft 1 0.107 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.72 170.42 1600.00 0.74 17.66 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1117 4.684 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.642 3.642 Overall MINimum 2.023 2.023 D Only 1.619 1.619 +D+S 3.642 3.642 +D+0.750S 3.136 3.136 +0.60D 0.971 0.971 S Only 2.023 2.023 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 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 15 Span = 16.250 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 = 0.550.1 Maximum Shear Stress Ratio = 0.382 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb: Actual = 1,512.12psi fv: Actual = 116.34 psi Fb: Allowable = 2,749.72psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.022ft 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 0.252 in Ratio = 775 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.453 in Ratio = 430> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.312 0.217 0.90 0.996 1.00 1.00 1.00 1.00 1.00 11.55 672.05 2151.95 2.84 51.70 238.50 +D+S 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.550 0.382 1.15 0.996 1.00 1.00 1.00 1.00 1.00 25.99 1,512.12 2749.72 6.40 116.34 304.75 +D+0.750S 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.474 0.329 1.15 0.996 1.00 1.00 1.00 1.00 1.00 22.38 1,302.10 2749.72 5.51 100.18 304.75 +0.60D 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.105 0.073 1.60 0.996 1.00 1.00 1.00 1.00 1.00 6.93 403.23 3825.69 1.71 31.02 424.00 +1.140D 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.200 0.139 1.60 0.996 1.00 1.00 1.00 1.00 1.00 13.17 766.14 3825.69 3.24 58.94 424.00 +1.105D+0.750S 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.359 0.249 1.60 0.996 1.00 1.00 1.00 1.00 1.00 23.59 1,372.66 3825.69 5.81 105.61 424.00 +0.460D 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 16.250 ft 1 0.081 0.056 1.60 0.996 1.00 1.00 1.00 1.00 1.00 5.31 309.14 3825.69 1.31 23.78 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4528 8.228 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.398 6.398 Overall MINimum 3.555 3.555 D Only 2.844 2.844 +D+S 6.398 6.398 +D+0.750S 5.510 5.510 +0.60D 1.706 1.706 S Only 3.555 3.555 Au7i : mvv-ubu-1 t000, uuila:Lu. 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 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 psi E : Modulus of Elasticity Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580ksi Fc - Perp 625 psi Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0 48 Span = 5.250 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 = 0.789.1 Maximum Shear Stress Ratio = 0.590 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,061.69psi fv: Actual = 122.20 psi Fb: Allowable = 1,345.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.658ft 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 0.043 in Ratio = 1468> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.077 in Ratio = 815 -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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.448 0.335 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.21 471.86 1053.00 0.92 54.31 162.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.789 0.590 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.71 1,061.69 1345.50 2.07 122.20 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.679 0.508 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.34 914.23 1345.50 1.78 105.23 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.151 0.113 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.72 283.12 1872.00 0.55 32.59 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.287 0.215 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.37 537.92 1872.00 1.05 61.91 288.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.515 0.385 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.46 963.78 1872.00 1.88 110.93 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.250 ft 1 0.116 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.55 217.06 1872.00 0.42 24.98 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0772 2.658 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.067 2.067 Overall MINimum 1.148 1.148 D Only 0.919 0.919 +D+S 2.067 2.067 +D+0.750S 1.780 1.780 +0.60D 0.551 0.551 S Only 1.148 1.148 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 Wood Grade No.2 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 D(0.09) S(0.1125) 4x8 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 = 4.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.471: 1 Maximum Shear Stress Ratio = 0.231 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 633.92psi fv: Actual = 47.88 psi Fb: Allowable = 1,345.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.949ft 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 0.059 in Ratio = 1613 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.107 in Ratio = 896 > 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 des Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.268 0.131 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.72 281.74 1053.00 0.36 21.28 162.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.471 0.231 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.62 633.92 1345.50 0.81 47.88 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.406 0.199 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.39 545.87 1345.50 0.70 41.23 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.090 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.43 169.05 1872.00 0.22 12.77 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.172 0.084 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.82 321.19 1872.00 0.41 24.26 288.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.307 0.151 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.47 575.46 1872.00 0.74 43.47 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-7 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 8.0 ft 1 0.069 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 129.60 1872.00 0.17 9.79 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1071 4.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.810 0.810 Overall MINimum 0.450 0.450 D Only 0.360 0.360 +D+S 0.810 0.810 +D+0.750S 0.698 0.698 +0.60D 0.216 0.216 S Only 0.450 0.450 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila: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 0.4 4x 10 Span =6.50ft 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 575.0psi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 16.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.759.1 Maximum Shear Stress Ratio = 0.540 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 942.64psi fv: Actual = 111.81 psi Fb: Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.209ft 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 0.046 in Ratio = 1704> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.082 in Ratio = 946 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values ear a ues Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.431 0.307 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.74 418.95 972.00 1.07 49.69 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.759 0.540 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.92 942.64 1242.00 2.41 111.81 207.00 +D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.654 0.465 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.38 811.72 1242.00 2.08 96.28 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.145 0.104 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.05 251.37 1728.00 0.64 29.81 288.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.276 0.197 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.99 477.60 1728.00 1.22 56.65 288.00 +1.105D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.495 0.352 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.56 855.71 1728.00 2.19 101.49 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-8 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 6.50 ft 1 0.112 0.079 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.80 192.72 1728.00 0.49 22.86 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0824 3.291 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support1 Support 2 2.413 2.413 1.341 1.341 1.073 1.073 2.413 2.413 2.078 2.078 0.644 0.644 1.341 1.341 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 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 + 1000 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1000 psi Ebend- xx 1700ksi Fc - Prll 1500 psi Eminbend - xx 620ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x12 Span = 8.250 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 = 16.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8121 Maximum Shear Stress Ratio = 0.564 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 1,026.61 psi fv: Actual = 116.68 psi Fb: Allowable = 1,265.00psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.177ft 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 0.062 in Ratio = 1593 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.112 in Ratio = 885 > 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 omens Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.461 0.320 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.81 456.27 990.00 1.36 51.86 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.812 0.564 1.15 1.100 1.00 1.00 1.00 1.00 1.00 6.32 1,026.61 1265.00 3.06 116.68 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.699 0.485 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.44 884.02 1265.00 2.64 100.47 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.156 0.108 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 273.76 1760.00 0.82 31.11 288.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.296 0.205 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.20 520.15 1760.00 1.55 59.12 288.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.530 0.368 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.73 931.93 1760.00 2.78 105.92 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-9 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 8.250 ft 1 0.119 0.083 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 209.88 1760.00 0.63 23.85 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1119 4.177 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.063 3.063 Overall MINimum 1.702 1.702 D Only 1.361 1.361 +D+S 3.063 3.063 +D+0.750S 2.637 2.637 +0.60D 0.817 0.817 S Only 1.702 1.702 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou 1 t000, t5U11a:LU.L. 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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.335) S(0.41875) 5.5x12 Span = 11.250 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.Oksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.Oksi 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 = 16.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.393 1 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 1,084.04psi fv: Actual = 96.36 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.606ft 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 0.106 in Ratio = 1268> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.192 in Ratio = 704> 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values ear a ues Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.223 0.180 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.30 481.80 2160.00 1.88 42.83 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.393 0.316 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.92 1,084.04 2760.00 4.24 96.36 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.338 0.272 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.27 933.48 2760.00 3.65 82.98 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.075 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 289.08 3840.00 1.13 25.70 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.143 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.04 549.25 3840.00 2.15 48.82 424.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.256 0.206 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.82 984.07 3840.00 3.85 87.47 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-10 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 11.250 ft 1 0.058 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.44 221.63 3840.00 0.87 19.70 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1916 5.644 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.240 4.240 Overall MINimum 2.355 2.355 D Only 1.884 1.884 +D+S 4.240 4.240 +D+0.750S 3.651 3.651 +0.60D 1.131 1.131 S Only 2.355 2.355 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, t5U11a:LU.L DESCRIPTION: 3-11 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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.5x12 Span = 14.50 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.Oksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.Oksi 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 = 16.750 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6521 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 1,800.84psi fv: Actual = 124.20 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 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 0.294 in Ratio = 592> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.529 in Ratio = 329> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.371 0.231 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.80 800.37 2160.00 2.43 55.20 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.652 0.408 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.81 1,800.84 2760.00 5.46 124.20 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.562 0.351 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.06 1,550.73 2760.00 4.71 106.95 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.125 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.28 480.22 3840.00 1.46 33.12 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.238 0.148 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.04 912.43 3840.00 2.77 62.93 424.00 +1.105D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.426 0.266 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.98 1,634.77 3840.00 4.96 112.74 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-11 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 14.50 ft 1 0.096 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.05 368.17 3840.00 1.12 25.39 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.5287 7.274 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.465 5.465 Overall MINimum 3.036 3.036 D Only 2.429 2.429 +D+S 5.465 5.465 +D+0.750S 4.706 4.706 +0.60D 1.457 1.457 S Only 3.036 3.036 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila: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 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(1.88) S(2.36) 3.5x14.0 Span = 11.50 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 D(1.88) S(2.36) 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 = 7.250 ft, (FLOOR) Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.250 ft, (DECK) Point Load : D = 1.880, S = 2.360 k @ 0.0 ft, (rxn 3-10) Point Load : D = 1.880, S = 2.360 k @ 11.250 ft, (rxn 3-10) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.639.1 Maximum Shear Stress Ratio = 0.692 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,485.25psi fv: Actual = 246.85 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 356.50 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span = 5.808ft Location of maximum on span = 11.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio = 892> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.274 in Ratio = 503> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.308 0.427 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.13 643.89 2092.50 3.89 119.10 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.639 0.660 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.15 1,485.25 2325.00 6.68 204.47 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.305 0.572 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.78 816.60 2673.75 6.67 204.07 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.439 0.473 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.15 1,274.90 2906.25 5.98 183.12 387.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.525 0.692 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.38 1,404.15 2673.75 8.06 246.85 356.50 Project Title: Engineer: Project ID: Project Descr: AU7i : r�vv-UtDu 1 t000, GUIIO:zu DESCRIPTION: 2-1 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.104 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.68 386.33 3720.00 2.33 71.46 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.197 0.274 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.99 734.03 3720.00 4.44 135.77 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.396 0.523 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.02 1,471.76 3720.00 8.47 259.36 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.080 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.82 296.19 3720.00 1.79 54.78 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2739 5.769 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.223 8.064 Overall MINimum 2.878 2.776 D Only 3.972 3.890 +D+L 6.761 6.679 +D+S 6.851 6.666 +D+0.750L+0.750S 8.223 8.064 +D+0.750L 6.064 5.982 +0.60D 2.383 2.334 L Only 2.789 2.789 S Only 2.878 2.776 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila:Lu. 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 + 2,900.0 psi Load Combination ASCE 7-16 Fb - 2,900.0 psi Fc - Prll 2,900.0 psi 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 Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2.43) S(3.04) 5.25x14.0 Span = 14.50 ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend -xx 1,118.19ksi Density 45.070 pcf D(2.43) S(3.04) 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 = 7.250 ft, (FLOOR) Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.250 ft, (DECK) Point Load : D = 2.430, S = 3.040 k @ 0.0 ft, (RXN ABV) Point Load : D = 2.430, S = 3.040 k @ 14.50 ft, (RXN ABV) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0.648 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 2,336.81 psi fv: Actual = 188.02 psi Fb: Allowable = 2,900.00psi Fv: Allowable = 290.00 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 0.252 in Ratio = 690> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.481 in Ratio = 361 > 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.427 0.343 0.90 1.000 1.00 1.00 1.00 1.00 1.00 15.92 1,113.93 2610.00 4.39 89.63 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.806 0.648 1.00 1.000 1.00 1.00 1.00 1.00 1.00 33.40 2,336.81 2900.00 9.21 188.02 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.420 0.338 1.15 1.000 1.00 1.00 1.00 1.00 1.00 20.03 1,401.26 3335.00 5.52 112.74 333.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.560 0.451 1.25 1.000 1.00 1.00 1.00 1.00 1.00 29.03 2,031.09 3625.00 8.01 163.42 362.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.674 0.542 1.15 1.000 1.00 1.00 1.00 1.00 1.00 32.11 2,246.59 3335.00 8.86 180.76 333.50 Project Title: Engineer: Project ID: Project Descr: AU7i : r�vv-UtDu 1 t000, GUIIO:zu. DESCRIPTION: 2-2 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.144 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.55 668.36 4640.00 2.64 53.78 464.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.274 0.220 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.15 1,269.88 4640.00 5.01 102.17 464.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.509 0.410 1.60 1.000 1.00 1.00 1.00 1.00 1.00 33.78 2,363.55 4640.00 9.32 190.17 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.110 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.32 512.41 4640.00 2.02 41.23 464.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.4813 7.303 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.567 13.567 Overall MINimum 4.173 4.173 D Only 6.822 6.822 +D+L 11.643 11.643 +D+S 10.995 10.995 +D+0.750L+0.750S 13.567 13.567 +D+0.750L 10.438 10.438 +0.60D 4.093 4.093 L Only 4.821 4.821 S Only 4.173 4.173 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu-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 iLevel Truss Joist Fc - Perp Wood Grade TimberStrand LSL 1.55E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x7.0 Span = 6.250 ft 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi Project File: RECOVERED GRAV.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 = 13.250 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5721 Maximum Shear Stress Ratio = Section used for this span 3.5x7.0 Section used for this span fb: Actual = 1,412.40psi fv: Actual = F'b = 2,468.35psi F'v = Load Combination +D+L Load Combination Location of maximum on span = 3.125ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.118 in Ratio = 635> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.153 in Ratio = 488> 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 = 6.250 ft 1 0.147 0.109 0.90 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.78 325.9 2,221.5 +D+L 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.572 0.425 1.00 1.00 1.00 1.00 1.062 1.00 1.00 1.00 3.36 1,412.4 2,468.3 +D+0.750L 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.370 0.275 1.25 1.00 1.00 1.00 1.062 1.00 1.00 1.00 2.72 1,140.8 3,085.4 +0.60D 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.050 0.037 1.60 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.47 195.6 3,949.4 +1.140D 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.094 0.070 1.60 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.89 371.6 3,949.4 0.425 : 1 3.5x7.0 131.82 psi 310.00 psi +D+L 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 0.50 30.4 279.0 0.00 0.0 0.0 2.15 131.8 310.0 0.00 0.0 0.0 1.74 106.5 387.5 0.00 0.0 0.0 0.30 18.3 496.0 0.00 0.0 0.0 0.57 34.7 496.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.12.28 DESCRIPTION: 2-3 Maximum Forces & Stresses for Load Combinations Project File: RECOVERED GRAV.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+0.750L 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.298 0.221 1.60 1.00 1.00 1.00 1.062 1.00 1.00 1.00 2.80 1,175.0 3,949.4 1.79 109.7 496.0 +0.460D 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.250 ft 1 0.038 0.028 1.60 1.00 1.00 1.00 1.062 1.00 1.00 1.00 0.36 149.9 3,949.4 0.23 14.0 496.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1534 3.148 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.153 2.153 Max Upward from Load Combinations 2.153 2.153 Max Upward from Load Cases 1.656 1.656 D Only 0.497 0.497 +D+L 2.153 2.153 +D+0.750L 1.739 1.739 +0.60D 0.298 0.298 L Only 1.656 1.656 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 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 D(0.4) S(0.5) D(0.4) S(0.5) D(0.09) D(0.09) D(0.075) L(0.25) D(0.1095) L(0.365) D(0.1095) L(0.365) 3.5x11.25 Y 3.5x11.25 Span = 9.0 ft Span = 9.0 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 = 9.125 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 5.750 -->> 9.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 5.750 - > 9.0 ft, Tributary Width = 20.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 --» 3.0 ft, Tributary Width = 9.125 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 3.0 --» 9.0 ft, Tributary Width = 6.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 20.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.570 1 Maximum Shear Stress Ratio = 0.686 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 1,523.10psi fv: Actual = 244.45 psi Fb: Allowable = 2,673.75psi Fv: Allowable = 356.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 9.000ft Location of maximum on span = 9.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.069 in Ratio = 1560> 360 Span: 2: S Only Max Upward Transient Deflection -0.015 in Ratio = 7330> 360 Span: 2: L Only Max Downward Total Deflection 0.143 in Ratio = 755 > 240 Span: 2 : +D+S Max Upward Total Deflection -0.021 in Ratio = 5052>=240 Span: 1 : +D+S Maximum Forces & Stresses for Load_ Combinations Load Combination �G>ax Stress Ratios omen Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.0C Length = 9.0 ft 1 0.337 0.425 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.34 705.00 2092.50 3.11 118.50 279.00 Length = 9.0 ft 2 0.337 0.425 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.34 705.00 2092.50 3.11 118.50 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 9.0 ft 1 0.533 0.601 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.63 1,240.26 2325.00 4.89 186.25 310.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-4 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v Length = 9.0 ft 2 0.533 0.601 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.63 1,240.26 2325.00 4.89 186.25 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.471 0.613 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.76 1,260.53 2673.75 5.74 218.68 356.50 Length = 9.0 ft 2 0.471 0.613 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.76 1,260.53 2673.75 5.74 218.68 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.381 0.437 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.81 1,106.45 2906.25 4.44 169.31 387.50 Length = 9.0 ft 2 0.381 0.437 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.81 1,106.45 2906.25 4.44 169.31 387.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.570 0.686 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.37 1,523.10 2673.75 6.42 244.45 356.50 Length = 9.0 ft 2 0.570 0.686 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.37 1,523.10 2673.75 6.42 244.45 356.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.114 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.60 423.00 3720.00 1.87 71.10 496.00 Length = 9.0 ft 2 0.114 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.60 423.00 3720.00 1.87 71.10 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.216 0.272 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.94 803.70 3720.00 3.55 135.09 496.00 Length = 9.0 ft 2 0.216 0.272 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.94 803.70 3720.00 3.55 135.09 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.429 0.518 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.83 1,597.12 3720.00 6.74 256.89 496.00 Length = 9.0 ft 2 0.429 0.518 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.83 1,597.12 3720.00 6.74 256.89 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.087 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.00 324.30 3720.00 1.43 54.51 496.00 Length = 9.0 ft 2 0.087 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.00 324.30 3720.00 1.43 54.51 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 1 0.0403 3.922 +D+S -0.0214 6.788 +D+S 2 0.1430 4.927 0.0000 6.788 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.575 11.486 4.093 Overall MINimum -0.086 4.341 1.870 D Only 0.298 5.390 2.078 +D+L 1.575 9.177 2.894 +D+S 0.212 9.731 3.948 +D+0.750L+0.750S 1.191 11.486 4.093 +D+0.750L 1.256 8.230 2.690 +0.60D 0.179 3.234 1.247 L Only 1.277 3.787 0.817 S Only -0.086 4.341 1.870 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila: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 = 7.50 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 = 0.0120, L = 0.040 ksf, Tributary Width = 12.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.396 1 Maximum Shear Stress Ratio = 0.462 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 920.99psi fv: Actual = 143.27 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.750ft 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 0.055 in Ratio = 1624> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.072 in Ratio = 1249> 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 CF/v C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.102 0.118 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.01 212.54 2092.50 0.54 33.06 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.396 0.462 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.39 920.99 2325.00 2.34 143.27 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.256 0.299 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.54 743.88 2906.25 1.89 115.71 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.034 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 127.52 3720.00 0.32 19.84 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.065 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 242.29 3720.00 0.62 37.69 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.206 0.240 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 766.19 3720.00 1.95 119.19 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 7.50 ft 1 0.026 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.47 97.77 3720.00 0.25 15.21 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0720 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.340 2.340 Overall MINimum 1.800 1.800 D Only 0.540 0.540 +D+L 2.340 2.340 +D+0.750L 1.890 1.890 +0.60D 0.324 0.324 L Only 1.800 1.800 Au7i : mvv-uou-1 t000, uuila: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 Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.1 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Fb + 1,000.0 psi E : Modulus of Elasticity Fb- 1,000.0psi Ebend-xx 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling M 6x8 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 = 0.0830, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR (garage slab)) Point Load : L = 3.0 k @ 3.750 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.64Q 1 Maximum Shear Stress Ratio = 0.757 : 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 640.44psi fv: Actual = 136.20 psi Fb: Allowable = 1,000.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.153ft 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 0.020 in Ratio = 2727 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.030 in Ratio = 1784> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.244 0.189 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.95 220.03 900.00 0.84 30.56 162.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.640 0.757 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.75 640.44 1000.00 3.75 136.20 180.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.422 0.488 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.27 528.10 1250.00 3.02 109.79 225.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.083 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 132.02 1600.00 0.50 18.34 288.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.157 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 250.83 1600.00 0.96 34.84 288.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.343 0.392 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 548.89 1600.00 3.11 113.00 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.8.17 DESCRIPTION: 2-6 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 4.50 ft 1 0.063 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 101.21 1600.00 0.39 14.06 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0303 2.398 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.745 3.745 Overall MlNimum 0.905 2.905 D Only 0.840 0.840 +D+L 1.745 3.745 +D+0.750L 1.519 3.019 +0.60D 0.504 0.504 L Only 0.905 2.905 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 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 = 4.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.198 1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 231.81 psi fv: Actual = 31.12 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.250ft 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 0.009 in Ratio = 5748 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.012 in Ratio = 4422> 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 __-S Ke-a-r Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.051 0.044 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.14 53.50 1053.00 0.12 7.18 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.198 0.173 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.59 231.81 1170.00 0.53 31.12 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.128 0.112 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.23 1462.50 0.43 25.14 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.017 0.015 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 32.10 1872.00 0.07 4.31 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.033 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 60.98 1872.00 0.14 8.19 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.103 0.090 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.49 192.85 1872.00 0.44 25.89 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-7 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 4.50 ft 1 0.013 0.011 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 24.61 1872.00 0.06 3.30 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0122 2.266 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.527 0.527 Overall MINimum 0.405 0.405 D Only 0.122 0.122 +D+L 0.527 0.527 +D+0.750L 0.425 0.425 +0.60D 0.073 0.073 L Only 0.405 0.405 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 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 = 2.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0830, L = 0.040 ksf, Tributary Width = 9.625 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.374 1 Maximum Shear Stress Ratio = 0.535 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 438.00psi fv: Actual = 96.23 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.375ft 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 0.003 in Ratio = 11776> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.009 in Ratio = 3829> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.281 0.401 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.76 295.56 1053.00 1.10 64.93 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.374 0.535 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.12 438.00 1170.00 1.63 96.23 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.275 0.393 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.03 402.39 1462.50 1.50 88.40 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.095 0.135 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 177.33 1872.00 0.66 38.96 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.180 0.257 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.86 336.94 1872.00 1.25 74.02 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.232 0.331 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.11 433.42 1872.00 1.61 95.22 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-8 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.750 ft 1 0.073 0.104 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 135.96 1872.00 0.51 29.87 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0086 1.385 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.628 1.628 Overall MINimum 0.529 0.529 D Only 1.098 1.098 +D+L 1.628 1.628 +D+0.750L 1.495 1.495 +0.60D 0.659 0.659 L Only 0.529 0.529 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 + 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 =6.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0350, L = 0.060, S = 0.0250 ksf, Tributary Width = 3.250 ft, (FLOOR (deck slab)) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.545 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 638.16psi fv: Actual = 59.32 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.250ft 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 0.044 in Ratio = 1760 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.073 in Ratio = 1069> 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 as u� des Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.223 0.135 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 235.11 1053.00 0.37 21.85 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.545 0.330 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.63 638.16 1170.00 1.00 59.32 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.300 0.181 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.03 403.05 1345.50 0.63 37.46 207.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.367 0.222 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.37 537.40 1462.50 0.85 49.95 225.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.493 0.298 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.69 663.35 1345.50 1.04 61.66 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.075 0.046 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.07 1872.00 0.22 13.11 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.8.17 DESCRIPTION: 2-9 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 6.50 ft 1 0.143 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 268.03 1872.00 0.42 24.91 288.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.368 0.222 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.76 688.04 1872.00 1.08 63.95 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.058 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 108.15 1872.00 0.17 10.05 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0729 3.274 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.043 1.043 Overall MINimum 0.264 0.264 D Only 0.370 0.370 +D+L 1.003 1.003 +D+S 0.634 0.634 +D+0.750L+0.750S 1.043 1.043 +D+0.750L 0.845 0.845 +0.60D 0.222 0.222 L Only 0.634 0.634 S Only 0.264 0.264 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 221103_enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20, 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 + 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(1.3) P(11.63) 5.25x14.0 Span = 16.50 ft S(2) 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, Extent = 0.0 - > 10.50 ft, Tributary Width = 12.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 3.750 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 - > 1.50 ft, Tributary Width = 13.50 ft, (ROOF) Point Load : D = 0.550, S = 0.690 k @ 1.50 ft, (RXN 3-3.1) Point Load : D = 1.60, S = 2.0 k @ 5.833 ft, (RXN 3-3.2) Point Load : D = 1.30, S = 1.630 k @ 10.0 ft, (RXN 3-3.3) Point Load : D = 1.60, S = 2.0 k @ 14.250 ft, (RXN 3-3.4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7651 Maximum Shear Stress Ratio = 0.554 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 2,507.37psi fv: Actual = 184.85 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 = 7.588ft 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 0.268 in Ratio = 739> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.666 in Ratio = 297 > 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 tress atios 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 = 16.50 ft 1 0.440 0.312 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 16.15 1,129.8 2,565.7 3.99 81.5 261.0 +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 = 16.50 ft 1 0.697 0.523 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 28.41 1,987.8 2,850.8 7.43 151.6 290.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 221103_enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-10 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 +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 = 16.50 ft 1 0.645 0.447 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 30.23 2,115.5 3,278.4 7.31 149.2 333.5 +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 = 16.50 ft 1 0.498 0.370 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 25.34 1,772.9 3,563.5 6.57 134.1 362.5 +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 = 16.50 ft 1 0.765 0.554 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 35.83 2,507.4 3,278.4 9.06 184.8 333.5 +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 = 16.50 ft 1 0.149 0.105 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 9.69 677.9 4,561.3 2.39 48.9 464.0 +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 = 16.50 ft 1 0.282 0.200 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 18.41 1,288.0 4,561.3 4.55 92.9 464.0 +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 = 16.50 ft 1 0.576 0.417 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 37.53 2,625.9 4,561.3 9.48 193.4 464.0 +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 = 16.50 ft 1 0.114 0.081 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 7.43 519.7 4,561.3 1.84 37.5 464.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.6663 8.190 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 9.058 7.428 Max Upward from Load Combinations 9.058 7.428 Max Upward from Load Cases 3.992 3.594 D Only 3.992 3.594 +D+L 7.428 5.198 +D+S 7.310 7.102 +D+0.750L+0.750S 9.058 7.428 +D+0.750L 6.569 4.797 +0.60D 2.395 2.157 L Only 3.436 1.604 S Only 3.318 3.508 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 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 Span = 6.250 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 = 7.250 ft, (FLOOR) Point Load : D = 1.60, S = 2.0 k @ 1.50 ft, (RXN TRIMMER ABOVE) Point Load : D = 1.60, S = 2.0 k @ 4.750 ft, (RXN TRIMMER ABOVE) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.337 1 Maximum Shear Stress Ratio = 0.487 : 1 Section used for this span 2.50 X 14.0 Section used for this span 2.50 X 14.0 fb: Actual = 901.74psi fv: Actual = 173.64 psi Fb: Allowable = 2,673.75psi Fv: Allowable = 356.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 3.125ft 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 0.027 in Ratio = 2826> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.053 in Ratio = 1415 > 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 went Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.198 0.288 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.82 415.07 2092.50 1.87 80.22 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.268 0.384 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.24 623.14 2325.00 2.78 119.06 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.320 0.465 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.82 855.89 2673.75 3.87 165.94 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.197 0.282 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.89 571.12 2906.25 2.55 109.35 387.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.337 0.487 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.14 901.74 2673.75 4.05 173.64 356.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-11 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 6.250 ft 1 0.067 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 249.04 3720.00 1.12 48.13 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.127 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.22 473.18 3720.00 2.13 91.45 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.254 0.367 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.43 945.32 3720.00 4.25 182.06 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.051 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 190.93 3720.00 0.86 36.90 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0530 3.148 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.052 4.052 Overall MINimum 2.000 2.000 D Only 1.872 1.872 +D+L 2.778 2.778 +D+S 3.872 3.872 +D+0.750L+0.750S 4.052 4.052 +D+0.750L 2.552 2.552 +0.60D 1.123 1.123 L Only 0.906 0.906 S Only 2.000 2.000 Project Title: Engineer: Project ID: Project Descr: .R.iF : mvv-unu 1 f 000, buIla:LU.L, DESCRIPTION: 2-12 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species iLevel Truss Joist Fc - Perp Wood Grade MicroLam LVL 2.0 E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2600 psi 2600 psi 2510 psi 750 psi 285 psi 1555 psi Project File: RECOVERED GRAV.ec6 E : Modulus of Elasticity Ebend-xx 2000ksi Eminbend - xx 1016.535ksi Density 42.01 pcf D(0.21875) L(0.375) S(0.15625) D(0.21875) L(0.375) S(0.15625) D(0.21875) L(0.375) S(0.15625) 2-1.75x7.25 Span = 4.0 ft 2-1.75x7.25 Span = 4.0 ft 2-1.75x7.25 Span = 4.0 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 = 0.0350, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.250 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0350, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.250 ft, (FLOOR) Load for Span Number 3 Uniform Load : D = 0.0350, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.250 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.134. 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb: Actual = 371.80psi fv: Actual = 84.24 psi F'b = 2,784.43psi F'v = 285.00 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 # 1 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 9202> 360 Span: 3: L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.009 in Ratio = 5591 > 240 Span: 3 : +D+0.750L+0.750S Max Upward Total Deflection -0.001 in Ratio = 86394> 240 Span: 2 : +D+0.750L+0.750S 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 0.055 0.121 0.90 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.35 137.0 2,506.0 0.52 31.0 256.5 Length = 4.0 ft 2 0.055 0.121 0.90 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.35 137.0 2,506.0 0.52 31.0 256.5 Length = 4.0 ft 3 0.055 0.121 0.90 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.35 137.0 2,506.0 0.52 31.0 256.5 +D+L 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.134 0.296 1.00 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.95 371.8 2,784.4 1.42 84.2 285.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: RECOVERED GRAV.ec6 LIC# : KW-06017385, Build:20.22.12.28 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-12 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 0.134 0.296 1.00 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.95 371.8 2,784.4 1.42 84.2 285.0 Length = 4.0 ft 3 0.134 0.296 1.00 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.95 371.8 2,784.4 1.42 84.2 285.0 +D+S 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.073 0.162 1.15 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.60 234.8 3,202.1 0.90 53.2 327.8 Length = 4.0 ft 2 0.073 0.162 1.15 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.60 234.8 3,202.1 0.90 53.2 327.8 Length = 4.0 ft 3 0.073 0.162 1.15 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.60 234.8 3,202.1 0.90 53.2 327.8 +D+0.750L 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.090 0.199 1.25 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.80 313.1 3,480.5 1.20 70.9 356.3 Length = 4.0 ft 2 0.090 0.199 1.25 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.80 313.1 3,480.5 1.20 70.9 356.3 Length = 4.0 ft 3 0.090 0.199 1.25 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.80 313.1 3,480.5 1.20 70.9 356.3 +D+0.750L+0.750S 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.121 0.267 1.15 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.99 386.5 3,202.1 1.48 87.6 327.8 Length = 4.0 ft 2 0.121 0.267 1.15 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.99 386.5 3,202.1 1.48 87.6 327.8 Length = 4.0 ft 3 0.121 0.267 1.15 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.99 386.5 3,202.1 1.48 87.6 327.8 +0.60D 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.018 0.041 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.21 82.2 4,455.1 0.31 18.6 456.0 Length = 4.0 ft 2 0.018 0.041 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.21 82.2 4,455.1 0.31 18.6 456.0 Length = 4.0 ft 3 0.018 0.041 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.21 82.2 4,455.1 0.31 18.6 456.0 +1.140D 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.035 0.078 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.40 156.2 4,455.1 0.60 35.4 456.0 Length = 4.0 ft 2 0.035 0.078 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.40 156.2 4,455.1 0.60 35.4 456.0 Length = 4.0 ft 3 0.035 0.078 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.40 156.2 4,455.1 0.60 35.4 456.0 +1.105D+0.750L+0.750S 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.090 0.199 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 1.02 400.9 4,455.1 1.54 90.8 456.0 Length = 4.0 ft 2 0.090 0.199 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 1.02 400.9 4,455.1 1.54 90.8 456.0 Length = 4.0 ft 3 0.090 0.199 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 1.02 400.9 4,455.1 1.54 90.8 456.0 +0.460D 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.014 0.031 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.16 63.0 4,455.1 0.24 14.3 456.0 Length = 4.0 ft 2 0.014 0.031 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.16 63.0 4,455.1 0.24 14.3 456.0 Length = 4.0 ft 3 0.014 0.031 1.60 1.00 1.00 1.00 1.071 1.00 1.00 1.00 0.16 63.0 4,455.1 0.24 14.3 456.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 +D+0.750L+0.750S 2 +D+0.750L+0.750S 3 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 0.0086 1.815 0.0006 2.017 +D+0.750L+0.750S 0.0085 2.218 Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 0.988 2.716 2.716 0.988 0.988 2.716 2.716 0.988 0.600 1.650 1.650 0.600 0.350 0.962 0.962 0.350 0.950 2.612 2.612 0.950 0.600 1.650 1.650 0.600 0.988 2.716 2.716 0.988 0.800 2.200 2.200 0.800 0.210 0.577 0.577 0.210 0.600 1.650 1.650 0.600 0.250 0.687 0.687 0.250 Max. "+" Defl Location in Span 0.0000 0.000 -0.0006 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:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-13 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi 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 Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 4x8 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 = 0.0120, L = 0.040 ksf, Tributary Width = 12.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.978 1 Maximum Shear Stress Ratio = 0.640 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 1,144.76 psi fv: Actual = 115.27 psi Fb: Allowable = 1,170.00 psi Fv: Allowable = 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 0.082 in Ratio = 873> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.107 in Ratio = 671 > 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 tress atios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.251 0.164 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.68 264.18 1053.00 0.45 26.60 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.978 0.640 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.93 1,144.76 1170.00 1.95 115.27 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.632 0.414 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.36 924.61 1462.50 1.58 93.10 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.085 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 158.51 1872.00 0.27 15.96 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.161 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.77 301.16 1872.00 0.51 30.33 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.509 0.333 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.43 952.35 1872.00 1.62 95.90 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-13 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 6.0 ft 1 0.065 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 121.52 1872.00 0.21 12.24 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1072 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.950 1.950 Overall MINimum 1.500 1.500 D Only 0.450 0.450 +D+L 1.950 1.950 +D+0.750L 1.575 1.575 +0.60D 0.270 0.270 L Only 1.500 1.500 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, G0110: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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species iLevel Truss Joist Fc - Perp Wood Grade Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0415) L(0.03) S(0.0125) D(6.82) 7x14 Span = 15.0 ft S(2.78) Project File: _enercalc trib_210208.ec6 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,200.0 ksi 2,900.0 psi Eminbend - xx 1,118.19ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070 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 = 2.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 2.0 - > 8.333 ft, Tributary Width = 9.0 ft, (wall) Uniform Load : D = 0.0120, L = 0.040 k/ft, Extent = 2.0 -->> 8.333 ft, Tributary Width = 1.0 ft, (floor) Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Extent = 2.0 -->> 8.333 ft, Tributary Width = 0.50 ft, (deck) Point Load : D = 6.820, L = 4.820, S = 4.170 k @ 2.0 ft, (rxn 2-2) Point Load : D = 3.890, L = 2.790, S = 2.780 k @ 8.333 ft, (rxn 2-1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.743 1 Maximum Shear Stress Ratio = 0.777 : 1 Section used for this span 7x14 Section used for this span 7x14 fb: Actual = 2,479.13psi fv: Actual = 225.36 psi Fb: Allowable = 3,335.00psi Fv: Allowable = 290.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 8.321 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 0.199 in Ratio = 903> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.523 in Ratio = 343> 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 Segment Length Span # M V Cd CF/V C i Cr Cm C t CL D Only Moment Values M fb F'b Length = 15.0 ft 1 0.467 0.494 0.90 1.000 1.00 1.00 1.00 1.00 1.00 23.22 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.743 0.777 1.00 1.000 1.00 1.00 1.00 1.00 1.00 41.07 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.588 0.611 1.15 1.000 1.00 1.00 1.00 1.00 1.00 37.40 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.530 0.555 1.25 1.000 1.00 1.00 1.00 1.00 1.00 36.61 0.00 1,218.43 2610.00 0.00 2,155.37 2900.00 0.00 1,962.43 3335.00 0.00 1,921.13 3625.00 Shear Values V fv F'v 0.00 0.00 0.00 8.42 128.81 261.00 0.00 0.00 0.00 14.72 225.36 290.00 0.00 0.00 0.00 13.32 203.83 333.50 0.00 0.00 0.00 13.15 201.22 362.50 AU7i : r�vv-Ubu-1 t000, GUIIO:zu DESCRIPTION: 1-1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CF/V C i Cr Project Title: Engineer: Project ID: Project Descr: Cm Ct CL Project File: _enercalc trib_210208.ec6 Moment Values M fb F'b +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.743 0.772 1.15 1.000 1.00 1.00 1.00 1.00 1.00 47.24 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.158 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.93 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.299 0.316 1.60 1.000 1.00 1.00 1.00 1.00 1.00 26.47 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.562 0.584 1.60 1.000 1.00 1.00 1.00 1.00 1.00 49.68 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 15.0 ft 1 0.121 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.68 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.5235 7.281 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 16.823 7.368 Overall MINimum 4.902 2.128 D Only 8.415 3.563 +D+L 14.723 6.509 +D+S 13.317 5.691 +D+0.750L+0.750S 16.823 7.368 +D+0.750L 13.146 5.772 +0.60D 5.049 2.138 L Only 6.308 2.945 S Only 4.902 2.128 0.00 2,479.13 3335.00 0.00 731.06 4640.00 0.00 1,389.01 4640.00 0.00 2,607.07 4640.00 0.00 560.48 4640.00 Shear Values V fv F'v 0.00 0.00 0.00 16.82 257.49 333.50 0.00 0.00 0.00 5.05 77.28 464.00 0.00 0.00 0.00 9.59 146.84 464.00 0.00 0.00 0.00 17.71 271.01 464.00 0.00 0.00 0.00 3.87 59.25 464.00 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:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: DESCRIPTION: 1-2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 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 3.5x14.0 Span = 5.0 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) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.055 1 Maximum Shear Stress Ratio = 0.096 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 127.92psi fv: Actual = 29.85 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 17540> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.004 in Ratio = 13492> 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 CF/v C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.014 0.025 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.28 29.52 2092.50 0.23 6.89 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.055 0.096 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.22 127.92 2325.00 0.98 29.85 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.036 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.98 103.32 2906.25 0.79 24.11 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.005 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 17.71 3720.00 0.14 4.13 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.009 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 33.65 3720.00 0.26 7.85 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.029 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 106.42 3720.00 0.81 24.83 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.0 ft 1 0.004 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 13.58 3720.00 0.10 3.17 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0044 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.975 0.975 Overall MINimum 0.750 0.750 D Only 0.225 0.225 +D+L 0.975 0.975 +D+0.750L 0.788 0.788 +0.60D 0.135 0.135 L Only 0.750 0.750 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila: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 + 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(0.23),L(0.75) 3.5x14.0 Span = 15.0 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 = 2.0 ft, (FLOOR) Point Load : D = 0.230, L = 0.750 k @ 7.50 ft, (RXN 1-2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.290 1 Maximum Shear Stress Ratio = 0.125 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 692.71 psi fv: Actual = 38.88 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.500ft Location of maximum on span = 15.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.148 in Ratio = 1218 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.193 in Ratio = 934> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.077 0.032 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.54 161.37 2092.50 0.30 9.03 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.298 0.125 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.60 692.71 2325.00 1.27 38.88 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.193 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.33 559.88 2906.25 1.03 31.42 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.026 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.92 96.82 3720.00 0.18 5.42 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.049 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.75 183.96 3720.00 0.34 10.29 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.155 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.50 576.82 3720.00 1.06 32.36 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.020 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.71 74.23 3720.00 0.14 4.15 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1926 7.555 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Support1 Support 2 1.270 1.270 0.975 0.975 0.295 0.295 1.270 1.270 1.026 1.026 0.177 0.177 0.975 0.975 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 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 D(0.5) L(1.66) D(0.069) L(0.23) D(0.09) D(0.159) L(0.53) 4x10 Span = 5.750 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 = 13.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.750 ft, (FLOOR) Point Load : D = 0.50, L = 1.660 k @ 0.0 ft, (RXN 1-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.9921 Maximum Shear Stress Ratio = 0.798 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 1,071.14psi fv: Actual = 143.59 psi Fb: Allowable = 1,080.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.875ft 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 = 1355 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.072 in Ratio = 955> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.325 0.261 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.31 315.98 972.00 0.91 42.36 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.992 0.798 1.00 1.200 1.00 1.00 1.00 1.00 1.00 4.46 1,071.14 1080.00 3.10 143.59 180.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.654 0.526 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.67 882.35 1350.00 2.55 118.29 225.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.110 0.088 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.79 189.59 1728.00 0.55 25.42 288.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.208 0.168 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.50 360.21 1728.00 1.04 48.29 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.8.17 DESCRIPTION: 1-4 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v +1.105D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.530 0.426 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.81 915.52 1728.00 2.65 122.73 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.084 0.068 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.60 145.35 1728.00 0.42 19.49 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0722 2.896 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.259 3.099 Overall MINimum 3.845 2.185 D Only 1.414 0.914 +D+L 5.259 3.099 +D+0.750L 4.298 2.553 +0.60D 0.849 0.549 L Only 3.845 2.185 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 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 4x10 Span = 5.750 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 = 9.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.431: 1 Maximum Shear Stress Ratio = 0.346 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 465.02psi fv: Actual = 62.34 psi Fb: Allowable = 1,080.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.875ft 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 0.024 in Ratio = 2861 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.031 in Ratio = 2201 > 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 Vats ___S]hea�/alues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.110 0.089 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.45 107.31 972.00 0.31 14.39 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.431 0.346 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.93 465.02 1080.00 1.35 62.34 180.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.278 0.224 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.56 375.59 1350.00 1.09 50.35 225.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.037 0.030 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.27 64.39 1728.00 0.19 8.63 288.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.071 0.057 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.51 122.34 1728.00 0.35 16.40 288.00 +1.105D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.224 0.180 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.61 386.86 1728.00 1.12 51.86 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.750 ft 1 0.029 0.023 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.21 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination 49.36 1728.00 0.14 6.62 288.00 Max. "+" Defl Location in Span +D+L 1 0.0313 2.896 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.346 1.346 Overall MINimum 1.035 1.035 D Only 0.311 0.311 +D+L 1.346 1.346 +D+0.750L 1.087 1.087 +0.60D 0.186 0.186 L Only 1.035 1.035 Wood Beam 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 Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling DWA441 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 575.0psi Density 31.210pcf 4x10 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 = 0.0120, L = 0.040 ksf, Tributary Width = 12.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.625 1 Maximum Shear Stress Ratio = 0.482 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 675.12psi fv: Actual = 86.73 psi Fb: Allowable = 1,080.00psi Fv: Allowable = 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 0.038 in Ratio = 1888> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.050 in Ratio = 1452> 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 Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.160 0.124 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.65 155.80 972.00 0.43 20.02 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.625 0.482 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.81 675.12 1080.00 1.87 86.73 180.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.404 0.311 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.27 545.29 1350.00 1.51 70.05 225.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.054 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.39 93.48 1728.00 0.26 12.01 288.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.103 0.079 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.74 177.61 1728.00 0.49 22.82 288.00 +1.105D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.325 0.251 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.34 561.64 1728.00 1.56 72.16 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 6.0 ft 1 0.041 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 71.67 1728.00 0.20 9.21 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0496 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60 D L Only Support 1 Support 2 1.872 1.872 1.440 1.440 0.432 0.432 1.872 1.872 1.512 1.512 0.259 0.259 1.440 1.440 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 4x10 Span = 5.0 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 = 12.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR ABV) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.868 1 Maximum Shear Stress Ratio = 0.802 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 936.91 psi fv: Actual = 144.44 psi Fb: Allowable = 1,080.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio = 1760 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.048 in Ratio = 1256> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.276 0.255 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.12 268.22 972.00 0.89 41.35 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.868 0.802 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.90 936.91 1080.00 3.12 144.44 180.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.570 0.527 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.20 769.74 1350.00 2.56 118.67 225.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.093 0.086 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.67 160.93 1728.00 0.54 24.81 288.00 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.177 0.164 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.78 1728.00 1.02 47.14 288.00 +1.105D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.8.17 DESCRIPTION: 1-7 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.0 ft 1 0.462 0.427 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.32 797.90 1728.00 2.65 123.01 288.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.071 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.51 123.38 1728.00 0.41 19.02 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.0478 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.118 3.118 Overall MINimum 2.225 2.225 D Only 0.893 0.893 +D+L 3.118 3.118 +D+0.750L 2.561 2.561 +0.60D 0.536 0.536 L Only 2.225 2.225 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou-1 t000, uuila:Lu. 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 + 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 Span =50ft 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 = 2.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.750 -->> 5.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Extent = 0.750 -->> 5.0 ft, Tributary Width = 0.50 ft, (DECK) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.750 - > 5.0 ft, Tributary Width = 1.0 ft, (FLOOR) Point Load : D = 6.820, L = 4.820, S = 4.170 k @ 0.750 ft, (RXN 2-2) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2721 Maximum Shear Stress Ratio = 0.911 : 1 Section used for this span 3.5x16.0 Section used for this span 3.5x16.0 fb: Actual = 726.12psi fv: Actual = 282.31 psi Fb: Allowable = 2,673.75psi Fv: Allowable = 310.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span = 0.748ft 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 0.006 in Ratio = 9428>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.017 in Ratio = 3549 > 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 omens Shear Values Segment Length Span # M V Cd CF/v C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.175 0.587 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.57 367.17 2092.50 6.12 163.83 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.272 0.911 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.86 631.32 2325.00 10.54 282.31 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.218 0.728 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.24 581.63 2673.75 9.68 259.37 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.195 0.652 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.03 565.28 2906.25 9.43 252.69 387.50 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.8.17 DESCRIPTION: 1-8 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.0 ft 1 0.272 0.910 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.04 726.12 2673.75 12.11 324.35 356.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.059 0.198 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.74 220.30 3720.00 3.67 98.30 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.113 0.377 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.21 418.58 3720.00 6.97 186.76 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.206 0.689 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.52 764.68 3720.00 12.75 341.55 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.045 0.152 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.10 168.90 3720.00 2.81 75.36 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0169 2.208 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.109 2.746 Overall MINimum 3.567 0.656 D Only 6.116 1.434 +D+L 10.540 2.528 +D+S 9.683 2.090 +D+0.750L+0.750S 12.109 2.746 +D+0.750L 9.434 2.254 +0.60D 3.670 0.860 L Only 4.423 1.094 S Only 3.567 0.656 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 Au7i : mvv-uou-1 t000, GUIIO:Lu. 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 + 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(0.012) L(0.04) a D(0.072) L(0.24) 1.75x14 Span = 7.0 ft 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 Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 3.50 ft, Tributary Width = 6.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 3.50 - > 7.0 ft, Tributary Width = 1.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.10a 1 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 251.41 psi fv: Actual = 52.93 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.759ft 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 = 6816> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.016 in Ratio = 5243> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.028 0.044 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.28 58.02 2092.50 0.20 12.21 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.108 0.171 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.20 251.41 2325.00 0.86 52.93 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.070 0.110 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.97 203.06 2906.25 0.70 42.75 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.009 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 34.81 3720.00 0.12 7.33 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.018 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 66.14 3720.00 0.23 13.92 496.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.8.17 DESCRIPTION: 1-9 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 7.0 ft 1 0.056 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 209.15 3720.00 0.72 44.03 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0C Length = 7.0 ft 1 0.007 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 26.69 3720.00 0.09 5.62 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.0160 3.296 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.865 0.410 Overall MINimum 0.665 0.315 D Only 0.200 0.095 +D+L 0.865 0.410 +D+0.750L 0.698 0.331 +0.60D 0.120 0.057 L Only 0.665 0.315 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.48) 1_(1.21) D(0.48) L(1.21) D(0.0945) L(0.315) D(0.0945) L(0.315) 6161%to] R Span = 5.0 ft 1.1613161.7 Span = 6.0 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 = 7.875 ft, (FLOOR) Uniform Load : D = 0.480, L = 1.210 , Tributary Width = 1.0 ft, (floors w/ garage live imposed) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 7.875 ft, (FLOOR) Uniform Load : D = 0.480, L = 1.210 , Tributary Width = 1.0 ft, (floors w/ garage live imposed) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 20.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.599.1 Maximum Shear Stress Ratio = 0.914 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb: Actual = 1,108.81 psi fv: Actual = 242.20 psi Fb: Allowable = 1,850.00psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 5.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 3122> 360 Span: 2: L Only Max Upward Transient Deflection -0.004 in Ratio = 16726> 360 Span: 1 : S Only Max Downward Total Deflection 0.044 in Ratio = 1640 > 240 Span: 2 : +D+0.750L+0.750S Max Upward Total Deflection -0.006 in Ratio = 10556> 240 Span: 1 : +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CF/V C i Cr Cm C t CL D Only Length = 5.0 ft 1 0.245 0.410 0.90 1.000 Length = 6.0 ft 2 0.245 0.410 0.90 1.000 +D+L 1.000 Length = 5.0 ft 1 0.599 0.914 1.00 1.000 Length = 6.0 ft 2 0.599 0.914 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 Moment Values Shear Values M fb F'b 0.00 3.43 407.14 1665.00 3.43 407.14 1665.00 0.00 9.34 1,108.81 1850.00 9.34 1.108.81 1850.00 V fv F'v 0.00 0.00 0.00 3.76 97.79 238.50 3.76 97.79 238.50 0.00 0.00 0.00 9.32 242.20 265.00 9.32 242.20 265.00 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 ONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-10 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.260 0.466 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.66 552.87 2127.50 5.47 142.07 304.75 Length = 6.0 ft 2 0.211 0.466 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.90 582.36 2760.00 5.47 142.07 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.404 0.622 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.86 933.40 2312.50 7.93 206.10 331.25 Length = 6.0 ft 2 0.404 0.622 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.86 933.40 2312.50 7.93 206.10 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.490 0.785 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.78 1,042.69 2127.50 9.21 239.31 304.75 Length = 6.0 ft 2 0.490 0.785 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.78 1,042.69 2127.50 9.21 239.31 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.083 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.06 244.29 2960.00 2.26 58.68 424.00 Length = 6.0 ft 2 0.083 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.06 244.29 2960.00 2.26 58.68 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.157 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.91 464.14 2960.00 4.29 111.48 424.00 Length = 6.0 ft 2 0.157 0.263 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.91 464.14 2960.00 4.29 111.48 424.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.367 0.589 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.14 1,085.44 2960.00 9.61 249.58 424.00 Length = 6.0 ft 2 0.367 0.589 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.14 1,085.44 2960.00 9.61 249.58 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.063 0.106 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 187.29 2960.00 1.73 44.98 424.00 Length = 6.0 ft 2 0.063 0.106 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 187.29 2960.00 1.73 44.98 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span L Only 1 0.0065 1.927 +D+S -0.0057 3.436 +D+0.750L+0.750S 2 0.0439 3.318 0.0000 3.436 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.381 16.441 6.286 Overall MINimum -0.245 1.950 1.295 D Only 0.750 5.887 2.622 +D+L 3.381 16.441 6.212 +D+S 0.505 7.837 3.917 +D+0.750L+0.750S 2.539 15.265 6.286 +D+0.750L 2.723 13.803 5.315 +0.60D 0.450 3.532 1.573 L Only 2.631 10.554 3.590 S Only -0.245 1.950 1.295 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-20: 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 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 D(3.24) L(2134) S(0.98) D(3.24) L(2,34) S(0.98) 3.5x14.0 Span = 12.50 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 = 7.50 ft, (FLOOR) Point Load : D = 3.240, L = 2.340, S = 0.980 k @ 0.0 ft, (RXN 2-12) Point Load : D = 3.240, L = 2.340, S = 0.980 k @ 12.50 ft, (RXN 2-12) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3441 Maximum Shear Stress Ratio Section used for this span 3.5x14.0 Section used for this span fb: Actual = 799.47psi fv: Actual Fb: Allowable = 2,325.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 6.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.134 in Ratio = 1122> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.174 in Ratio = 863> 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 CF/v C i Cr Cm C t CL D Only Length = 12.50 ft 1 0.088 0.417 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.344 0.792 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.069 0.411 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.222 0.550 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.50 ft 1 0.242 0.661 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.792 : 1 3.5x14.0 = 245.43 psi = 310.00 psi +D+L 12.500 ft = Span # 1 ant Values M fb F'b 0.00 1.76 184.49 2092.50 0.00 7.62 799.47 2325.00 0.00 1.76 184.49 2673.75 0.00 6.15 645.73 2906.25 0.00 6.15 645.73 2673.75 0.00 ebh ar Values V fv F'v 0.00 0.00 0.00 3.80 116.40 279.00 0.00 0.00 0.00 8.02 245.43 310.00 0.00 0.00 0.00 4.78 146.40 356.50 0.00 0.00 0.00 6.96 213.18 387.50 0.00 0.00 0.00 7.70 235.68 356.50 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-11 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 12.50 ft 1 0.030 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.05 110.70 3720.00 2.28 69.84 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.057 0.268 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.00 210.32 3720.00 4.33 132.70 496.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.179 0.500 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.34 665.10 3720.00 8.10 247.90 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.023 0.108 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.81 84.87 3720.00 1.75 53.55 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1737 6.296 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.018 8.018 Overall MINimum 0.980 0.980 D Only 3.803 3.803 +D+L 8.018 8.018 +D+S 4.783 4.783 +D+0.750L+0.750S 7.699 7.699 +D+0.750L 6.964 6.964 +0.60D 2.282 2.282 L Only 4.215 4.215 S Only 0.980 0.980 Project Title: Engineer: Project ID: Project Descr: Au7i : mvv-uou 1 t000, t5U11a: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 + 2,400.0 psi Load Combination ASCE 7-16 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.24) L(0.24) S(0.1) 5.5x12 Span =16.50ft Project File: _enercalc trib_210208.ec6 E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.Oksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.Oksi Density 31.210 pcf 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 = 0.060, L = 0.060, S = 0.0250 ksf, Extent = 0.0 - > 9.0 ft, Tributary Width = 4.0 ft, (deck) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.389.1 Maximum Shear Stress Ratio = 0.269 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 934.75psi fv: Actual = 71.40 psi Fb: Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.564ft 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 0.163 in Ratio = 1217 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.336 in Ratio = 590> 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 CF/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.216 0.150 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.14 467.37 2160.00 1.57 35.70 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.389 0.269 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.28 934.75 2400.00 3.14 71.40 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.240 0.166 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.28 662.11 2760.00 2.23 50.58 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.273 0.189 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.00 817.90 3000.00 2.75 62.48 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.349 0.242 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.60 963.96 2760.00 3.24 73.64 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.073 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.08 280.42 3840.00 0.94 21.42 424.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-12 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.139 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.86 532.81 3840.00 1.79 40.70 424.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.264 0.183 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.14 1,013.03 3840.00 3.40 77.39 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.056 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 214.99 3840.00 0.72 16.42 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.3355 7.708 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.240 1.215 Overall MINimum 0.655 0.245 D Only 1.571 0.589 +D+L 3.142 1.178 +D+S 2.225 0.835 +D+0.750L+0.750S 3.240 1.215 +D+0.750L 2.749 1.031 +0.60D 0.943 0.353 L Only 1.571 0.589 S Only 0.655 0.245 .R.iF : r vv-UtDu 1 f 000, buIla:LU.L, DESCRIPTION: 1-13 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling ) L(0.91) S(2) Project Title: Engineer: Project ID: Project Descr: Project File: RECOVERED GRAV.ec6 Fb + 2325 psi E : Modulus of Elasticity Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815ksi Fc - Perp 800 psi Fv 310 psi Ft 1070 psi Density 45.01 pcf D(0.09) L(0.3) D 0.18 D(1.87) L b .91) (2) 3.0 X 14.0 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 - > 2.0 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 - > 2.0 ft, Tributary Width = 7.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 7.50 -->> 9.50 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 7.50 - > 9.50 ft, Tributary Width = 7.50 ft, (FLOOR) Point Load : D = 1.870, L = 0.910, S = 2.0 k @ 2.0 ft, (RXN 2-11) Point Load : D = 1.870, L = 0.910, S = 2.0 k @ 7.50 ft, (RXN 2-11) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.545 1 Maximum Shear Stress Ratio = 0.615 : 1 Section used for this span 3.0 X 14.0 Section used for this span 3.0 X 14.0 fb: Actual = 1,432.77psi fv: Actual = 219.28 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 = 4.750ft 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 0.080 in Ratio = 1416 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.198 in Ratio = 574> 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 C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.299 0.349 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 5.02 615.3 2,057.0 2.72 97.3 279.0 +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 = 9.50 ft 1 0.532 0.608 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 9.93 1,215.5 2,285.6 5.28 188.5 310.0 +D+S 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: RECOVERED GRAV.ec6 LIC# : KW-06017385, Build:20.22.10.25 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-13 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 = 9.50 ft 1 0.420 0.473 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 9.02 1,105.0 2,628.4 4.72 168.7 356.5 +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 Length = 9.50 ft 1 0.373 0.428 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 8.70 1,065.4 2,856.9 4.64 165.7 387.5 +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 = 9.50 ft 1 0.545 0.615 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 11.70 1,432.8 2,628.4 6.14 219.3 356.5 +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 = 9.50 ft 1 0.101 0.118 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 3.01 369.2 3,656.9 1.63 58.4 496.0 +1.140D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.192 0.224 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 5.73 701.4 3,656.9 3.10 110.9 496.0 +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 = 9.50 ft 1 0.409 0.463 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 12.23 1,497.4 3,656.9 6.43 229.5 496.0 +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 = 9.50 ft 1 0.077 0.090 1.60 1.00 1.00 1.00 0.983 1.00 1.00 1.00 2.31 283.0 3,656.9 1.25 44.7 496.0 Overall Maximum Deflections Load Combination Span Max. "=' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.1984 4.785 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.140 6.140 Max Upward from Load Combinations 6.140 6.140 Max Upward from Load Cases 2.724 2.724 D Only 2.724 2.724 +D+L 5.279 5.279 +D+S 4.724 4.724 +D+0.750L+0.750S 6.140 6.140 +D+0.750L 4.640 4.640 +0.60D 1.634 1.634 L Only 2.555 2.555 S Only 2.000 2.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-14 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi 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 1,100.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.5x9 Span = 5.750 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 = 5.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.080. 1 Maximum Shear Stress Ratio = 0.094 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb: Actual = 191.03psi fv: Actual = 24.92 psi Fb: Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.875ft 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 0.009 in Ratio = 7624 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.012 in Ratio = 5865 -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 Values -- Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.020 0.024 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.27 44.08 2160.00 0.19 5.75 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.080 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.18 191.03 2400.00 0.82 24.92 265.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.051 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.95 154.29 3000.00 0.66 20.13 331.25 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.007 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 26.45 3840.00 0.11 3.45 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.013 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 50.26 3840.00 0.22 6.56 424.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.041 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 158.92 3840.00 0.68 20.73 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.8.17 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-14 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Katios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.750 ft 1 0.005 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 20.28 3840.00 0.09 2.65 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0118 2.896 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.822 0.822 Overall MINimum 0.633 0.633 D Only 0.190 0.190 +D+L 0.822 0.822 +D+0.750L 0.664 0.664 +0.60D 0.114 0.114 L Only 0.633 0.633 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 fit 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 i 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 = < 1.5! 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 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 0.299 0.156 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. Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 7.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 1.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 = 980.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary Soil Data AIIow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/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 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 = 62.998 Total Seismic Force = 566.958 Wall Stability Ratios Overturning = 1.14 Ratio < 1 Slab Resists All Sliding ! Total Bearing Load = 3,530 Ibs ...resultant ecc. = 6.07 in Soil Pressure @ Toe = 1,670 psf OK Soil Pressure @ Heel = 36 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,338 psf ACI Factored @ Heel = 50 psf Footing Shear @ Toe = 31.1 psi OK Footing Shear @ Heel = 22.3 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,814.3 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 Stem Construction 3rd Stem OK Design Height Above Ftc ft = 4.00 Wall Material Above "Ht" = Concrete .5! Design Method = LRFD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = 5.75 i Design Data fb/FB + fa/Fa = 0.163 Total Force @ Section Service Level Ibs = Strength Level Ibs = 584.9 Moment.... Actual Service Level ft-# = Strength Level ft-# = 811.0 Moment..... Allowable ft-#= 4,962.6 Shear..... Actual Service Level psi = Strength Level psi = 8.5 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 5.75 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 2nd Bottom Stem OK Stem OK 2.17 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 12.00 6.00 5.75 i 5.75 i 0.482 0.626 1,180.9 2,145.9 2,396.4 5,955.4 4,962.6 9,500.4 17.1 31.1 75.0 75.0 5.75 5.75 100.0 100.0 Weight 2,500.0 2,500.0 60,000.0 60,000.0 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0332 in2/ft (4/3) * As: 0.0442 in2/ft Min Stem T&S Reinf Area 0.672 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 As (based on applied moment) : 0.0981 in2/ft (4/3) * As: 0.1307 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft ------------ Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.351 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2437 in2/ft (4/3) * As : 0.3249 in2/ft Min Stem T&S Reinf Area 0.417 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 : 0.2437 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 Data Footing Design Results 0 Toe Width = 1.83 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,338 50 psf Total Footing Width = 3.17 Mu': Upward = 38,229 47 ft-# Footing Thickness = 10.00 in Mu': Downward = 3,528 1,251 ft-# Mu: Design = 2,892 1,204 ft-# Key Width = 0.00 in Actual 1-Way Shear = 31.13 22.27 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 14.28 in, #5@ 22.14 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.68 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 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 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-# HL Act Pres (ab water tbl) 1,417.4 2.78 4,252.0 Soil Over HL (ab. water tbl) 549.7 2.83 1,557.3 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.83 1,557.3 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = 24.4 2.94 71.9 Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 980.0 2.17 Added Lateral Load = `Axial Live Load on Stem = 980.0 2.17 2,123.0 Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 396.9 4.50 1,785.9 Surcharge Over Toe = = Stem Weight(s) = 750.0 2.17 1,624.8 Earth @ Stem Transitions = Total = 1,814.3 O.T.M. = 5,723.1 Footing Weighs = 395.8 1.58 626.5 Key Weight = Resisting/Overturning Ratio = 1.14 Vert. Component = 830.2 3.17 2,628.5 Vertical Loads used for Soil Pressure = 3,530.1 Ibs Total = 2,550.1 Ibs R.M.= 6,508.9 " Axial live load NOT included in total displayed, or used for overturning If seismic is included, the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. Tilt 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) 0.110 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. Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 11.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 50.0 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 = 1,150.0 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 = Sliding = Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/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 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 = 84.000 Total Seismic Force = 1,008.000 Stem Construction A Design Height Above Ftc ft = Wall Material Above "Ht" _ 1.23 Ratio < 1.5! Design Method = 1.25 Ratio < 1.5! Thik Total Bearing Load = 5,727 Ibs ...resultant ecc. = 10.55 in Soil Pressure @ Toe = 1,644 psf OK Soil Pressure @ Heel = 34 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,302 psf ACI Factored @ Heel = 48 psf Footing Shear @ Toe = 48.9 psi OK Footing Shear @ Heel = 25.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 3,416.5 Ibs less 100% Passive Force = - 2,204.2 Ibs less 100% Friction Force = - 2,059.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 860.8 Ibs NG s ness 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd Stem OK 4.00 Concrete LRFD 10.00 # 5 5.00 7.688 2nd Stem OK 2.17 Concrete LRFD 10.00 # 5 5.00 7.688 Bottom Stem OK 0.00 Concrete LRFD 10.00 # 5 5.00 7.688 0.268 0.489 0.873 2,235.1 3,300.1 4,821.3 6,122.0 11,156.3 19, 917.3 22,800.1 22, 800.1 22,800.1 24.2 35.8 52.3 75.0 75.0 75.0 7.69 7.69 7.69 Wall Weight psf = 125.0 125.0 125.0 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 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1846 in2/ft (4/3) * As: 0.2461 in2/ft Min Stem T&S Reinf Area 1.680 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.2461 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.3364 in2/ft (4/3) * As: 0.4486 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft ------------ Required Area : 0.3364 in2/ft Provided Area : 0.744 in2/ft Maximum Area: 1.0415 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.439 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.6006 in2/ft (4/3) * As : 0.8008 in2/ft Min Stem T&S Reinf Area 0.521 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.6006 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Data Footing Design Results Toe Width = 4.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,302 48 psf Total Footing Width = 5.50 Mu': Upward = 168,514 31 ft-# Footing Thickness = 12.00 in Mu': Downward = 20,160 1,703 ft-# Mu: Design = 12,363 1,672 ft-# Key Width = .00 in Actual 1-Way Shear = 48.91 25.79 psi Key Depth 34 = 34.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 8.00 in Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 6.71 in, #5@ 10.40 in, #6@ 14.76 in, #7@ 20.13 in, #8@ 26.50 in, #9@ 33 Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: #4@ 8.51 in, #5@ 13.2 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 1.43 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 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 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-# HL Act Pres (ab water tbl) 2,520.0 4.00 10,080.0 Soil Over HL (ab. water tbl) 806.7 5.17 4,167.8 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 5.17 4,167.8 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 190.9 6.00 1,145.5 Surcharge Over Heel = 33.3 5.17 172.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 1,150.0 4.42 Added Lateral Load = ` Axial Live Load on Stem = 1,150.0 4.42 5,079.2 Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 705.6 6.00 4,233.6 Surcharge Over Toe = = Stem Weight(s) = 1,375.0 4.42 6,072.9 Earth @ Stem Transitions = Total = 3,416.5 O.T.M. = 15,459.1 Footing Weighs = 825.0 2.75 2,268.8 Key Weight = 425.0 0.50 212.5 Resisting/Overturning Ratio = 1.23 Vert. Component = 1,112.4 5.50 6,118.1 Vertical Loads used for Soil Pressure = 5,727.4 Ibs Total = 4,577.4 Ibs R.M.= 19,012.2 " Axial live load NOT included in total displayed, or used for overturning If seismic is included, the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. Tilt 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) 0.091 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. Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 7.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 1.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 = 980.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.65 OK Slab Resists All Sliding ! Total Bearing Load = 3,530 Ibs ...resultant ecc. = 1.87 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/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 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) Soil Pressure @ Toe = 601 psf OK Soil Pressure @ Heel = 1,105 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 841 psf ACI Factored @ Heel = 1,546 psf Footing Shear @ Toe = 15.1 psi OK Footing Shear @ Heel = 14.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,417.4 Ibs 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-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd Stem OK 4.00 Concrete LRFD 8.00 # 4 12.00 5.75 i 2nd Stem OK 2.17 Concrete LRFD 8.00 # 4 12.00 5.75 i Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 6.00 5.75 i 0.085 0.302 0.440 364.4 845.2 1,673.4 425.2 1,501.6 4,183.6 4,962.6 4,962.6 9,500.4 5.3 12.2 24.3 75.0 75.0 75.0 5.75 5.75 5.75 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 = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0174 in2/ft (4/3) * As: 0.0232 in2/ft Min Stem T&S Reinf Area 0.672 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 As (based on applied moment) : 0.0614 in2/ft (4/3) * As: 0.0819 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft ------------ Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.351 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1712 in2/ft (4/3) * As : 0.2282 in2/ft Min Stem T&S Reinf Area 0.417 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 : 0.2282 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 Data Footing Design Results 0 Toe Width = 1.83 ft Toe Heel Heel Width = 1.33 Factored Pressure = 841 1,546 psf Total Footing Width = 3.17 Mu': Upward = 19,704 371 ft-# Footing Thickness = 10.00 in Mu': Downward = 3,528 1,251 ft-# Mu: Design = 1,348 880 ft-# Key Width = 0.00 in Actual 1-Way Shear = 15.08 14.07 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 14.28 in, #5@ 22.14 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.68 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 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 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-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,417.4 2.78 4,252.0 Total = 1,417.4 O.T.M. = 3,937.2 Resisting/Overturning Ratio = 1.65 Vertical Loads used for Soil Pressure = 3,530.1 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. Soil Over HL (ab. water tbl) 549.7 2.83 1,557.3 Soil Over HL (bel. water tbl) 2.83 1,557.3 Watre Table Sloped Soil Over Heel = 24.4 2.94 71.9 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 980.0 2.17 `Axial Live Load on Stem = 980.0 2.17 2,123.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 750.0 2.17 1,624.8 Earth @ Stem Transitions = Footing Weighs = 395.8 1.58 626.5 Key Weight = Vert. Component = 830.2 3.17 2,628.5 Total = 2,550.1 Ibs R.M.= 6,508.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.091 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. Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 11.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 50.0 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 = 1,150.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.69 OK Sliding = 1.57 OK Total Bearing Load = 5,727 Ibs ...resultant ecc. = 0.45 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/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 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) Soil Pressure @ Toe = 804 psf OK Soil Pressure @ Heel = 874 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,126 psf ACI Factored @ Heel = 1,223 psf Footing Shear @ Toe = 32.8 psi OK Footing Shear @ Heel = 20.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,710.9 Ibs less 100% Passive Force = - 2,204.2 Ibs less 100% Friction Force = - 2,059.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK 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-# = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd Stem OK 4.00 Concrete LRFD 10.00 # 5 5.00 7.688 2nd Stem OK 2.17 Concrete LRFD 10.00 # 5 5.00 7.688 Bottom Stem OK 0.00 Concrete LRFD 10.00 # 5 5.00 7.688 0.178 0.345 0.650 1,647.1 2,558.4 3,897.3 4,064.0 7,881.6 14,835.3 22, 800.1 22,800.1 22,800.1 17.9 27.7 42.2 75.0 75.0 75.0 7.69 7.69 7.69 Wall Weight psf = 125.0 125.0 125.0 Short Term Factor = 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 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1226 in2/ft (4/3) * As: 0.1634 in2/ft Min Stem T&S Reinf Area 1.680 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.2377 in2/ft (4/3) * As: 0.3169 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft ------------ Required Area : 0.3075 in2/ft Provided Area : 0.744 in2/ft Maximum Area: 1.0415 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.439 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4474 in2/ft (4/3) * As : 0.5965 in2/ft Min Stem T&S Reinf Area 0.521 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.4474 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Data Footing Design Results Toe Width = 4.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,126 1,223 psf Total Footing Width = 5.50 Mu': Upward = 110,375 280 ft-# Footing Thickness = 12.00 in Mu': Downward = 20,160 1,703 ft-# Mu: Design = 7,518 1,423 ft-# Key Width = .00 in Actual 1-Way Shear = 32.83 20.05 psi Key Depth 34 = 34.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 8.00 in Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 8.27 in, #5@ 12.82 in, #6@ 18.20 in, #7@ 24.82 in, #8@ 32.69 in, #9@ 41 Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: #4@ 8.51 in, #5@ 13.2 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 1.43 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 Project Name/Number : FWC2 (35-2000 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14JMS 402-16 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-# HL Act Pres (ab water tbl) 2,520.0 4.00 10,080.0 Soil Over HL (ab. water tbl) 806.7 5.17 4,167.8 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 5.17 4,167.8 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 190.9 6.00 1,145.5 Surcharge Over Heel = 33.3 5.17 172.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 1,150.0 4.42 Added Lateral Load = ` Axial Live Load on Stem = 1,150.0 4.42 5,079.2 Load @ Stem Above Soil = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 1,375.0 4.42 6,072.9 Earth @ Stem Transitions = Total = 2,710.9 O.T.M. = 11,225.5 Footing Weighs = 825.0 2.75 2,268.8 Key Weight = 425.0 0.50 212.5 Resisting/Overturning Ratio = 1.69 Vert. Component = 1,112.4 5.50 6,118.1 Vertical Loads used for Soil Pressure = 5,727.4 Ibs Total = 4,577.4 Ibs R.M.= 19,012.2 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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. Tilt 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) 0.091 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 Design Summary Wall Stability Ratios Overturning = 2.48 OK Sliding = 1.98 OK Total Bearing Load = 4,277 Ibs ...resultant ecc. = 2.07 in Soil Pressure @ Toe = 1,256 psf OK Soil Pressure @ Heel = 703 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,758 psf ACI Factored @ Heel = 984 psf Footing Shear @ Toe = 2.7 psi OK Footing Shear @ Heel = 25.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,365.5 Ibs less 100% Passive Force = 143.2 Ibs less 100% Friction Force = - 2,566.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 1.50 Concrete LRFD 8.00 # 4 10.00 5.75 i Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 5.00 5.75 i 0.461 0.453 1,256.9 1,904.0 2,723.4 5,077.3 5,904.1 11,196.6 18.2 27.6 75.0 75.0 5.75 5.75 Wall Weight psf = 100.0 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 LRFD Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1114 in2/ft (4/3) * As: 0.1486 in2/ft Min Stem T&S Reinf Area 1.248 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 0.0014bh : 0.0014(12)(8) : 0.1344 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.1486 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 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2077 in2/ft (4/3) * As: 0.277 in2/ft Min Stem T&S Reinf Area 0.288 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 0.0014bh : 0.0014(12)(8) : 0.1344 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of Required Area : 0.23 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.48 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 Data Toe Width = 0.67 ft Heel Width = 3.00 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 Toe Heel Factored Pressure = 1,758 984 psf Mu': Upward = 4,568 3,126 ft-# Mu': Downward = 467 7,004 ft-# Mu: Design = 342 3,878 ft-# Actual 1-Way Shear = 2.72 25.23 psi Allow 1-Way Shear = 40.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 4 @ 8.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 12.91 in, #5@ 20.01 in, #6@ 28.40 in, #7@ 38.73 in, #8@ 50.99 in, #9@ 6 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.79 in2 0.22 in2 eft If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 1,365.5 2.94 4,020.6 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1.365.5 O.T.M. = 4.020.6 Resisting/Overturning Ratio = 2.48 Vertical Loads used for Soil Pressure = 4,276.7 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. Soil Over HL (ab. water tbl) 2,333.3 2.50 5,834.1 Soil Over HL (bel. water tbl) 2.50 5,834.1 Watre Table 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) = 800.0 1.00 800.3 Earth @ Stem Transitions = Footing Weighs = 458.4 1.83 840.4 Key Weight = Vert. Component = 684.9 3.67 2,511.7 Total = 4,276.7 Ibs R.M.= 9,986.5 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.076 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 11.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 50.0 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 = 1,035.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary Wall Stability Ratios Overturning = 2.81 OK Sliding = 2.03 OK Total Bearing Load = 9,926 Ibs ...resultant ecc. = 2.85 in Soil Pressure @ Toe = 1,905 psf OK Soil Pressure @ Heel = 1,139 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,668 psf ACI Factored @ Heel = 1,595 psf Footing Shear @ Toe = 5.5 psi OK Footing Shear @ Heel = 24.3 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,760.8 Ibs less 100% Passive Force = 280.7 Ibs less 100% Friction Force = - 5,334.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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) 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 Stem Construction ` 3rd Stem OK Design Height Above Ftg ft = 2.33 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 10.00 Rebar Size = # 5 Rebar Spacing = 10.00 Rebar Placed at = 7.688 Design Data fb/FB + fa/Fa = 0.618 Total Force @ Section Service Level Ibs = Strength Level Ibs = 2,442.6 Moment.... Actual Service Level ft-# = Strength Level ft-# = 7,504.0 Moment..... Allowable ft-#= 12,134.9 Shear..... Actual Service Level psi = Strength Level psi = 26.5 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 7.69 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 125.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 2nd Stem OK 1.50 Concrete LRFD 10.00 # 5 10.00 7.688 Bottom Stem OK 0.00 Concrete LRFD 10.00 # 5 5.00 7.688 0.801 0.648 2,911.0 3,861.6 9,722.9 14,785.6 12,134.9 22,800.1 31.6 41.9 75.0 75.0 7.69 7.69 125.0 Weight 125.0 2,500.0 2,500.0 60,000.0 60,000.0 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2263 in2/ft (4/3) * As: 0.3017 in2/ft Min Stem T&S Reinf Area 2.081 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.3017 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.2932 in2/ft (4/3) * As : 0.3909 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft ------------ Required Area : 0.3075 in2/ft Provided Area : 0.372 in2/ft Maximum Area: 1.0415 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.199 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4459 in2/ft (4/3) * As : 0.5945 in2/ft Min Stem T&S Reinf Area 0.360 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.4459 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Data Footing Design Results Toe Width = 1.17 ft Toe Heel Heel Width = 4.50 Factored Pressure = 2,668 1,595 psf Total Footing Width = 5.67 Mu': Upward = 21,196 12,276 ft-# Footing Thickness = 14.00 in Mu': Downward = 2,002 23,258 ft-# Mu: Design = 1,599 10,982 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.54 24.33 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 8.24 in, #5@ 12.78 in, #6@ 18.14 in, #7@ 24.73 in, #8@ 32.57 in, #9@ 41 Key: No key defined Min footing T&S reinf Area 1.71 in2 Min footing T&S reinf Area per foot 0.30 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 2,590.5 4.06 10,505.9 Soil Over HL (ab. water tbl) 5,041.7 3.83 19,328.1 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.83 19,328.1 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 170.3 6.08 1,036.2 Surcharge Over Heel = 183.3 3.83 702.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 1,035.0 1.50 Added Lateral Load = `Axial Live Load on Stem = 1,035.0 1.50 1,552.8 Load @ Stem Above Soil = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 1,375.0 1.58 2,177.5 Earth @ Stem Transitions = Total = 2,760.8 O.T.M. = 11,542.1 Footing Weighs = 991.7 2.83 2,810.1 Key Weight = Resisting/Overturning Ratio = 2.81 Vert. Component = 1,299.4 5.67 7,363.8 Vertical Loads used for Soil Pressure = 9,926.1 Ibs Total = 8,891.1 Ibs R.M.= 32,382.3 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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. Tilt 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) 0.103 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 36.00 in Water height over heel = 0.0 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 = 1,035.0 Ibs Axial Load Eccentricity = 1.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary i Wall Stability Ratios Overturning = 2.24 OK Sliding = 2.98 OK Total Bearing Load = 8,918 Ibs ...resultant ecc. = 7.67 in Soil Pressure @ Toe = 2,521 psf OK Soil Pressure @ Heel = 412 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,530 psf ACI Factored @ Heel = 577 psf Footing Shear @ Toe = 5.9 psi OK Footing Shear @ Heel = 27.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,793.2 Ibs less 100% Passive Force = - 3,580.7 Ibs less 100% Friction Force = 4,729.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 = 78.167 Total Seismic Force = 872.861 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd 2nd Bottom Stem OK Stem OK Stem OK 2.33 2.33 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 10.00 10.00 10.00 # 5 # 5 # 5 10.00 10.00 5.00 7.688 7.688 7.688 0.570 0.570 0.612 2,349.7 2,349.7 3,756.7 6,920.4 6,920.4 13,971.6 12,134.9 12,134.9 22,800.1 25.5 25.5 40.7 75.0 75.0 75.0 7.69 7.69 7.69 Wall Weight psf = 125.0 125.0 125.0 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2087 in2/ft (4/3) * As: 0.2783 in2/ft Min Stem T&S Reinf Area 1.841 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.2783 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.2087 in2/ft (4/3) * As: 0.2783 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft ------------ Required Area : 0.2783 in2/ft Provided Area : 0.372 in2/ft Maximum Area: 1.0415 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4213 in2/ft (4/3) * As : 0.5618 in2/ft Min Stem T&S Reinf Area 0.559 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.4213 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Data Footing Design Results Toe Width = 1.17 ft Toe Heel Heel Width = 4.17 Factored Pressure = 3,530 577 psf Total Footing Width = 5.33 Mu': Upward = 27,084 6,624 ft-# Footing Thickness = 14.00 in Mu': Downward = 6,292 17,289 ft-# Mu: Design = 1,733 10,665 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.92 27.88 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 4.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 7.73 in, #5@ 11.98 in, #6@ 17.01 in, #7@ 23.19 in, #8@ 30.54 in, #9@ 38 Key: No key defined Min footing T&S reinf Area 1.61 in2 Min footing T&S reinf Area per foot 0.30 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 2,182.2 3.72 8,122.5 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 611.0 5.58 3,411.4 Total = 2.793.2 O.T.M. = 11.533.9 Resisting/Overturning Ratio = 2.24 Vertical Loads used for Soil Pressure = 8,917.8 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 4,167.1 3.67 15,281.4 Soil Over HL (bel. water tbl) 3.67 15,281.4 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 1,035.0 1.50 • Axial Live Load on Stem = 1,035.0 1.50 1,552.8 Soil Over Toe = 437.6 0.58 255.4 Surcharge Over Toe = Stem Weight(s) = 1,250.0 1.58 1,979.6 Earth @ Stem Transitions = Footing Weighs = 933.5 2.67 2,489.5 Key Weight = Vert. Component = 1,094.6 5.33 5,838.6 Total = 7,882.8 Ibs R.M.= 25,844.4 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.131 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 37.5 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 = 1,035.0 Ibs Axial Load Eccentricity = 1.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 5.250 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 2.30 OK Sliding = 1.75 OK Total Bearing Load = 8,605 Ibs ...resultant ecc. = 6.02 in Soil Pressure @ Toe = 2,202 psf OK Soil Pressure @ Heel = 614 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,083 psf ACI Factored @ Heel = 859 psf Footing Shear @ Toe = 6.4 psi OK Footing Shear @ Heel = 28.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,757.7 Ibs less 100% Passive Force = - 280.7 Ibs less 100% Friction Force = 4,542.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 = 58.625 Total Seismic Force = 654.646 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd 2nd Bottom Stem OK Stem OK Stem OK 2.33 2.33 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 10.00 10.00 10.00 # 5 # 5 # 5 10.00 10.00 5.00 7.688 7.688 7.688 0.566 0.566 0.609 2,336.7 2,336.7 3,739.8 6,870.7 6,870.7 13,887.0 12,134.9 12,134.9 22,800.1 25.3 25.3 40.5 75.0 75.0 75.0 7.69 7.69 7.69 Wall Weight psf = 125.0 125.0 125.0 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2072 in2/ft (4/3) * As: 0.2762 in2/ft Min Stem T&S Reinf Area 1.841 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.2762 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.2072 in2/ft (4/3) * As: 0.2762 in2/ft 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft ------------ Required Area : 0.2762 in2/ft Provided Area : 0.372 in2/ft Maximum Area: 1.0415 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4188 in2/ft (4/3) * As : 0.5584 in2/ft Min Stem T&S Reinf Area 0.559 in2 200bd/fy : 200(12)(7.688)/60000 : 0.3075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) : 0.216 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.4188 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area : 0.744 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.0415 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Data Footing Design Results Toe Width = 1.17 ft Toe Heel Heel Width = 4.17 Factored Pressure = 3,083 859 psf Total Footing Width = 5.33 Mu': Upward = 23,868 7,350 ft-# Footing Thickness = 14.00 in Mu': Downward = 2,002 17,643 ft-# Mu: Design = 1,822 10,293 ft-# Key Width = 0.00 in Actual 1-Way Shear = 6.42 28.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 4.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 8.01 in, #5@ 12.41 in, #6@ 17.62 in, #7@ 24.03 in, #8@ 31.64 in, #9@ 40 Key: No key defined Min footing T&S reinf Area 1.61 in2 Min footing T&S reinf Area per foot 0.30 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 2,182.2 3.72 8,122.5 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 117.3 5.58 654.6 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 458.3 5.58 2,558.6 Total = 2.757.7 O.T.M. = 11.335.7 Resisting/Overturning Ratio = 2.30 Vertical Loads used for Soil Pressure = 8,605.1 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 4,167.1 3.67 15,281.4 Soil Over HL (bel. water tbl) 3.67 15,281.4 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = 125.0 3.67 458.4 Adjacent Footing Load = Axial Dead Load on Stem = 1,035.0 1.50 • Axial Live Load on Stem = 1,035.0 1.50 1,552.8 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,250.0 1.58 1,979.6 Earth @ Stem Transitions = Footing Weighs = 933.5 2.67 2,489.5 Key Weight = Vert. Component = 1,094.6 5.33 5,838.6 Total = 7,570.1 Ibs R.M.= 26,047.5 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.115 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 = 235.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary Wall Stability Ratios Overturning = 2.94 OK Sliding = 2.22 OK Total Bearing Load = 2,200 Ibs ...resultant ecc. = 0.44 in Soil Pressure @ Toe = 772 psf OK Soil Pressure @ Heel = 654 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,081 psf ACI Factored @ Heel = 916 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 8.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 595.5 Ibs less 100% Passive Force = - 143.2 Ibs less 100% Friction Force = - 1,179.2 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd Stem OK 2.33 Concrete LRFD 8.00 # 4 12.00 5.75 i 2nd Stem OK 2.33 Concrete LRFD 8.00 # 4 12.00 5.75 i 0.044 0.044 212.1 212.1 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 12.00 5.75 i 0.256 743.8 222.0 222.0 1,272.9 4,962.6 4,962.6 4,962.6 3.1 3.1 10.8 75.0 75.0 75.0 5.75 5.75 5.75 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 = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0091 in2/ft (4/3) * As: 0.0121 in2/ft Min Stem T&S Reinf Area 0.513 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 As (based on applied moment) : 0.0091 in2/ft (4/3) * As : 0.0121 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft ------------ Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0521 in2/ft (4/3) * As : 0.0694 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 : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7789 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results 0 Toe Width = 0.67 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,081 916 psf Total Footing Width = 2.67 Mu': Upward = 2,849 838 ft-# Footing Thickness = 10.00 in Mu': Downward = 467 1,610 ft-# Mu: Design = 198 772 ft-# Key Width = 0.00 in Actual 1-Way Shear = 1.57 8.10 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 14.28 in, #5@ 22.14 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 Key: No key defined Min footing T&S reinf Area 0.58 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 595.5 1.94 1,157.9 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 595.5 O.T.M. = 1.157.9 Resisting/Overturning Ratio = 2.94 Vertical Loads used for Soil Pressure = 2,200.4 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. Soil Over HL (ab. water tbl) 833.3 2.00 1,666.9 Soil Over HL (bel. water tbl) 2.00 1,666.9 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 235.0 0.92 • Axial Live Load on Stem = 235.0 0.92 215.5 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 500.0 1.00 500.2 Earth @ Stem Transitions = Footing Weighs = 333.4 1.33 444.6 Key Weight = Vert. Component = 298.7 2.67 796.6 Total = 1,965.4 Ibs R.M.= 3,408.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.040 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 = 235.0 Ibs Axial Load Eccentricity = 1.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Design Summary i Wall Stability Ratios Overturning = 2.07 OK Sliding = 1.74 OK Total Bearing Load = 2,200 Ibs ...resultant ecc. = 3.51 in Soil Pressure @ Toe = 1,182 psf OK Soil Pressure @ Heel = 244 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,655 psf ACI Factored @ Heel = 341 psf Footing Shear @ Toe = 2.5 psi OK Footing Shear @ Heel = 10.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 762.2 Ibs less 100% Passive Force = - 143.2 Ibs less 100% Friction Force = 1,179.2 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 1 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd 2nd Bottom Stem OK Stem OK Stem OK 2.33 2.33 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 10.00 10.00 10.00 5.75 i 5.75 i 5.75 i 0.062 0.062 0.302 321.1 321.1 947.9 367.6 367.6 1,783.3 5,904.1 5,904.1 5,904.1 4.7 4.7 13.7 75.0 75.0 75.0 5.75 5.75 5.75 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.015 in2/ft (4/3) * As: 0.0201 in2/ft Min Stem T&S Reinf Area 0.513 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 As (based on applied moment) : 0.015 in2/ft (4/3) * As : 0.0201 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft ------------ Required Area : 0.1728 in2/ft Provided Area : 0.24 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.073 in2/ft (4/3) * As : 0.0973 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 0.0018bh : 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 Data Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,655 341 psf Total Footing Width = 2.67 Mu': Upward = 4,126 498 ft-# Footing Thickness = 10.00 in Mu': Downward = 467 1,610 ft-# Mu: Design = 305 1,112 ft-# Key Width = 0.00 in Actual 1-Way Shear = 2.50 10.57 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined 0.192 in2/ft Min footing T&S reinf Area 0.58 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 595.5 1.94 1,157.9 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 166.7 2.92 486.3 Total = 762.2 O.T.M. = 1.644.2 Resisting/Overturning Ratio = 2.07 Vertical Loads used for Soil Pressure = 2,200.4 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 833.3 2.00 1,666.9 Soil Over HL (bel. water tbl) 2.00 1,666.9 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 235.0 0.92 • Axial Live Load on Stem = 235.0 0.92 215.5 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 500.0 1.00 500.2 Earth @ Stem Transitions = Footing Weighs = 333.4 1.33 444.6 Key Weight = Vert. Component = 298.7 2.67 796.6 Total = 1,965.4 Ibs R.M.= 3,408.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.062 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 Design Summary Wall Stability Ratios Overturning = 2.22 OK Sliding = 1.90 OK Total Bearing Load = 2,343 Ibs ...resultant ecc. = 1.87 in Soil Pressure @ Toe = 979 psf OK Soil Pressure @ Heel = 471 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,371 psf ACI Factored @ Heel = 659 psf Footing Shear @ Toe = 2.0 psi OK Footing Shear @ Heel = 12.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 817.2 Ibs less 100% Passive Force = - 143.2 Ibs less 100% Friction Force = - 1,406.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd Stem OK 4.00 Concrete LRFD 8.00 # 4 12.00 5.75 i 2nd Stem OK 2.08 Concrete LRFD 8.00 # 4 12.00 5.75 i Bottom Stem OK 0.00 Concrete LRFD 8.00 # 4 12.00 5.75 i 0.015 0.120 0.431 119.0 457.2 1,071.0 79.3 597.3 2,142.0 4,962.6 4,962.6 4,962.6 1.7 6.6 15.5 75.0 75.0 75.0 5.75 5.75 5.75 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 = Fy psi = 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0032 in2/ft (4/3) * As: 0.0043 in2/ft Min Stem T&S Reinf Area 0.384 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 As (based on applied moment) : 0.0244 in2/ft (4/3) * As : 0.0326 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft ------------ Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.369 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0876 in2/ft (4/3) * As : 0.1169 in2/ft Min Stem T&S Reinf Area 0.399 in2 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height 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 Footing Data Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,371 659 psf Total Footing Width = 2.67 Mu': Upward = 3,500 691 ft-# Footing Thickness = 10.00 in Mu': Downward = 467 2,018 ft-# Mu: Design = 253 1,327 ft-# Key Width = 0.00 in Actual 1-Way Shear = 2.04 12.65 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined 0.192 in2/ft Min footing T&S reinf Area 0.58 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 817.2 2.28 1,861.3 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 817.2 O.T.M. = 1.861.3 Resisting/Overturning Ratio = 2.22 Vertical Loads used for Soil Pressure = 2,343.3 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. Soil Over HL (ab. water tbl) 1,000.0 2.00 2,000.3 Soil Over HL (bel. water tbl) 2.00 2,000.3 Watre Table 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) = 600.0 1.00 600.2 Earth @ Stem Transitions = Footing Weighs = 333.4 1.33 444.6 Key Weight = Vert. Component = 409.9 2.67 1,093.2 Total = 2,343.3 Ibs R.M.= 4,138.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.061 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 = 1.93 OK Sliding = 1.65 OK Total Bearing Load = 2,635 Ibs ...resultant ecc. = 4.75 in Soil Pressure @ Toe = 1,328 psf OK Soil Pressure @ Heel = 155 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,859 psf ACI Factored @ Heel = 217 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Heel = 20.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,046.0 Ibs less 100% Passive Force = - 143.2 Ibs less 100% Friction Force = 1,580.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 = 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 3rd 2nd Bottom Stem OK Stem OK Stem OK 4.00 2.08 0.00 Concrete Concrete Concrete LRFD LRFD LRFD 8.00 8.00 8.00 # 4 # 4 # 4 12.00 12.00 12.00 5.75 i 5.75 i 5.75 i 0.035 0.194 0.605 214.7 644.7 1,358.0 175.0 964.9 3,003.0 4,962.6 4,962.6 4,962.6 3.1 9.3 19.7 75.0 75.0 75.0 5.75 5.75 5.75 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0072 in2/ft (4/3) * As: 0.0095 in2/ft Min Stem T&S Reinf Area 0.384 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 As (based on applied moment) : 0.0395 in2/ft (4/3) * As : 0.0526 in2/ft 200bd/fy : 200(12)(5.75)/60000 : 0.23 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft ------------ Required Area : 0.1728 in2/ft Provided Area : 0.2 in2/ft Maximum Area: 0.7789 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.369 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1229 in2/ft (4/3) * As : 0.1638 in2/ft Min Stem T&S Reinf Area 0.399 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 Footing Data Footing Design Results 0 Toe Width = 0.67 ft Toe Heel Heel Width = 2.33 Factored Pressure = 1,859 217 psf Total Footing Width = 3.00 Mu': Upward = 4,638 724 ft-# Footing Thickness = 10.00 in Mu': Downward = 467 2,862 ft-# Mu: Design = 348 2,138 ft-# Key Width = 0.00 in Actual 1-Way Shear = 2.85 20.72 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm = 3.50 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 14.28 in, #5@ 22.14 in, #6@ 31.42 in, #7@ 42.85 in, #8@ 56.42 in, #9@ 7 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 Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 817.2 2.28 1,861.3 Soil Over HL (ab. water tbl) 1,249.8 2.17 2,708.0 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.17 2,708.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ` Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 228.8 3.42 781.7 Surcharge Over Toe = = Stem Weight(s) = 600.0 1.00 600.2 Earth @ Stem Transitions = Total = 1,046.0 O.T.M. = 2,643.0 Footing Weighs = 375.0 1.50 562.5 Key Weight = Resisting/Overturning Ratio = 1.93 Vert. Component = 409.9 3.00 1,229.7 Vertical Loads used for Soil Pressure = 2,634.6 Ibs Total = 2,634.6 Ibs R.M.= 5,100.4 " Axial live load NOT included in total displayed, or used for overturning If seismic is included, the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. 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. Tilt 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) 0.074 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. Project Name/Number : FWC-DB (N000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 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 i Wall Stability Ratios Overturning = 1.75 OK Sliding = 1.55 OK Total Bearing Load = 4,277 Ibs ...resultant ecc. = 7.71 in Soil Pressure @ Toe = 2,011 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,815 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.5 psi OK Footing Shear @ Heel = 36.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,747.8 Ibs less 100% Passive Force = - 143.2 Ibs less 100% Friction Force = 2,566.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 412.5 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 125.00 pcf FootingIiSoil Friction = 0.600 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 1 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 = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code IBC 2018,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 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 1.50 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 10.00 5.00 5.75 i 5.75 i 0.682 0.630 1,658.9 2,398.7 4,029.6 7,056.0 5,904.1 11,196.6 24.0 34.8 75.0 75.0 5.75 5.75 Wall Weight psf = 100.0 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 LRFD Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1649 in2/ft (4/3) * As: 0.2198 in2/ft Min Stem T&S Reinf Area 1.248 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 0.0014bh : 0.0014(12)(8) : 0.1344 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of : Required Area : 0.2198 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 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2887 in2/ft (4/3) * As: 0.3849 in2/ft Min Stem T&S Reinf Area 0.288 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 0.0014bh : 0.0014(12)(8) : 0.1344 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of Required Area : 0.2887 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.48 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 Data Toe Width = 0.67 ft Heel Width = 3.00 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 Toe Heel Factored Pressure = 2,815 0 psf Mu': Upward = 7,046 1,474 ft-# Mu': Downward = 467 7,004 ft-# Mu: Design = 548 5,531 ft-# Actual 1-Way Shear = 4.48 36.72 psi Allow 1-Way Shear = 40.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 4 @ 8.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 9.23 in, #5@ 14.30 in, #6@ 20.30 in, #7@ 27.69 in, #8@ 36.46 in, #9@ 46 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.79 in2 0.22 in2 eft If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Project Name/Number : FWC-DB (11000) RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 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-# HL Act Pres (ab water tbl) 1,365.5 2.94 4,020.6 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 382.3 4.42 1,688.7 Total = 1.747.8 O.T.M. = 5.709.2 Resisting/Overturning Ratio = 1.75 Vertical Loads used for Soil Pressure = 4,276.7 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 2,333.3 2.50 5,834.1 Soil Over HL (bel. water tbl) 2.50 5,834.1 Watre Table 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) = 800.0 1.00 800.3 Earth @ Stem Transitions = Footing Weighs = 458.4 1.83 840.4 Key Weight = Vert. Component = 684.9 3.67 2,511.7 Total = 4,276.7 Ibs R.M.= 9,986.5 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 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) 0.122 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. 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