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REVIEWED BLD2022-1035+Structural_Calculations+8.4.2022_1.51.00_PM+3033468
Z'q " S SOUND STRUCTURAL SOLUTIONS NNE N G I N E E R S Client LQH, Inc Duane Landsverk 24113 56th Ave West Mountlake Terrace, WA 98043 phone (425) 742-2742 email duane@lqh-inc.com SSS # I s2202002 Project 191 xx 94th Ave W Identification LQH, Inc (4257422742) WAC 196-23-070 Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations NAilIATM=111 m CITY OF EDMONDS 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SOUND STRUCTURAL SOLUTIONS SSS E N C. I N E E F 1. 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 0.864 Spectral Response Coefficient, Spl 0.562 Gravity Load Data 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 0.133 0.133 Transverse Longitudinal Seismic Base Shear, V 29350 Ibs 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 Joists (GARAGE)' 60 40 0 Decks: loads are psf Dead Live Snow Joists' 60 60 25 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 3 Dead load includes 5psf for photovoltaic panels. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearinq 12000 psf Passive Earth Pressure 1 275 * cf Active Soil Pressure 35 cf Coefficient of Friction 0.40 At -Rest Soil Pressure 55 cf Unit Weight of Soil 125 pcf Com an : Cobalt Geosciences 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 sss E N G I N E E R '. LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2202002 Number of Diaphragms Code General Design Criteria 3 18 IBC 2018 International Building code & 2016 ASCE7 Design Loads s Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Rf Deck 2 60 60 25 60 Floor 1 12 40 --- 12 Floor 2 60 40 --- 60 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 ft Kzt: 2.23 ke: 0.99 Enclosed Building +/- 0.18 2016 Equiv. Lateral Force Procedure D SS 1.296 Sl 0.458 TL 6 SpS 0.86 SDI 0.56 D Provided Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.133 0.133 29350 29437 Do 2.5 Cd 4 0.020 h sx 0.02 Ct sec. Ibs 0.75 x 220502_SSSIate ral_211124 API DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 30 ft Eave Height 30 ft Mean Roof Height, h 30 ft Least Horizontal Dimension, LHD 40.5 ft Transverse Direction B Dimension 40.5 ft L Dimension 67.75 ft End Zone, 2a 8.1 ft Transverse Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 304 sq ft sq ft 2 395 sq ft sq ft 1 184 sq ft sq ft Transverse Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 304 sq ft 0 sq ft 2 395 sq ft 0 sq ft 1 184 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 67.75 ft L Dimension 40.5 ft End Zone, 2a 8.1 ft Longitudinal Direction (WW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 493 sq ft sq ft 2 690 sq ft sq ft 1 690 sq ft sq ft Longitudinal Direction (LW) Roof Pitch 0 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 493 sq ft 0 sq ft 2 sq ft 0 sq ft 1 sq ft 0 sq ft XPELWV Topographic Factor,Kzt 2.23 Velocity Pres. Exp. Coeff. Kz 0.98 Velocity Pressure, gh 45.26 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2016 Envelope Procedure Direction Transverse Longitudinal sum 30372 54122 Load Case 1 1 3 10457 16329 2 1 13587 18896 1 1 6329 18896 220502_SSSIate ral_211124 API WF(2) Seismic Loads Yes Effective seismic weiaht at Story (A XPELSL XPEESW Diaphragm height (ft) 1 (Ibs) 3 Roof 2 Mass (Ibs) area (fe) 2920 58400 it weight (psf) 20 trans - w, 65488 long - wX 66095 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 30 Wall 2 150 Mass (Ibs) 15390 Diaphragm height (ft) 1 (Ibs) 2 Floor 1 Rf Deck 2 Floor 2 Mass (Ibs) area (fe) 1630 276 677 76740 unit weight (psf) 12 60 60 trans - w, 105540 long - w, 107835 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 65 95 12645 unit weight (psf) 7 10 Wall 1 50 Wall 170 Mass (Ibs) 18450 Diaphragm height (ft) 1 (Ibs) 1 Floor 1 Mass (Ibs) area (fe) 1765 21180 it weight (psf) 12 trans - w, 49778 long - w,( 47528 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) 7 10 long -wall (ft) Wall 1 Wall Mass (Ibs) 50 50 7650 unit weight (psf) 7 10 Wall 1 45 Wall 68 Mass (Ibs) 8955 trans - w, long - w, Sum of Effective Seismic Weights (Ibs) 233585 233585 220502_SSSIate ral_211124 API EF Mapped Spectral Accelerations XPEMSA Ss 1.296 Fa 1.000 Sos 0.86 St 0.458 Fv 1.842 Sot 0.56 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2016 Eauiv. Lateral Force Procedure XPEELF Approximate Period Parameters Approximate Fundamental Transverse Longitudinal Ct = 0.020 0.020 x= 0.75 0.75 Period T= hn= TL = CS = (Maximum) Cs = (Minimum) Cs = (Minimum) Cs = (Minimum) Cs = Calculation of Seismic Response Coefficient 0.256 sec 0.256 sec 30.0 ft 6 sec Ts = 0.65 sec Transverse Longitudinal 0.133 0.133 Ibs EQ 12.8-2 0.338 0.338 Ibs EQ 12.8-3 / 8.4 0.038 0.038 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-5 0.010 0.010 Ibs EQ 12.8-6 XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 3 6.5 0.133 65488 8705 6.5 0.133 66095 8786 2 6.5 0.133 105540 14029 6.5 0.133 107835 14334 1 6.5 0.133 49778 6617 6.5 0.133 47528 6318 0 6.5 0.133 12780 0 6.5 0.133 12128 0 Transverse Base Shear, ht V = 29350 Ibs Vertical Distributionof Seismic Forces k= 1.00 Longitudinal V = 29437 Ibs XPEVDS Transverse Longitudinal Diaph. hX wX wXhXk CVX wX wXhXk CVX 3 30 73183 2195475 0.459 73183 2195475 0.459 2 20 107070 2141400 0.447 107070 2141400 0.447 1 10 45030 450300 0.094 1 45030 450300 0.094 0 0 8303 0 0.000 8303 0 0.000 4787175 1 4787175 Diaphragm 3 2 1 Transverse 13460 Ibs 13129 Ibs 2761 Ibs sum 29350 Longitudinal 13500 Ibs 13168 Ibs 2769 Ibs sum 29437 220502_SSSIate ral_211124 API 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 6274 9798 2 8152 11338 1 3797 11338 2016 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14Sps)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 12249 12285 2 11947 11983 1 2512 2520 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 220502_SSSIate ral_211124 API 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 df. Twx+j Twx Tex,, TeX WIND SEISMIC VTx 3137 6030 Wood Shrinkage v 418 804 v, amp'd 418 804 Cntrl'g 804 Max Tx 2988 6617 A (in) 0.297 0.395 1.00 100% 418 804 7.50 9 17 2988 6617 L VF vs 7.50 804 804 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 4 3 Trans --- % vw VE W h dr dra df df. Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 1945 3560 Wood Shrinkage v 707 1294 v, amp'd 798 1460 Cntrl'g 1460 Max Tx 5431 10174 A (in) 0.573 0.701 0.89 100% 707 1294 2.75 8 13 5431 10174 L VF Vs 2.75 1294 1460 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 5 3 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 1945 2659 Wood Shrinkage v 162 222 v, amp'd 162 222 Cntrl'g 222 Max Tx 1090 1700 A (in) 0.230 0.213 1.00 85% 162 222 10.25 9 2 1090 1700 0.88 15% 1 95 129 3.00 9 770 1100 L VF vs 13.25 222 222 220502_SSSIate ral_211124 API FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 2 Trans --- % vw VE W h dr dra df dfa Twx+f TwX Tex,, TeX WIND E-QUAKE VTx 6307 9753 Wood Shrinkage v 179 277 v, amp'd 179 277 Cntrl'g 277 Max Tx 2695 5475 A (in) 0.251 0.264 0.97 9% 140 217 4.00 9 5.8 2988 1084 6617 1809 1.00 22% 1 178 275 1 7.75 9 5.8 2988 1257 6617 2201 1.00 11 % 151 233 4.75 9 5.8 2988 1 1144 6617 1 1927 1.00 18% 170 262 6.63 9 1 18.3 2988 1183 6617 2086 1.00 23% 179 277 8.00 9 8.3 2988 2695 6617 5475 1.00 17% 169 261 6.50 9 8.3 2988 1180 6617 2077 L VF vs 37.63 277 277 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 2 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex+f Tex WIND E-QUAKE VTx 4076 5953 Wood Shrinkage v 60 88 v, amp'd 60 88 Cntrl'g 88 Max Tx 0 71 A (in) 0.083 0.080 1.00 50% 60 88 33.50 9 -361 71 1.00 50% 1 60 88 1 34.00 9 -374 61 L VF Vs 67.50 88 88 220502_SSSIate ral_211124 API FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1 1 1 Trans --- % vw VE W h dr dra df df. Twx+j TwX Tex,, TeX WIND E-QUAKE VTx 3763 4551 Wood Shrinkage v 594 718 v, amp'd 613 742 Cntrl'g 742 Max Tx 7933 8188 A (in) 0.631 0.481 0.97 63% 594 718 4.00 9 1084 7933 1809 8188 0.85 37% 1 490 593 1 2.83 9 2695 5842 5475 7476 L VF vs 6.83 718 742 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % vw VE W h dr dra df dfa Twx+1 Twx Tex,, Tex WIND E-QUAKE VTx 4898 6229 Wood Shrinkage v 340 432 v, amp'd 340 432 Cntrl'g 432 Max Tx 5526 9182 A (in) 0.313 0.264 1.00 58% 340 432 8.33 9 2695 5526 5475 9182 1.00 42% 318 405 6.50 9 2689 3502 L VF Vs 14.83 432 432 220502_SSSIate ral_211124 API FIR MMMMM � Tributary Dead Loads �= WIND E-QUAKE.M���M�MMMMMMMM Wood Shrinkage Cntrl'g 84 Max Tx 0 237 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 3 Long --- % Vw VE w h dr dra df dfa Twx+, Twx TeX+f TeX WIND E-QUAKE VTx 4899 5954 Wood Shrinkage v 240 292 v, amp'd 240 292 Cntrl'g 292 Max Tx 1721 2275 A (in) 0.306 0.248 1.00 40% 224 272 8.75 9 2 1697 2194 1.00 60% 240 292 12.25 9 2 1721 2275 L VF Vs 21.00 292 292 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+f Twx Tex,, Tex WIND E-QUAKE VTx 3236 4319 Wood Shrinkage v 109 145 v, amp'd 109 145 Cntrl'g 145 Max Tx 567 960 A (in) 0.173 0.157 1.00 45% 105 140 14.00 9 567 960 1.00 55% 1 109 145 16.25 9 539 955 L VF vs 30.25 145 145 220502_SSSIate ral_211124 API FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 2 Long --- % vw VE w h dr dra df dfa Twx+f Twx Tex,, TeX WIND E-QUAKE VTx 3588 5815 Wood Shrinkage v 116 188 v, amp'd 116 188 Cntrl'g 188 Max Tx 617 1558 A (in) 0.183 0.209 1.00 44% 111 180 14.25 9 617 237 1554 1.00 56% 1 116 188 1 17.25 9 579 237 1558 L VF vs 31.50 188 188 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 10568 12365 Wood Shrinkage v 570 667 v, amp'd 570 667 Cntrl'g 667 Max Tx 5608 6834 A (in) 0.334 0.260 1.00 38% 512 599 7.79 9 2 1721 5213 2275 6326 1.00 62% 1 570 667 11.54 9 2 1721 1 5608 2275 1 6834 L VF Vs 19.33 667 667 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 6980 6088 Wood Shrinkage v 202 176 v, amp'd 202 176 Cntrl'g 176 Max Tx 1994 2233 A (in) 0.345 0.209 1.00 42% 202 176 14.50 9 567 1994 960 2233 1.00 16% 1 166 145 6.75 9 567 1880 960 2118 1.00 42% 202 176 14.50 9 567 1 1994 960 1 2233 L VF vs 35.75 202 176 220502_SSSIate ral_211124 API 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 df. Twx+j Twx Tex,, TeX WIND E-QUAKE VTx 5512 6346 Wood Shrinkage v 244 281 v, amp'd 244 281 Cntrl'g 281 Max Tx 2380 3740 A (in) 0.337 0.275 1.00 71 % 244 281 16.00 9 617 2380 1558 3740 1.00 29% 1 201 232 1 8.00 9 617 2213 1558 3472 L VF vs 24.00 281 281 Wall Line Story(x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 16237 13618 Wood Shrinkage v 878 737 v, amp'd 878 737 Cntrl'g 737 Max Tx 10311 9730 A (in) 0.560 0.321 2 2 1.00 35% 760 637 7.50 9 1 1 2 5608 9395 6834 8955 1.00 65% 878 737 12.00 9 2 5608 10311 6834 9730 L VF Vs 19.50 878 737 220502_SSSIate ral_211124 API FIR Shear Transfer Connections XPSTC Fasteners and Spacing En Ln Ln Ln En Ln En Ln Ln Ln CA Ln Ln •M N CD O co CD l0 CD � CD 7 CD CD 7 CD CD M ID a I;r V, Ln co Ln Ln M ~ M .�-I 2x Plates 3x Plates jp 3 _ u u u Ln G N m LO LfI O U N N_ M M_ 13 '--' L% C Q Q = a J Ln _ 3 _ _ i 4f Z v_, z o _ = o 7 y c0 W Q co 01 Q `� co Q m Q Ln r0 ° 0 0 0 Ln 00 ro ra N ro -� M -� W ID in n � a � o � a 00 a Ln Ln A 150 11 32 9 44 67 43 8 35 16 85 75 110 B 265 6 18 25 38 24 4 19 9 35 42 62 C 350 4 13 19 28 18 3 15 7 25 32 47 D 780 2 6 8 12 8 1 6 3 9 14 21 17 26 E 1190 1.0 4.0 5.5 8 5 1 4 2 6 9 13 11 17 F 115001 1.0 1 3.0 1 1 4 1 6.5 1 4 1 0 1 3 1 1 1 4 1 7 11 9 13 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 44 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 28 33 911 7/16" BOTH SIDES 8d @ 3"oc 980 911 34 19 1618 19/32" BOTH SIDES 10d @ 2"oc 1740 1618 44 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 2. Shears are permitted to greater. This office decreases the wind sheathing shear, 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... 220502_SSSlateral_211124_API 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] 220502_SSSlateral_211124_API ST Shear Wall Summary J T in Width SW vF Rio Stressed vs Rio Stressed Notes 1 3 7.50 E 33 804 68% 804 88% 4 3 2.75 F 19 1294 86% 1460 90% 5 3 13.25 C 4 222 63% 222 63% A 3 24.00 A 6 84 56% 84 35% B 3 21.00 C 4 292 83% 292 83% C 3 30.25 B 6 145 55% 145 60% 1 2 37.63 C 4 277 79% 277 79% 3 2 67.50 A 6 88 59% 88 36% A 2 31.50 B 6 188 71% 188 78% B 2 19.33 D 33 667 85% 667 73% C 2 35.75 B 6 202 76% 176 73% 1 1 6.83 E 33 718 60% 742 81 % 2 1 14.83 D 2 432 55% 432 73% A 1 24.00 C 4 281 80% 281 79% B 1 19.50 E 33 878 74% 737 81 % Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 220502_SSSIate ral_211124 API SW Holdown Summary J in Uplift W Uplift E Holdown 1 3 2988 6617 (2) MST27 4 3 5431 10174 HDU11 (b) 5 3 1090 1700 STHD14 (b) A 3 0 237 B 3 1721 2275 (2) #CS16 C 3 567 960 #CS16 1 2 2695 5475 MSTC66 (b) 3 2 0 71 A 2 1 617 1558 #CS16 B 2 5608 6834 (2) #MST60 C 2 1994 2233 STHD14 (b) 1 1 7933 8188 HDU11 (b) 2 1 5526 9182 HDU11 (b) A 1 2380 3740 STHD14 (b) B 1 10311 9730 HDU11 (b) Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 7400@ 89% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 91% 49% 49% 49% 91% 91% 91% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 32% 20% 20% 26% 45% 45% 49% 3410@ 67% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 1705@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 56% 5840@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 94% 1705@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 91% 12470@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 55% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 42% 37% 1 37% 1 47% 59% 1 59% 1 64% 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 73% 71% 71% 71% 73% 73% 73% 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 82% 49% 49% 49% 82% 82% 82% 5345 @ 5345 @ 5345 @ DNA 3815 @ 3815 @ DNA 70% 45% 45% 98% I 981/0 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ I 11175 @ 11175 @ 92% 92% 92% 92% 87% 87% 87% 220502_SSSIate ral_211124 API SW SOUND STRUCTURAL SO'_UTIONS sss E N G I N E E R , 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 LIC# : KW-06017385, Build:20.22.3.16 SOUND STRUCTURAL SOLUTIONS 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 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 Span = 18.250 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi 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 = 17.50 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.7021 Maximum Shear Stress Ratio = 0.429 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb: Actual = 1,907.54psi fv: Actual = 130.65 psi Fb: Allowable = 2,717.98psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.125ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.394 in Ratio = 555> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.710 in Ratio = 308> 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.399 0.243 0.90 0.985 1.00 1.00 1.00 1.00 1.00 14.57 847.80 2127.12 3.19 58.07 238.50 +D+S 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.702 0.429 1.15 0.985 1.00 1.00 1.00 1.00 1.00 32.79 1,907.54 2717.98 7.19 130.65 304.75 +D+0.750S 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.604 0.369 1.15 0.985 1.00 1.00 1.00 1.00 1.00 28.23 1,642.60 2717.98 6.19 112.51 304.75 +0.60D 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.135 0.082 1.60 0.985 1.00 1.00 1.00 1.00 1.00 8.74 508.68 3781.54 1.92 34.84 424.00 +1.140D 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.256 0.156 1.60 0.985 1.00 1.00 1.00 1.00 1.00 16.61 966.49 3781.54 3.64 66.20 424.00 +1.105D+0.750S 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.458 0.280 1.60 0.985 1.00 1.00 1.00 1.00 1.00 29.76 1,731.62 3781.54 6.52 118.60 424.00 +0.460D 0.985 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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 18.250 ft 1 0.103 0.063 1.60 0.985 1.00 1.00 1.00 1.00 1.00 6.70 389.99 3781.54 1.47 26.71 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+S 1 0.7100 9.192 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.186 7.186 Overall MINimum 3.992 3.992 D Only 3.194 3.194 +D+S 7.186 7.186 +D+0.750S 6.188 6.188 +0.60D 1.916 1.916 S Only 3.992 3.992 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS 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 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(0.1 5.5x16.5 Span = 22.50 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi 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 = 7.750 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4031 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 fb: Actual = 1,061.19psi fv: Actual = 64.85 psi Fb: Allowable = 2,636.43psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.250ft 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 0.303 in Ratio = 890> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.546 in Ratio = 494> 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/y Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.229 0.121 0.90 0.955 1.00 1.00 1.00 1.00 1.00 9.81 471.64 2063.29 1.74 28.82 238.50 +D+S 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.403 0.213 1.15 0.955 1.00 1.00 1.00 1.00 1.00 22.07 1,061.19 2636.43 3.92 64.85 304.75 +D+0.750S 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.347 0.183 1.15 0.955 1.00 1.00 1.00 1.00 1.00 19.00 913.80 2636.43 3.38 55.84 304.75 +0.60D 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.077 0.041 1.60 0.955 1.00 1.00 1.00 1.00 1.00 5.89 282.98 3668.07 1.05 17.29 424.00 +1.140D 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.147 0.077 1.60 0.955 1.00 1.00 1.00 1.00 1.00 11.18 537.67 3668.07 1.99 32.86 424.00 +1.105D+0.750S 0.955 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.50 ft 1 0.263 0.139 1.60 0.955 1.00 1.00 1.00 1.00 1.00 20.03 963.32 3668.07 3.56 58.87 424.00 +0.460D 0.955 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 22.50 ft 1 0.059 0.031 1.60 0.955 1.00 1.00 1.00 1.00 1.00 4.51 216.95 3668.07 0.80 13.26 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.5458 11.332 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.923 3.923 Overall MINimum 2.180 2.180 D Only 1.744 1.744 +D+S 3.923 3.923 +D+0.750S 3.379 3.379 +0.60 D 1.046 1.046 S Only 2.180 2.180 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.3.16 SOUND STRUCTURAL SOLUTIONS 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 + 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(0.35) S(0.4375) 5.5x 15 Span = 16.50 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi Eminbend - yy 850.Oksi Density 31.210 pcf D(0.27) S(0.3375) 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 - > 10.0 ft, Tributary Width = 17.50 ft, (roof) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 10.0 --» 16.50 ft, Tributary Width = 13.50 ft, (roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.52a 1 Maximum Shear Stress Ratio = 0.374 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb: Actual = 1,450.59psi fv: Actual = 113.93 psi Fb: Allowable = 2,745.52psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.949ft 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 0.243 in Ratio = 813 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.438 in Ratio = 451 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 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 = 16.50 ft 1 0.300 0.212 0.90 0.995 1.00 1.00 1.00 1.00 1.00 11.08 644.71 2148.67 2.79 50.64 238.50 +D+S 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.528 0.374 1.15 0.995 1.00 1.00 1.00 1.00 1.00 24.93 1,450.59 2745.52 6.27 113.93 304.75 +D+0.750S 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.455 0.322 1.15 0.995 1.00 1.00 1.00 1.00 1.00 21.47 1,249.12 2745.52 5.40 98.11 304.75 +0.60D 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.101 0.072 1.60 0.995 1.00 1.00 1.00 1.00 1.00 6.65 386.82 3819.85 1.67 30.38 424.00 +1.140D 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.192 0.136 1.60 0.995 1.00 1.00 1.00 1.00 1.00 12.63 734.97 3819.85 3.17 57.73 424.00 +1.105D+0.750S 0.995 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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 16.50 ft 1 0.345 0.244 1.60 0.995 1.00 1.00 1.00 1.00 1.00 22.63 1,316.82 3819.85 5.69 103.43 424.00 +0.460D 0.995 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.078 0.055 1.60 0.995 1.00 1.00 1.00 1.00 1.00 5.10 296.57 3819.85 1.28 23.29 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4383 8.190 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.266 5.557 Overall MINimum 3.481 3.087 D Only 2.785 2.470 +D+S 6.266 5.557 +D+0.750S 5.396 4.785 +0.60 D 1.671 1.482 S Only 3.481 3.087 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580ksi 625 psi 180 psi 575 psi Density 31.21 pcf D(0.35) S(0.4375) D(0.35) S(0.4375) D(0.35) S(0.4375) D(0.35) S(0.4375) 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 = 0.3931 Maximum Shear Stress Ratio = 0.546 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 528.35psi fv: Actual = 113.05 psi Fb: Allowable = 1,345.50psi 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 0.007 in Ratio = 6670>=360 Span: 4: S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.013 in Ratio = 3705 -240 Span: 4: +D+S Max Upward Total Deflection -0.000 in Ratio = 109659>=240 Span: 3: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a os Moment Shear Valdes 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 0.223 0.310 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 234.82 1053.00 0.85 50.25 162.00 Length = 4.0 ft 2 0.223 0.310 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 234.82 1053.00 0.75 50.25 162.00 Length = 4.0 ft 3 0.223 0.310 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 234.82 1053.00 0.85 50.25 162.00 Length = 4.0 ft 4 0.223 0.310 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 234.82 1053.00 0.85 50.25 162.00 +D+S 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 3-4 Project File: _enercalc trib_210208.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb Length = 4.0 ft 1 0.393 0.546 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.35 528.35 Length = 4.0 ft 2 0.393 0.546 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.35 528.35 Length = 4.0 ft 3 0.393 0.546 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.35 528.35 Length = 4.0 ft 4 0.393 0.546 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.35 528.35 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.338 0.470 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.16 454.97 Length = 4.0 ft 2 0.338 0.470 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.16 454.97 Length = 4.0 ft 3 0.338 0.470 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.16 454.97 Length = 4.0 ft 4 0.338 0.470 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.16 454.97 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.075 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.89 Length = 4.0 ft 2 0.075 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.89 Length = 4.0 ft 3 0.075 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.89 Length = 4.0 ft 4 0.075 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.89 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.143 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 267.70 Length = 4.0 ft 2 0.143 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 267.70 Length = 4.0 ft 3 0.143 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 267.70 Length = 4.0 ft 4 0.143 0.199 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 267.70 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.256 0.356 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.23 479.62 Length = 4.0 ft 2 0.256 0.356 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.23 479.62 Length = 4.0 ft 3 0.256 0.356 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.23 479.62 Length = 4.0 ft 4 0.256 0.356 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.23 479.62 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.058 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 108.02 Length = 4.0 ft 2 0.058 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 108.02 Length = 4.0 ft 3 0.058 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 108.02 Length = 4.0 ft 4 0.058 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 108.02 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S +D+S +D+S +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 0.0130 1.772 0.0036 2.177 +D+S 0.0037 1.873 +D+S 0.0127 2.278 Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 Support 5 1.238 3.600 2.925 3.600 1.238 0.688 2.000 1.625 2.000 0.688 0.550 1.600 1.300 1.600 0.550 1.238 3.600 2.925 3.600 1.238 1.066 3.100 2.519 3.100 1.066 0.330 0.960 0.780 0.960 0.330 0.688 2.000 1.625 2.000 0.688 (c) ENERCALC INC 1983-2022 Shear Va ues F'b V fv F'v 1345.50 1.91 113.05 207.00 1345.50 1.69 113.05 207.00 1345.50 1.91 113.05 207.00 1345.50 1.91 113.05 207.00 0.00 0.00 0.00 0.00 1345.50 1.65 97.35 207.00 1345.50 1.45 97.35 207.00 1345.50 1.65 97.35 207.00 1345.50 1.65 97.35 207.00 0.00 0.00 0.00 0.00 1872.00 0.51 30.15 288.00 1872.00 0.45 30.15 288.00 1872.00 0.51 30.15 288.00 1872.00 0.51 30.15 288.00 0.00 0.00 0.00 0.00 1872.00 0.97 57.28 288.00 1872.00 0.85 57.28 288.00 1872.00 0.97 57.28 288.00 1872.00 0.97 57.28 288.00 0.00 0.00 0.00 0.00 1872.00 1.74 102.63 288.00 1872.00 1.53 102.63 288.00 1872.00 1.74 102.63 288.00 1872.00 1.74 102.63 288.00 0.00 0.00 0.00 0.00 1872.00 0.39 23.11 288.00 1872.00 0.34 23.11 288.00 1872.00 0.39 23.11 288.00 1872.00 0.39 23.11 288.00 Max. °+° Defl Location in Span 0.0000 0.000 -0.0004 0.304 -0.0004 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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 D(0.06) S(0.075) 46 Lr 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 = 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2821 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 379.42psi fv: Actual = 30.24 psi Fb: Allowable = 1,345.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.875ft 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 = 2887> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.043 in Ratio = 1604> 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 Ci 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 0.160 0.083 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.25 168.63 1053.00 0.17 13.44 162.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.282 0.146 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.56 379.42 1345.50 0.39 30.24 207.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.243 0.126 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.48 326.72 1345.50 0.33 26.04 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.054 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 101.18 1872.00 0.10 8.06 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.103 0.053 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 192.24 1872.00 0.20 15.32 288.00 +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 = 5.750 ft 1 0.184 0.095 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 344.43 1872.00 0.35 27.45 288.00 +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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 5.750 ft 1 0.041 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 77.57 1872.00 0.08 6.18 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0430 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 0.388 0.388 Overall MINimum 0.216 0.216 D Only 0.173 0.173 +D+S 0.388 0.388 +D+0.750S 0.334 0.334 +0.60D 0.104 0.104 S Only 0.216 0.216 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 3-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi 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(0.4) S(0.5 3.5x 13.5 Span = 13.0 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi Eminbend - yy 850.Oksi Density 31.210 pcf 3.5x13.5 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 20.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 20.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.780 1 Maximum Shear Stress Ratio = 0.727 : 1 Section used for this span 3.5x13.5 Section used for this span 3.5x13.5 fb: Actual = 1,660.32psi fv: Actual = 221.63 psi Fb: Allowable = 2,127.50psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 13.000ft Location of maximum on span = 13.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.137 in Ratio = 1141 > 360 Span: 2: S Only Max Upward Transient Deflection -0.011 in Ratio = 9033> 360 Span: 2: S Only Max Downward Total Deflection 0.246 in Ratio = 634> 240 Span: 2: +D+S Max Upward Total Deflection -0.020 in Ratio = 5018> 240 Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Stress Ratios Moments ear a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.443 0.413 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.54 737.92 1665.00 3.10 98.50 238.50 Length = 8.50 ft 2 0.443 0.413 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.54 737.92 1665.00 2.47 98.50 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.780 0.727 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.71 1,660.32 2127.50 6.98 221.63 304.75 Length = 8.50 ft 2 0.780 0.727 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.71 1,660.32 2127.50 5.56 221.63 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.672 0.626 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.67 1,429.72 2127.50 6.01 190.85 304.75 Length = 8.50 ft 2 0.672 0.626 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.67 1,429.72 2127.50 4.78 190.85 304.75 +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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues eat Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 13.0 ft 1 0.150 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.92 442.75 2960.00 1.86 59.10 424.00 Length = 8.50 ft 2 0.150 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.92 442.75 2960.00 1.48 59.10 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.284 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.45 841.23 2960.00 3.54 112.29 424.00 Length = 8.50 ft 2 0.284 0.265 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.45 841.23 2960.00 2.81 112.29 424.00 +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 = 13.0 ft 1 0.509 0.475 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.35 1,507.20 2960.00 6.34 201.19 424.00 Length = 8.50 ft 2 0.509 0.475 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.35 1,507.20 2960.00 5.04 201.19 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.115 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.01 339.44 2960.00 1.43 45.31 424.00 Length = 8.50 ft 2 0.115 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.01 339.44 2960.00 1.14 45.31 424.00 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location in Span Load Combination +D+S +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.2459 5.883 2 0.0025 6.885 +D+S Support notation : Far left is #1 Support 1 Support 2 Support 3 4.719 12.537 2.094 2.621 6.965 1.164 2.097 5.572 0.931 4.719 12.537 2.094 4.063 10.796 1.804 1.258 3.343 0.559 2.621 6.965 1.164 Max. °+° Defl Location in Span 0.0000 0.000 -0.0203 1.852 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.3.16 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 Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.29) S(0.3625) D(0.29) S(0.3625) 4x8 Span = 5.250 ft 4x8 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 14.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 14.50 ft, (ROOF) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.491: 1 Maximum Shear Stress Ratio = 0.581 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 660.37psi fv: Actual = 120.25 psi Fb: Allowable = 1,345.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.250ft Location of maximum on span = 5.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 3213> 360 Span: 1 : S Only Max Upward Transient Deflection -0.002 in Ratio = 15017> 360 Span: 2: S Only Max Downward Total Deflection 0.035 in Ratio = 1785 -240 Span: 1 : +D+S Max Upward Total Deflection -0.004 in Ratio = 8342-240 Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Stress Ratios Momen Values S ear Va 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 = 5.250 ft 1 0.279 0.330 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.75 293.50 1053.00 0.90 53.44 162.00 Length = 2.50 ft 2 0.279 0.330 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.75 293.50 1053.00 0.66 53.44 162.00 +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 0.491 0.581 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.69 660.37 1345.50 2.03 120.25 207.00 Length = 2.50 ft 2 0.491 0.581 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.69 660.37 1345.50 1.49 120.25 207.00 +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 0.423 0.500 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.45 568.65 1345.50 1.75 103.55 207.00 Length = 2.50 ft 2 0.423 0.500 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.45 568.65 1345.50 1.28 103.55 207.00 +0.60D 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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-7 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 5.250 ft 1 0.094 0.111 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.10 1872.00 0.54 32.07 288.00 Length = 2.50 ft 2 0.094 0.111 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.45 176.10 1872.00 0.40 32.07 288.00 +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 0.179 0.212 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.85 334.59 1872.00 1.03 60.93 288.00 Length = 2.50 ft 2 0.179 0.212 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.85 334.59 1872.00 0.76 60.93 288.00 +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 0.320 0.379 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.53 599.47 1872.00 1.85 109.16 288.00 Length = 2.50 ft 2 0.320 0.379 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.53 599.47 1872.00 1.35 109.16 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.072 0.085 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 135.01 1872.00 0.42 24.58 288.00 Length = 2.50 ft 2 0.072 0.085 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 135.01 1872.00 0.30 24.58 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0353 2.376 0.0000 0.000 2 0.0000 2.376 +D+S -0.0036 0.880 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.391 3.525 0.141 Overall MINimum 0.773 1.958 0.078 D Only 0.618 1.567 0.063 +D+S 1.391 3.525 0.141 +D+0.750S 1.198 3.035 0.121 +0.60D 0.371 0.940 0.038 S Only 0.773 1.958 0.078 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 850 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.4) S(0.5) rTT1T 2-2x6 L Span =3.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 20.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6321 Maximum Shear Stress Ratio = 0.711 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 803.31 psi fv: Actual = 122.73 psi Fb: Allowable = 1,270.75psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 2123> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.031 in Ratio = 1179 -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 Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.359 0.404 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.45 357.02 994.50 0.60 54.55 135.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.632 0.711 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.01 803.31 1270.75 1.35 122.73 172.50 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.544 0.613 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.87 691.74 1270.75 1.16 105.68 172.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.121 0.136 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 214.21 1768.00 0.36 32.73 240.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.230 0.259 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 407.01 1768.00 0.68 62.18 240.00 +1.105D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.412 0.464 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.92 729.22 1768.00 1.23 111.41 240.00 +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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-8 Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 Length = 3.0 ft 1 0.093 0.105 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 164.23 1768.00 0.28 25.09 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0305 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.350 1.350 Overall MINimum 0.750 0.750 D Only 0.600 0.600 +D+S 1.350 1.350 +D+0.750S 1.163 1.163 +0.60D 0.360 0.360 S Only 0.750 0.750 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS 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 + 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 Span = 18.250 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi 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 = 13.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.521: 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb: Actual = 1,417.03psi fv: Actual = 97.06 psi Fb: Allowable = 2,717.98psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.125ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.293 in Ratio = 747> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.527 in Ratio = 415> 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/y Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.296 0.181 0.90 0.985 1.00 1.00 1.00 1.00 1.00 10.82 629.79 2127.12 2.37 43.14 238.50 +D+S 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.521 0.318 1.15 0.985 1.00 1.00 1.00 1.00 1.00 24.36 1,417.03 2717.98 5.34 97.06 304.75 +D+0.750S 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.449 0.274 1.15 0.985 1.00 1.00 1.00 1.00 1.00 20.97 1,220.22 2717.98 4.60 83.58 304.75 +0.60D 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.100 0.061 1.60 0.985 1.00 1.00 1.00 1.00 1.00 6.49 377.87 3781.54 1.42 25.88 424.00 +1.140D 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.190 0.116 1.60 0.985 1.00 1.00 1.00 1.00 1.00 12.34 717.96 3781.54 2.70 49.18 424.00 +1.105D+0.750S 0.985 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.250 ft 1 0.340 0.208 1.60 0.985 1.00 1.00 1.00 1.00 1.00 22.11 1,286.35 3781.54 4.85 88.11 424.00 +0.460D 0.985 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-9 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 18.250 ft 1 0.077 0.047 1.60 0.985 1.00 1.00 1.00 1.00 1.00 4.98 289.70 3781.54 1.09 19.84 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.5275 9.192 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.338 5.338 Overall MINimum 2.966 2.966 D Only 2.373 2.373 +D+S 5.338 5.338 +D+0.750S 4.597 4.597 +0.60 D 1.424 1.424 S Only 2.966 2.966 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-10 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 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 D(0.04) S(0.05) 412 Span = 11.50 ft r I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2121 Maximum Shear Stress Ratio = 0.095 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 241.83psi fv: Actual = 19.71 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.750ft 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 0.030 in Ratio = 4633> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.054 in Ratio = 2573 -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 Ci 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 0.121 0.054 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.66 107.48 891.00 0.23 8.76 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.212 0.095 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.49 241.83 1138.50 0.52 19.71 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.183 0.082 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.28 208.24 1138.50 0.45 16.98 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.041 0.018 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 64.49 1584.00 0.14 5.26 288.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.077 0.035 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.75 122.53 1584.00 0.26 9.99 288.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.139 0.062 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.35 219.53 1584.00 0.47 17.90 288.00 +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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-10 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 11.50 ft 1 0.031 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.30 49.44 1584.00 0.11 4.03 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0536 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.518 0.518 Overall MINimum 0.288 0.288 D Only 0.230 0.230 +D+S 0.518 0.518 +D+0.750S 0.446 0.446 +0.60D 0.138 0.138 S Only 0.288 0.288 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 D(0.04) S(0.05) D(0.04) S(0.05) D(0.04) S(0.05) D(0.04) S(0.05) 2x10 Span = 2.0 ft 2x10 Span = 10.50 ft 2x10 Span =6.50ft 2x10 Span = 2.0 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 = 2.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Load for Span Number 4 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.4231 Maximum Shear Stress Ratio = 0.280 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 481.23psi fv: Actual = 58.06 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.500ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio = 2845> 360 Span: 4: S Only Max Upward Transient Deflection -0.026 in Ratio = 1866> 360 Span: 3: S Only Max Downward Total Deflection 0.080 in Ratio = 1580> 240 Span: 4: +D+S Max Upward Total Deflection -0.046 in Ratio = 1036> 240 Span: 3: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios o ent Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.050 0.121 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.08 44.88 891.00 0.18 19.60 162.00 Length = 10.50 ft 2 0.240 0.159 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.38 213.88 891.00 0.24 25.80 162.00 Length = 6.50 ft 3 0.240 0.159 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.38 213.88 891.00 0.18 25.80 162.00 Length = 2.0 ft 4 0.050 0.159 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.08 44.88 891.00 0.08 25.80 162.00 +D+S 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:20.22.3.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-11 Maximum Forces & Stresses for Load Combinations 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 = 2.0 ft 1 0.089 0.213 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.18 100.98 1138.50 0.41 44.10 207.00 Length = 10.50 ft 2 0.423 0.280 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.86 481.23 1138.50 0.54 58.06 207.00 Length = 6.50 ft 3 0.423 0.280 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.86 481.23 1138.50 0.40 58.06 207.00 Length = 2.0 ft 4 0.089 0.280 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.18 100.98 1138.50 0.18 58.06 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.076 0.183 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.16 86.95 1138.50 0.35 37.98 207.00 Length = 10.50 ft 2 0.364 0.242 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.74 414.39 1138.50 0.46 50.00 207.00 Length = 6.50 ft 3 0.364 0.242 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.74 414.39 1138.50 0.34 50.00 207.00 Length = 2.0 ft 4 0.076 0.242 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.16 86.95 1138.50 0.16 50.00 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.017 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.05 26.93 1584.00 0.11 11.76 288.00 Length = 10.50 ft 2 0.081 0.054 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.23 128.33 1584.00 0.14 15.48 288.00 Length = 6.50 ft 3 0.081 0.054 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.23 128.33 1584.00 0.11 15.48 288.00 Length = 2.0 ft 4 0.017 0.054 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.05 26.93 1584.00 0.05 15.48 288.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.032 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.09 51.16 1584.00 0.21 22.35 288.00 Length = 10.50 ft 2 0.154 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.43 243.82 1584.00 0.27 29.42 288.00 Length = 6.50 ft 3 0.154 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.43 243.82 1584.00 0.20 29.42 288.00 Length = 2.0 ft 4 0.032 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.09 51.16 1584.00 0.09 29.42 288.00 +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 = 2.0 ft 1 0.058 0.139 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.16 91.67 1584.00 0.37 40.04 288.00 Length = 10.50 ft 2 0.276 0.183 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.78 436.85 1584.00 0.49 52.71 288.00 Length = 6.50 ft 3 0.276 0.183 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.78 436.85 1584.00 0.36 52.71 288.00 Length = 2.0 ft 4 0.058 0.183 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.16 91.67 1584.00 0.16 52.71 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.013 0.031 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.04 20.64 1584.00 0.08 9.02 288.00 Length = 10.50 ft 2 0.062 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.18 98.38 1584.00 0.11 11.87 288.00 Length = 6.50 ft 3 0.062 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.18 98.38 1584.00 0.08 11.87 288.00 Length = 2.0 ft 4 0.013 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.04 20.64 1584.00 0.04 11.87 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.0000 0.000 +D+S 2 0.0797 4.918 3 0.0000 4.918 +D+S 4 0.0083 2.000 Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 Support 5 0.588 0.934 0.368 0.327 0.519 0.205 0.261 0.415 0.164 0.588 0.934 0.368 0.506 0.804 0.317 0.157 0.249 0.098 0.327 0.519 0.205 Max. °+° Defl Location in Span -0.0463 0.000 0.0000 0.000 -0.0092 1.975 0.0000 1.975 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 3-12 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580ksi 625 psi 180 psi 575 psi Density 31.21 pcf S(o.2) i� Span = 3.0 ft 'i. Span = 1.0 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 = 16.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 8.0 ft, (ROOF) Point Load : D = 0.160, S = 0.20 k @ 1.0 ft, (rxn 3-11) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.080. 1 Maximum Shear Stress Ratio = 0.232 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 91.43psi fv: Actual = 48.00 psi Fb: Allowable = 1,138.50psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.257ft Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.001 in Ratio = 29812 > 240 Span: 1 : +D+S Max Upward Total Deflection -0.000 in Ratio = 87332 -240 Span: 2: +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 Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.046 0.132 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.25 40.63 891.00 0.56 21.33 162.00 Length = 1.0 ft 2 0.044 0.132 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.24 39.01 891.00 0.32 21.33 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.080 0.232 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.56 91.43 1138.50 1.26 48.00 207.00 Length = 1.0 ft 2 0.077 0.232 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.54 87.77 1138.50 0.72 48.00 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.069 0.200 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.48 78.73 1138.50 1.09 41.33 207.00 Length = 1.0 ft 2 0.066 0.200 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.47 75.58 1138.50 0.62 41.33 207.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 3-12 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.015 0.044 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.0 ft 2 0.015 0.044 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.029 0.084 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.0 ft 2 0.028 0.084 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.052 0.151 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.0 ft 2 0.050 0.151 1.60 1.100 1.00 1.00 1.00 1.00 1.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.012 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.0 ft 2 0.011 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Moment Values M fb F'b 0.00 0.15 24.38 1584.00 0.14 23.41 1584.00 0.00 0.28 46.32 1584.00 0.27 44.47 1584.00 0.00 0.51 82.99 1584.00 0.49 79.68 1584.00 0.00 0.11 18.69 1584.00 0.11 17.94 1584.00 Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.0012 1.391 2 0.0000 1.391 +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0.900 1.980 0.500 1.100 0.400 0.880 0.900 1.980 0.775 1.705 0.240 0.528 0.500 1.100 Shear V fv F'v 0.00 0.00 0.00 0.34 12.80 288.00 0.19 12.80 288.00 0.00 0.00 0.00 0.64 24.32 288.00 0.36 24.32 288.00 0.00 0.00 0.00 1.14 43.57 288.00 0.65 43.57 288.00 0.00 0.00 0.00 0.26 9.81 288.00 0.15 9.81 288.00 Max. "+" Defl Location in Span 0.0000 0.000 -0.0003 1.000 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 3-13 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi D(0.26) S(0.33) Span =3.0ft 1' Span =1.0ft E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.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 = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Point Load : D = 0.260, S = 0.330 k @ 1.0 ft, (rxn 3-11) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.104 1 Maximum Shear Stress Ratio = 0.158 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 117.84 psi fv: Actual = 32.76 psi Fb: Allowable = 1,138.50 psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.002 in Ratio = 14182 > 240 Span: 2: +D+S Max Upward Total Deflection -0.000 in Ratio = 88071 -240 Span: 1 : +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 Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.058 0.089 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.32 52.01 891.00 0.38 14.48 162.00 Length = 1.0 ft 2 0.058 0.089 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.32 52.01 891.00 0.38 14.48 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.104 0.158 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.73 117.84 1138.50 0.86 32.76 207.00 Length = 1.0 ft 2 0.104 0.158 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.73 117.84 1138.50 0.86 32.76 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.089 0.136 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.38 1138.50 0.74 28.19 207.00 Length = 1.0 ft 2 0.089 0.136 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.62 101.38 1138.50 0.74 28.19 207.00 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 3-13 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr +0.60D 1.100 1.00 1.00 Length = 3.0 ft 1 0.020 0.030 1.60 1.100 1.00 1.00 Length = 1.0 ft 2 0.020 0.030 1.60 1.100 1.00 1.00 +1.140D 1.100 1.00 1.00 Length = 3.0 ft 1 0.037 0.057 1.60 1.100 1.00 1.00 Length = 1.0 ft 2 0.037 0.057 1.60 1.100 1.00 1.00 +1.105D+0.750S 1.100 1.00 1.00 Length = 3.0 ft 1 0.067 0.103 1.60 1.100 1.00 1.00 Length = 1.0 ft 2 0.067 0.103 1.60 1.100 1.00 1.00 +0.460D 1.100 1.00 1.00 Length = 3.0 ft 1 0.015 0.023 1.60 1.100 1.00 1.00 Length = 1.0 ft 2 0.015 0.023 1.60 1.100 1.00 1.00 Overall Maximum Deflections Moment Values ear a ues Cm C t CL M fb F'b V fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.19 31.21 1584.00 0.23 8.69 288.00 1.00 1.00 1.00 0.19 31.21 1584.00 0.23 8.69 288.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.36 59.29 1584.00 0.43 16.50 288.00 1.00 1.00 1.00 0.36 59.29 1584.00 0.43 16.50 288.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.66 106.85 1584.00 0.78 29.71 288.00 1.00 1.00 1.00 0.66 106.85 1584.00 0.78 29.71 288.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.15 23.93 1584.00 0.17 6.66 288.00 1.00 1.00 1.00 0.15 23.93 1584.00 0.17 6.66 288.00 Load Combination Span Max. "" Defl Location in Span Load Combination 1 0.0000 0.000 +D+S +D+S 2 0.0017 1.000 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0.163 1.507 0.090 0.840 0.073 0.667 0.163 1.507 0.141 1.297 0.044 0.400 0.090 0.840 Max. "+" Defl Location in Span -0.0004 2.112 0.0000 2.112 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-14 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 + 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 D(0.16) S(0.2) D(0.12) S(0.15) Applied Loads ft Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Point Load : D = 0.160, S = 0.20 k @ 1.0 ft, (rxn 3-11) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.071: 1 Maximum Shear Stress Ratio = 0.116 :1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 80.46psi fv: Actual = 24.00 psi Fb: Allowable = 1,138.50 psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.000 in Ratio = 60182 > 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 omen t Values Shear Va ues Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.040 0.066 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.22 35.76 891.00 0.28 10.67 162.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.071 0.116 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.50 80.46 1138.50 0.63 24.00 207.00 +D+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.061 0.100 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.43 69.28 1138.50 0.54 20.67 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.014 0.022 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 21.46 1584.00 0.17 6.40 288.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.026 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.25 40.76 1584.00 0.32 12.16 288.00 +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 = 1.0 ft 1 0.046 0.076 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.45 73.04 1584.00 0.57 21.79 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 3-14 Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 Length = 1.0 ft 1 0.010 0.017 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.10 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 1 0.0004 1.000 Support notation : Far left is #1 Support1 Support 2 0.630 0.350 0.280 0.630 0.543 0.168 0.350 0.00 0.00 0.00 0.00 16.45 1584.00 0.13 4.91 288.00 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-0.1 (uniform live) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 850.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2x12 Span =12.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.070, L = 0.040 , Tributary Width = 1.0 ft, (floor) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8831 Maximum Shear Stress Ratio = 0.391 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 750.93psi fv: Actual = 58.67 psi Fb: Allowable = 850.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 1774-360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.223 in Ratio = 645> 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.625 0.277 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.26 477.87 765.00 0.42 37.33 135.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.883 0.391 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.98 750.93 850.00 0.66 58.67 150.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.643 0.284 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.80 682.67 1062.50 0.60 53.33 187.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.211 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.76 286.72 1360.00 0.25 22.40 240.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.401 0.177 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 544.77 1360.00 0.48 42.56 240.00 +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 = 12.0 ft 1 0.539 0.239 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.93 732.84 1360.00 0.64 57.25 240.00 +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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-0.1 (uniform live) Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 Length = 12.0 ft 1 0.162 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 219.82 1360.00 0.19 17.17 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2231 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.660 0.660 Overall MINimum 0.240 0.240 D Only 0.420 0.420 +D+L 0.660 0.660 +D+0.750L 0.600 0.600 +0.60D 0.252 0.252 L Only 0.240 0.240 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 2-0.2 (uniform live) 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 Hem -Fir Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 07 2x12 Span =11.0ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 850.0 psi E : Modulus of Elasticity 850.0 psi Ebend- xx 1,300.0 ksi 1,300.0 psi Eminbend - xx 470.Oksi 405.0 psi 150.0 psi 525.0 psi Density 26.840 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 Varying Uniform Load : D= 0.070->0.0830, L= 0.040->0.040 k/ft, Extent = 0.0 - > 11.0 ft, Trib Width = 1.0 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.786: 1 Maximum Shear Stress Ratio = Section used for this span 2x12 Section used for this span fb: Actual = 668.33psi fv: Actual = Fb: Allowable = 850.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 5.540ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio = 2304> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.167 in Ratio = 791 > 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 CFN C i Cr Cm C t CL M fb F'b D Only 0.00 Length = 11.0 ft 1 0.574 0.285 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.16 438.91 765.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.0 ft 1 0.786 0.387 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.76 668.33 850.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.0 ft 1 0.575 0.283 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.61 610.97 1062.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.0 ft 1 0.194 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.69 263.35 1360.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.0 ft 1 0.368 0.183 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 500.36 1360.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.387 : 1 2x12 58.01 psi 150.00 psi +D+L 11.000 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.43 38.46 135.00 0.00 0.00 0.00 0.65 58.01 150.00 0.00 0.00 0.00 0.60 53.13 187.50 0.00 0.00 0.00 0.26 23.08 240.00 0.00 0.00 0.00 0.49 43.84 240.00 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-0.2 (uniform live) Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 Length = 11.0 ft 1 0.483 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.73 657.06 1360.00 0.64 57.16 240.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.148 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 201.90 1360.00 0.20 17.69 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.1668 5.540 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.629 0.653 Overall MINimum 0.220 0.220 D Only 0.409 0.433 +D+L 0.629 0.653 +D+0.750L 0.574 0.598 +0.60D 0.245 0.260 L Only 0.220 0.220 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 2-0.2 (concentrated load) 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 1 3.5x 11.25 Span = 11.0 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 2325 psi E : Modulus of Elasticity 2325 psi Ebend- xx 1550 ksi 2050 psi Eminbend - xx 787.815 ksi 800 psi 310 psi 1070 psi Density 45.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0830 ksf, Tributary Width = 1.333 ft, (floor) Point Load : L = 3.0 k @ 5.50 ft, (vehicle pl) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.707. 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb: Actual = 1,643.21 psi fv: Actual = 82.90 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.225 in Ratio = 587> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.288 in Ratio = 458> 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 om�ues Shear Values Segment Length Span # M V Cd CF/v Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.144 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.86 302.25 2092.50 0.68 25.76 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.707 0.267 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.11 1,643.21 2325.00 2.18 82.90 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.450 0.177 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.05 1,307.97 2906.25 1.80 68.62 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.049 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.12 181.35 3720.00 0.41 15.46 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.093 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.12 344.57 3720.00 0.77 29.37 496.00 +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 = 11.0 ft 1 0.360 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.24 1,339.70 3720.00 1.87 71.32 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-0.2 (concentrated load) Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.037 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.86 139.04 3720.00 0.31 11.85 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2878 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.176 2.176 Overall MINimum 1.500 1.500 D Only 0.676 0.676 +D+L 2.176 2.176 +D+0.750L 1.801 1.801 +0.60D 0.406 0.406 L Only 1.500 1.500 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-1 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species DF/DF Fc - Perp Wood Grade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 4.50 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 2400 psi E : Modulus of Elasticity 1850 psi Ebend- xx 1800 ksi 1650 psi Eminbend - xx 950ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 850ksi 1100 psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0830, L = 0.040 ksf, Tributary Width = 5.50 ft, (floor) Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.750 ft, (floor) Point Load : D = 2.790, L = 1.270, S = 0.530 k @ 3.250 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.408 1 Maximum Shear Stress Ratio = 0.683 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb: Actual = 979.90psi fv: Actual = 180.99 psi Fb: Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.005ft 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 0.012 in Ratio = 4552> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.034 in Ratio = 1593> 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 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 = 4.50 ft 1 0.297 0.495 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.43 642.42 2160.00 4.12 118.16 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.408 0.683 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.76 979.90 2400.00 6.30 180.99 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.273 0.454 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.20 753.84 2760.00 4.82 138.44 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.298 0.499 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.17 895.44 3000.00 5.76 165.28 331.25 +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 = 4.50 ft 1 0.355 0.592 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.75 978.78 2760.00 6.29 180.49 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-1 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFv Ci Cr Cm C t CL Length = 4.50 ft 1 0.100 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.191 0.318 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.272 0.455 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.077 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Moment Values M fb F'b 2.66 385.45 3840.00 0.00 5.05 732.36 3840.00 0.00 7.21 1,046.23 3840.00 0.00 2.04 295.51 3840.00 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.0339 2.365 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.500 6.304 Overall MINimum 0.471 0.706 D Only 2.876 4.116 +D+L 4.500 6.304 +D+S 3.347 4.822 +D+0.750L+0.750S 4.447 6.287 +D+0.750L 4.094 5.757 +0.60D 1.726 2.470 L Only 1.624 2.188 S Only 0.471 0.706 Shear Valdes V fv F'v 2.47 70.90 424.00 0.00 0.00 0.00 4.69 134.70 424.00 0.00 0.00 0.00 6.72 192.89 424.00 0.00 0.00 0.00 1.89 54.35 424.00 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 4x6 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 = 0.0120, L = 0.040 ksf, Tributary Width = 13.50 ft, (floor) Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.750 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.83a 1 4x6 = 979.88psi = 1,170.00psi +D+L = 1.375 ft = Span # 1 0.015 in Ratio = 0 in Ratio = 0.025 in Ratio = 0 in Ratio = Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2236> 360 Span: 1 : L Only 0 <360 n/a 1298> 240 Span: 1 : +D+L 0 <240 n/a Load Combination Max Stress Ratios Moment a ues Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb D Only Length = 2.750 ft 1 0.390 0.423 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 410.95 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.750 ft 1 0.838 0.907 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.44 979.88 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.750 ft 1 0.374 0.405 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.74 503.36 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.750 ft 1 0.573 0.620 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.23 837.64 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.750 ft 1 0.674 0.730 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.33 906.95 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 2.750 ft 1 0.132 0.143 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 246.57 0.907 : 1 4x6 = 163.31 psi 180.00 psi +D+L = 0.000 ft = Span # 1 ear a ues F'b V fv F'v 0.00 0.00 0.00 0.00 1053.00 0.88 68.49 162.00 0.00 0.00 0.00 0.00 1170.00 2.10 163.31 180.00 0.00 0.00 0.00 0.00 1345.50 1.08 83.89 207.00 0.00 0.00 0.00 0.00 1462.50 1.79 139.61 225.00 0.00 0.00 0.00 0.00 1345.50 1.94 151.16 207.00 0.00 0.00 0.00 0.00 1872.00 0.53 41.09 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-2 Maximum Forces & Stresses for Load Combinations Load Combination Max stress ratios Moment values cinear values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +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 0.250 0.271 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.69 468.48 1872.00 1.00 78.08 288.00 +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 = 2.750 ft 1 0.508 0.550 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.40 950.10 1872.00 2.03 158.35 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.750 ft 1 0.101 0.109 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 189.04 1872.00 0.40 31.51 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0254 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 2.096 2.096 Overall MINimum 0.198 0.198 D Only 0.879 0.879 +D+L 2.096 2.096 +D+S 1.077 1.077 +D+0.750 L+0.750S 1.940 1.940 +D+0.750L 1.792 1.792 +0.60D 0.527 0.527 L Only 1.217 1.217 S Only 0.198 0.198 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 2325 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2325 psi Ebend- xx 1550ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi 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(0.162) L(0.54) 412 Span = 8250 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 = 13.50 ft, (floor) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.41a 1 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 970.77psi fv: Actual = 110.31 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.125ft 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 0.088 in Ratio = 1125> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.114 in Ratio = 865> 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 CFN Ci 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 0.107 0.091 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.38 224.02 2092.50 0.67 25.46 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.418 0.356 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.97 970.77 2325.00 2.90 110.31 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.270 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.82 784.08 2906.25 2.34 89.10 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.036 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 134.41 3720.00 0.40 15.27 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.069 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.57 255.39 3720.00 0.76 29.02 496.00 +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 = 8.250 ft 1 0.217 0.185 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.97 807.60 3720.00 2.41 91.77 496.00 +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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 8.250 ft 1 0.028 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 103.05 3720.00 0.31 11.71 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1143 4.155 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.896 2.896 Overall MINimum 2.228 2.228 D Only 0.668 0.668 +D+L 2.896 2.896 +D+0.750L 2.339 2.339 +0.60 D 0.401 0.401 L Only 2.228 2.228 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-4 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species DF/DF Fc - Perp Wood Grade 24F-V4 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2.6) 5.5x9 Span = 9.0 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 2400 psi E : Modulus of Elasticity 1850 psi Ebend- xx 1800 ksi 1650 psi Eminbend - xx 950ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 850ksi 1100 psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.0 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) Point Load : D = 2.60, S = 3.250 k @ 0.0 ft, (RXN 3-6) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.6621 Maximum Shear Stress Ratio = 0.500 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb: Actual = 1,827.82psi fv: Actual = 152.32 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 4.500ft 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 0.123 in Ratio = 874> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.276 in Ratio = 391 > 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 Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.426 0.321 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.69 919.64 2160.00 2.53 76.64 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.547 0.413 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1,312.36 2400.00 3.61 109.36 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.630 0.475 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.75 1,737.82 2760.00 4.78 144.82 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.405 0.305 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.51 1,214.18 3000.00 3.34 101.18 331.25 +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 = 9.0 ft 1 0.662 0.500 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.31 1,827.82 2760.00 5.03 152.32 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-4 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values eat Segment Length Span # M V Cd CFN Ci 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 = 9.0 ft 1 0.144 0.108 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.41 551.78 3840.00 1.52 45.98 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.273 0.206 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.49 1,048.39 3840.00 2.88 87.37 424.00 +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 = 9.0 ft 1 0.501 0.378 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.91 1,924.38 3840.00 5.29 160.37 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.110 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 423.03 3840.00 1.16 35.25 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.2758 4.533 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.629 5.027 Overall MINimum 5.500 2.250 D Only 5.129 2.529 +D+L 6.209 3.609 +D+S 10.629 4.779 +D+0.750L+0.750S 10.064 5.027 +D+0.750L 5.939 3.339 +0.60D 3.077 1.517 L Only 1.080 1.080 S Only 5.500 2.250 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.055361) L(0.02668) D(0.055361) L(0.02668) D 0.008004 L 0.02668 D(2.6) S(325) D 0.008004 L 0.02668 D(0.12) S(0.15) D(0.12) S(0.15) 3.5x14.0 Span = 4.750 ft 3.5x14.0 Span = 6.750 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 = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR (INSIDE)) Uniform Load : D = 0.0830, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR (PORCH)) Point Load : D = 2.60, S = 3.250 k @ 4.750 ft, (RXN 3-6) Load for Span Number 2 Uniform Load : D = 0.010, S = 0.0250 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR (INSIDE)) Uniform Load : D = 0.0830, L = 0.040 ksf, Tributary Width = 0.6670 ft, (FLOOR (PORCH)) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.104 1 Maximum Shear Stress Ratio Section used for this span 3.5x14.0 Section used for this span fb: Actual = 279.25psi fv: Actual Fb: Allowable = 2,673.75psi Fv: Allowable Load Combination +D+S Load Combination Location of maximum on span = 4.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 9447> 360 Span: 2 : S Only Max Upward Transient Deflection -0.002 in Ratio = 36088>=360 Span: 1 : S Only Max Downward Total Deflection 0.014 in Ratio = 5751 >=240 Span: 2 : +D+S Max Upward Total Deflection -0.002 in Ratio = 31558-240 Span: 1 : +D+S _Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Segment Length Span # M V Cd CFN C i Cr D Only Length = 4.750 ft 1 0.062 0.121 0.90 1.000 1.00 1.00 = 0.222 : 1 3.5x14.0 79.05 psi = 356.50 psi +D+S = 4.750 ft = Span # 1 Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.23 129.34 2092.50 1.11 33.83 279.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-5 Maximum Forces & Stresses for Load Combinations 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 = 6.750 ft 2 0.062 0.121 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.23 129.34 2092.50 1.11 33.83 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.066 0.130 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.47 154.58 2325.00 1.32 40.44 310.00 Length = 6.750 ft 2 0.066 0.130 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.47 154.58 2325.00 1.32 40.44 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.104 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.66 279.25 2673.75 2.58 79.05 356.50 Length = 6.750 ft 2 0.104 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.66 279.25 2673.75 2.58 79.05 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.051 0.100 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.41 148.27 2906.25 1.27 38.78 387.50 Length = 6.750 ft 2 0.051 0.100 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.41 148.27 2906.25 1.27 38.78 387.50 +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 = 4.750 ft 1 0.098 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.48 260.70 2673.75 2.37 72.70 356.50 Length = 6.750 ft 2 0.098 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.48 260.70 2673.75 2.37 72.70 356.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.021 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 77.60 3720.00 0.66 20.30 496.00 Length = 6.750 ft 2 0.021 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 77.60 3720.00 0.66 20.30 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.040 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 147.44 3720.00 1.26 38.57 496.00 Length = 6.750 ft 2 0.040 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 147.44 3720.00 1.26 38.57 496.00 +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 = 4.750 ft 1 0.074 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.61 274.28 3720.00 2.49 76.25 496.00 Length = 6.750 ft 2 0.074 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.61 274.28 3720.00 2.49 76.25 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.750 ft 1 0.016 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 59.49 3720.00 0.51 15.56 496.00 Length = 6.750 ft 2 0.016 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 59.49 3720.00 0.51 15.56 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span 1 0.0000 0.000 +D+S -0.0018 3.423 +D+S 2 0.0141 3.696 0.0000 3.423 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.489 9.998 1.794 Overall MINimum 0.056 5.384 1.054 D Only 0.390 4.614 0.740 +D+L 0.466 5.007 0.885 +D+S 0.445 9.998 1.794 +D+0.750L+0.750S 0.489 8.947 1.639 +D+0.750L 0.447 4.909 0.848 +0.60D 0.234 2.768 0.444 L Only 0.076 0.393 0.144 S Only 0.056 5.384 1.054 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0. 110639) L(0. 05332) D(0. 12) S(0. 15) D(0.09) 3.5x14.0 L Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.0830, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLOOR (PORCH)) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.131: 1 Maximum Shear Stress Ratio = 0.152 :1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 349.16psi fv: Actual = 54.31 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 = 3.750ft Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 10394> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.027 in Ratio = 3295 -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 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 = 7.50 ft 1 0.113 0.132 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.25 236.62 2092.50 1.20 36.81 279.00 +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 0.119 0.138 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.63 275.97 2325.00 1.40 42.93 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.130 0.152 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.31 347.32 2673.75 1.76 54.03 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.092 0.107 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.54 266.13 2906.25 1.35 41.40 387.50 +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 = 7.50 ft 1 0.131 0.152 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 349.16 2673.75 1.77 54.31 356.50 +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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues 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 0.038 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 141.97 3720.00 0.72 22.08 496.00 +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 0.073 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.57 269.75 3720.00 1.37 41.96 496.00 +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 = 7.50 ft 1 0.101 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.56 374.00 3720.00 1.90 58.18 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.029 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 108.85 3720.00 0.55 16.93 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0273 3.777 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.774 1.774 Overall MINimum 0.563 0.563 D Only 1.202 1.202 +D+L 1.402 1.402 +D+S 1.765 1.765 +D+0.750 L+0.750S 1.774 1.774 +D+0.750L 1.352 1.352 +0.60D 0.721 0.721 L Only 0.200 0.200 S Only 0.563 0.563 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 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 + 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x14.0 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Varying Uniform Load : D= 0.0120->0.0120, L= 0.040->0.040 ksf, Extent = 0.0 - > 10.50 ft, Trib Width = 6.0->8.0 ft, (FLOOR) DESIGN SUMMARY � • ' Maximum Bending Stress Ratio = 0.2271 Maximum Shear Stress Ratio = 0.198 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 526.80psi fv: Actual = 61.29 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.365ft Location of maximum on span = 10.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio = 2029> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.081 in Ratio = 1561 > 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 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 = 10.50 ft 1 0.058 0.051 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.16 121.57 2092.50 0.46 14.14 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.227 0.198 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.02 526.80 2325.00 2.00 61.29 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.146 0.128 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.05 425.49 2906.25 1.62 49.50 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.020 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.69 72.94 3720.00 0.28 8.49 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.037 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 138.59 3720.00 0.53 16.12 496.00 +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 Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-7 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 10.50 ft 1 0.118 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.18 438.25 3720.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.50 ft 1 0.015 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 55.92 3720.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.0807 5.288 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.820 2.002 Overall MINimum 1.400 1.540 D Only 0.420 0.462 +D+L 1.820 2.002 +D+0.750L 1.470 1.617 +0.60D 0.252 0.277 L Only 1.400 1.540 1.67 50.98 496.00 0.00 0.00 0.00 0.21 6.51 496.00 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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.46) L(1.54) D(0.072) L(0.24) D(0.015996) L(0.05332) 3.5x14.0 Span = 3.50 ft 3.5x14.0 Span = 19.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLOOR) Point Load : D = 0.460, L = 1.540 k @ 4.0 ft, (RXN 2-7) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.34a3 1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 808.62psi fv: Actual = 84.10 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 3.500ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.137 in Ratio = 1712-360 Span: 2: L Only Max Upward Transient Deflection -0.006 in Ratio = 7118> 360 Span: 1 : L Only Max Downward Total Deflection 0.178 in Ratio = 1318> 240 Span: 2: +D+L Max Upward Total Deflection -0.008 in Ratio = 5479-240 Span: 1 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.089 0.069 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.77 186.21 2092.50 0.63 19.37 279.00 Length = 19.50 ft 2 0.089 0.069 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.77 186.21 2092.50 0.61 19.37 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.348 0.271 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.70 808.62 2325.00 2.75 84.10 310.00 Length = 19.50 ft 2 0.348 0.271 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.70 808.62 2325.00 2.66 84.10 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.225 0.175 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.22 653.02 2906.25 2.22 67.92 387.50 Length = 19.50 ft 2 0.225 0.175 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.22 653.02 2906.25 2.15 67.92 387.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 2-8 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.030 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 2 0.030 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.057 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 2 0.057 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.181 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 2 0.181 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.50 ft 1 0.023 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 19.50 ft 2 0.023 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Moment Values M fb F'b 0.00 1.06 111.73 3720.00 1.06 111.73 3720.00 0.00 2.02 212.28 3720.00 2.02 212.28 3720.00 0.00 6.41 672.57 3720.00 6.41 672.57 3720.00 0.00 0.82 85.66 3720.00 0.82 85.66 3720.00 Load Combination Span Max. "" Defl Location in Span Load Combination 1 0.0000 0.000 +D+L +D+L 2 0.1775 10.022 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.655 5.408 0.691 Overall MINimum -0.381 4.162 0.532 D Only -0.381 1.246 0.159 +D+L -1.655 5.408 0.691 +D+0.750L -1.337 4.367 0.558 +0.60D -0.229 0.747 0.096 L Only -1.274 4.162 0.532 Shear V fv F'v 0.00 0.00 0.00 0.38 11.62 496.00 0.37 11.62 496.00 0.00 0.00 0.00 0.72 22.09 496.00 0.70 22.09 496.00 0.00 0.00 0.00 2.29 69.95 496.00 2.21 69.95 496.00 0.00 0.00 0.00 0.29 8.91 496.00 0.28 8.91 496.00 Max. "+" Defl Location in Span -0.0077 2.053 0.0000 2.053 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-9 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS 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(1.06) L(0.72) S(0.3) .498) L(6.36) S(0.1 5.5x7.5 Span = 6.0 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi 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 = 0.0830, L = 0.060, S = 0.0250 ksf, Tributary Width = 6.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (WALL) Point Load : D = 1.060, L = 0.720, S = 0.30 k @ 3.750 ft, (RXN 2-15) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.606: 1 Maximum Shear Stress Ratio = 0.518 : 1 Section used for this span 5.5x7.5 Section used for this span 5.5x7.5 fb: Actual = 1,454.39psi fv: Actual = 137.33 psi Fb: Allowable = 2,400.00psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.745ft Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 1594> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.114 in Ratio = 630> 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 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 0.401 0.343 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.72 865.31 2160.00 2.25 81.69 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.606 0.518 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.25 1,454.39 2400.00 3.78 137.33 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.402 0.344 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.77 1,110.76 2760.00 2.88 104.87 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.436 0.373 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.62 1,307.12 3000.00 3.39 123.42 331.25 +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 = 6.0 ft 1 0.540 0.462 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.41 1,491.21 2760.00 3.87 140.80 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-9 Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b Length = 6.0 ft 1 0.135 0.116 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.23 519.18 3840.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.257 0.220 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.24 986.45 3840.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.412 0.352 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.80 1,582.07 3840.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.104 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 398.04 3840.00 Overall Maximum Deflections Shear V fv F'v 1.35 49.01 424.00 0.00 0.00 0.00 2.56 93.13 424.00 0.00 0.00 0.00 4.11 149.38 424.00 0.00 0.00 0.00 1.03 37.58 424.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1143 3.088 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.416 3.872 Overall MINimum 0.563 0.638 D Only 1.982 2.247 +D+L 3.332 3.777 +D+S 2.544 2.884 +D+0.750L+0.750S 3.416 3.872 +D+0.750L 2.994 3.394 +0.60D 1.189 1.348 L Only 1.350 1.530 S Only 0.563 0.638 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 Braced against lateral -torsional buckling pFully '5'S(0.69) nDOO D(1.6 S(2) 9 D(0.084) L(0.28) 4x8 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 = 7.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 - > 0.50 ft, Tributary Width = 9.0 ft, (wall) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 20.0 ft, (roof) Point Load : D = 0.550, S = 0.690 k @ 0.50 ft, (rxn 3-3) Point Load : D = 1.60, S = 2.0 k @ 4.50 ft, (rxn 3-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.602 1 Maximum Shear Stress Ratio = Section used for this span 4x8 Section used for this span fb: Actual = 810.45psi fv: Actual = Fb: Allowable = 1,345.50psi Fv: Allowable = Load Combination +D+0.750L+0.750S Load Combination Location of maximum on span = 3.120ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = 2694> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.057 in Ratio = 1061 > 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 CFN Ci Cr Cm C t CL D Only Length = 5.0 ft 1 0.328 0.092 0.90 1.300 +D+L 1.300 Length = 5.0 ft 1 0.574 0.257 1.00 1.300 +D+S 1.300 Length = 5.0 ft 1 0.520 0.106 1.15 1.300 +D+0.750L 1.300 Length = 5.0 ft 1 0.402 0.171 1.25 1.300 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb F'b 0.00 0.88 345.12 1053.00 0.00 1.72 672.16 1170.00 0.00 1.79 699.93 1345.50 0.00 1.50 587.64 1462.50 0.00 0.257 : 1 4x8 46.32 psi 180.00 psi +D+L 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.25 14.91 162.00 0.00 0.00 0.00 0.78 46.32 180.00 0.00 0.00 0.00 0.37 21.91 207.00 0.00 0.00 0.00 0.65 38.47 225.00 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:20.22.4.26 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 CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 5.0 ft 1 0.602 0.211 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.07 810.45 1345.50 0.74 43.72 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.111 0.031 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 207.07 1872.00 0.15 8.94 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.210 0.059 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.01 393.44 1872.00 0.29 16.99 288.00 +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 = 5.0 ft 1 0.452 0.157 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.16 846.29 1872.00 0.77 45.28 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.085 0.024 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 158.76 1872.00 0.12 6.86 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0565 2.591 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.417 3.653 Overall MINimum 1.059 1.882 D Only 1.098 1.717 +D+L 1.798 2.417 +D+S 2.156 3.599 +D+0.750L+0.750S 2.417 3.653 +D+0.750L 1.623 2.242 +0.60D 0.659 1.030 L Only 0.700 0.700 S Only 1.059 1.882 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.6 S(2) D(0.55) S(0.69) W(4.183) E(10.1) D 0.09 D 0.26 S 0.325 D 0.099 L 0.33 3.5x14.0 L Span = 11.0 ft r Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.250 ft, (floor) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 5.50 - > 11.0 ft, Tributary Width = 13.0 ft, (roof) Uniform Load : D = 0.010 ksf, Extent = 5.50 -->> 11.0 ft, Tributary Width = 9.0 ft, (wall) Point Load : D = 0.550, S = 0.690, W = 4.183, E = 10.10 k @ 5.50 ft, (OT) Point Load : D = 1.60, S = 2.0 k @ 1.50 ft, (RXN 3-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.855. 1 Maximum Shear Stress Ratio = 0.522 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 3,179.49psi fv: Actual = 258.69 psi Fb: Allowable = 3,720.00psi Fv: Allowable = 496.00 psi Load Combination +1.105D+0.750L+0.750S+0.5250E Load Combination +1.105D+0.750L+0.750S+0.5250E Location of maximum on span = 5.500ft 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 0.101 in Ratio = 1303> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.467 in Ratio = 282>=240 Span: 1 : +D+0.750L+0.750S+0.5250E Max Upward Total Deflection -0.203 in Ratio = 650> 240 Span: 1 : +0.60D-0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.344 0.282 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.86 719.66 2092.50 2.57 78.59 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.535 0.395 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.85 1,243.52 2325.00 4.00 122.39 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.499 0.437 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.71 1,334.21 2673.75 5.09 155.71 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.383 0.288 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.60 1,112.56 2906.25 3.64 111.44 387.50 +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 Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-11 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values bhear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 11.0 ft 1 0.588 0.475 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.99 1,573.47 2673.75 5.53 169.28 356.50 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.388 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.76 1,444.06 3720.00 3.82 117.01 496.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.057 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.02 212.21 3720.00 1.31 40.18 496.00 +D+0.750L+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.445 0.283 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.78 1,655.86 3720.00 4.58 140.25 496.00 +D+0.750L-0.45OW 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.171 0.167 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.04 634.31 3720.00 2.70 82.63 496.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.569 0.399 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.17 2,116.77 3720.00 6.47 198.09 496.00 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.287 0.283 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.16 1,065.98 3720.00 4.59 140.47 496.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.311 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.02 1,156.20 3720.00 2.80 85.57 496.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.079 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.79 292.61 3720.00 1.24 37.87 496.00 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.769 0.399 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.26 2,861.02 3720.00 6.46 197.81 496.00 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.328 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.63 1,220.20 3720.00 3.50 107.17 496.00 +1.105D+0.750L+0.750S+0.5 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.855 0.522 1.60 1.000 1.00 1.00 1.00 1.00 1.00 30.29 3,179.49 3720.00 8.45 258.69 496.00 +1.105D+0.750L+0.750S-0.5, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.139 0.194 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.94 518.24 3720.00 3.15 96.37 496.00 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.638 0.291 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.60 2,371.66 3720.00 4.72 144.37 496.00 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.460 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.29 1,709.57 3720.00 3.52 107.79 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.4673 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.584 7.963 Overall MINimum -5.050 -5.050 D Only 2.683 2.481 +D+L 4.498 4.296 +D+S 5.202 4.440 +D+0.750L+0.750S 5.933 5.311 +D+0.60W 3.937 3.736 +D-0.60W 1.428 1.227 +D+0.750L+0.450W 4.985 4.784 +D+0.750L-0.45OW 3.103 2.902 +0.60D+0.60W 2.864 2.744 +0.60D-0.60W 0.355 0.234 +D+0.70E 6.218 6.016 +D-0.70E -0.852 -1.054 +D+0.750L+0.750S+0.5250E 8.584 7.963 +D+0.750L+0.750S-0.5250E 3.282 2.660 +0.60D+0.70E 5.145 5.024 +0.60D-0.70E -1.925 -2.046 L Only 1.815 1.815 S Only 2.519 1.958 W Only 2.092 2.092 -W -2.092 -2.092 E Only 5.050 5.050 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-11 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 E Only * -1.0 -5.050 -5.050 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 + 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 D(1.3) S(1.63) D 0.099 L 0.33 6x10 Span = 6.50 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 = 8.250 ft, (floor) Point Load : D = 1.30, S = 1.630 k @ 2.50 ft, (RXN 3-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.707 1 Maximum Shear Stress Ratio = 0.334 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 812.70psi fv: Actual = 69.11 psi Fb: Allowable = 1,150.00psi Fv: Allowable = 207.00 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 2.515ft 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 0.023 in Ratio = 3450> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.056 in Ratio = 1396> 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 omen Shear a ues Segment Length Span # M V Cd CF/V Ci 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 0.401 0.185 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.49 361.00 900.00 1.04 29.98 162.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.601 0.296 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.14 600.85 1000.00 1.86 53.35 180.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.629 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.99 723.42 1150.00 2.05 58.77 207.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.433 0.211 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.73 540.89 1250.00 1.65 47.51 225.00 +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 = 6.50 ft 1 0.707 0.334 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.60 812.70 1150.00 2.41 69.11 207.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.135 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 216.60 1600.00 0.63 17.99 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-12 Maximum Forces & Stresses for Load Combinations Load Combination Max stress ratios Moment values cinear values Segment Length Span # M V Cd CFN 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 = 6.50 ft 1 0.257 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 411.54 1600.00 1.19 34.18 288.00 +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 = 6.50 ft 1 0.532 0.251 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.86 850.61 1600.00 2.52 72.25 288.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.104 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.14 166.06 1600.00 0.48 13.79 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0559 3.131 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.678 2.096 Overall MINimum 1.003 0.627 D Only 1.122 0.822 +D+L 2.194 1.894 +D+S 2.125 1.449 +D+0.750L+0.750S 2.678 2.096 +D+0.750L 1.926 1.626 +0.60D 0.673 0.493 L Only 1.073 1.073 S Only 1.003 0.627 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 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 + 900.0 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 D(0.265625) L(0.255) S(0.10625) 4x12 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.06250, L = 0.060, S = 0.0250 ksf, Tributary Width = 4.250 ft, (DECK) Uniform Load : D = 0.1870 , Tributary Width = 1.0 ft, (R CONC FIRE PIT) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.817: 1 Maximum Shear Stress Ratio = 0.422 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 808.71 psi fv: Actual = 76.00 psi Fb: Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.750ft Location of maximum on span = 6.569ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 3274> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.078 in Ratio = 1154> 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 Ci 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 0.581 0.300 0.90 1.100 1.00 1.00 1.00 1.00 1.00 3.18 517.29 891.00 1.28 48.61 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.817 0.422 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.98 808.71 990.00 2.00 76.00 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.561 0.290 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.93 638.71 1138.50 1.58 60.03 207.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.595 0.307 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.53 735.86 1237.50 1.82 69.15 225.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.726 0.375 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.09 826.93 1138.50 2.04 77.71 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.196 0.101 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.91 310.37 1584.00 0.77 29.17 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-13 Maximum Forces & Stresses for Load Combinations Load Combination Max stress ratios Moment values cinear values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.372 0.192 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.63 589.71 1584.00 1.45 55.42 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.556 0.288 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.42 881.24 1584.00 2.17 82.82 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.150 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.46 237.95 1584.00 0.59 22.36 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0780 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 2.713 2.713 Overall MINimum 0.398 0.398 D Only 1.697 1.697 +D+L 2.654 2.654 +D+S 2.096 2.096 +D+0.750L+0.750S 2.713 2.713 +D+0.750L 2.415 2.415 +0.60D 1.018 1.018 L Only 0.956 0.956 S Only 0.398 0.398 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-14 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 + 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 D(0.187) D(0.03125) L(0.03) S(0.0125) 4x12 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.06250, L = 0.060, S = 0.0250 ksf, Tributary Width = 0.50 ft, (DECK) Uniform Load : D = 0.1870 , Tributary Width = 1.0 ft, (R CONC FIRE PIT) DESIGN SUMMARY ■ • Maximum Bending Stress Ratio = 0.287 1 Maximum Shear Stress Ratio = 0.148 :1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 283.71 psi fv: Actual = 26.66 psi Fb: Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.750ft Location of maximum on span = 6.569ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 27837-360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.027 in Ratio = 3338 -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 Segment Length Span # M V Cd CF/V Ci 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 0.280 0.145 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.53 249.43 891.00 0.62 23.44 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.287 0.148 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.75 283.71 990.00 0.70 26.66 180.00 +D+S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.232 0.120 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.62 263.71 1138.50 0.65 24.78 207.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.222 0.115 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.69 275.14 1237.50 0.68 25.86 225.00 +D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.251 0.130 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.76 285.86 1138.50 0.71 26.86 207.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.094 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.92 149.66 1584.00 0.37 14.06 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-14 Maximum Forces & Stresses for Load Combinations Load Combination Max stress ratios Moment values cinear values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.180 0.093 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.75 284.35 1584.00 0.70 26.72 288.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.197 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.92 312.05 1584.00 0.77 29.33 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.072 0.037 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.71 114.74 1584.00 0.28 10.78 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0270 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 0.938 0.938 Overall MINimum 0.047 0.047 D Only 0.818 0.818 +D+L 0.931 0.931 +D+S 0.865 0.865 +D+0.750L+0.750S 0.938 0.938 +D+0.750L 0.903 0.903 +0.60 D 0.491 0.491 L Only 0.113 0.113 S Only 0.047 0.047 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 2-15 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi Load Combination ASCE 7-16 Fb- 900 psi Fc - Prll 1350 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.187) D(0.110639) L(0.07998) S(0.033325) 3-2x12 Span = 11.50 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0830, L = 0.060, S = 0.0250 ksf, Tributary Width = 1.333 ft, (DECK) Uniform Load : D = 0.1870 k/ft, Extent = 1.0 - > 3.0 ft, Tributary Width = 1.0 ft, (DECK) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.497: 1 Maximum Shear Stress Ratio = 0.202 : 1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb: Actual = 447.05psi fv: Actual = 36.42 psi Fb: Allowable = 900.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.414ft 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 0.037 in Ratio = 3723> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.103 in Ratio = 1344> 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 a ues Segment Length Span # M V Cd CF/V Ci 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 0.347 0.154 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.22 280.92 810.00 0.84 24.98 162.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.497 0.202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.54 447.05 900.00 1.23 36.42 180.00 +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 0.338 0.144 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.77 350.00 1035.00 1.00 29.74 207.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.360 0.149 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.21 405.43 1125.00 1.13 33.56 225.00 +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 0.442 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.62 457.46 1035.00 1.25 37.13 207.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.117 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.33 168.55 1440.00 0.51 14.99 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-15 Maximum Forces & Stresses for Load Combinations Load Combination Max stress ratios Moment values cinear values Segment Length Span # M V Cd CFN 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 = 11.50 ft 1 0.222 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.53 320.25 1440.00 0.96 28.47 288.00 +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 0.338 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 486.91 1440.00 1.34 39.75 288.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.090 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.02 129.22 1440.00 0.39 11.49 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.1026 5.666 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.434 1.190 Overall MINimum 0.192 0.192 D Only 0.945 0.701 +D+L 1.405 1.161 +D+S 1.137 0.893 +D+0.750L+0.750S 1.434 1.190 +D+0.750L 1.290 1.046 +0.60D 0.567 0.421 L Only 0.460 0.460 S Only 0.192 0.192 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 2-16 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi Load Combination ASCE 7-16 Fb- 900.0 psi Fc - Prll 1,350.0 psi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.7) S(0.88) .3 4x8 Span = 5.0 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx 580.Oksi Density D(0.7) 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 = 0.0120, L = 0.040 ksf, Tributary Width = 7.50 ft, (floor) Point Load : D = 0.70, S = 0.880 k @ 0.50 ft, (rxn 3-4 above) Point Load : D = 0.70, S = 0.880 k @ 4.50 ft, (rxn 3-4 above) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.525 1 Maximum Shear Stress Ratio = 0.243 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 613.96psi fv: Actual = 43.75 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 = 2.500ft 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 0.024 in Ratio = 2514> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.046 in Ratio = 1316> 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 CFN Ci 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 0.235 0.062 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.63 247.05 1053.00 0.17 10.10 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.525 0.243 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.57 613.96 1170.00 0.74 43.75 180.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.312 0.049 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.07 419.26 1345.50 0.17 10.10 207.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.357 0.157 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.33 522.24 1462.50 0.60 35.34 225.00 +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 = 5.0 ft 1 0.484 0.171 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.66 651.39 1345.50 0.60 35.34 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-16 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Length = 5.0 ft 1 0.079 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.150 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.362 0.126 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.061 0.016 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Moment Values - M fb F'b 0.38 148.23 1872.00 0.00 0.72 281.64 1872.00 0.00 1.73 677.33 1872.00 0.00 0.29 113.64 1872.00 Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0456 2.518 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.148 2.148 Overall MINimum 0.880 0.880 D Only 0.925 0.925 +D+L 1.675 1.675 +D+S 1.805 1.805 +D+0.750L+0.750S 2.148 2.148 +D+0.750L 1.488 1.488 +0.60D 0.555 0.555 L Only 0.750 0.750 S Only 0.880 0.880 Shear Values V fv F'v 0.10 6.06 288.00 0.00 0.00 0.00 0.19 11.51 288.00 0.00 0.00 0.00 0.62 36.40 288.00 0.00 0.00 0.00 0.08 4.64 288.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.22.5.16 DESCRIPTION: 2-17 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2325 psi Load Combination ASCE 7-16 Fb- 2325 psi Fc - Prll 2050 psi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling W(3.603) E(3.753) D(0.09) W(-3.603) E(-3.753) 3.5x14.0 Span = 11.50 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E: Modulus of Elasticity Ebend-xx 1550ksi Eminbend - xx 787.815 ksi 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 = 0.6667 ft, (floor) Uniform Load : D = 0.060, L = 0.040 ksf, Tributary Width = 0.6667 ft, (floor (garage)) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (wall) Point Load : W = 3.603, E = 3.753 k @ 0.250 ft, (ot 1) Point Load : W =-3.603, E _ -3.753 k @ 7.250 ft, (ot 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.260. 1 Maximum Shear Stress Ratio = Section used for this span 3.5x14.0 Section used for this span fb: Actual = 965.58psi fv: Actual = Fb: Allowable = 3,720.00psi Fv: Allowable = Load Combination +1.140D-0.70E Load Combination Location of maximum on span = 7.261 ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 8108> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.143 in Ratio = 966> 240 Span: 1 : +D-0.70E Max Upward Total Deflection -0.073 in Ratio = 1892> 240 Span: 1 : +0.60D+0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b D Only 0.00 Length = 11.50 ft 1 0.114 0.070 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.28 239.44 2092.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.50 ft 1 0.143 0.087 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.16 331.98 2325.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.50 ft 1 0.106 0.065 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.94 308.85 2906.25 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 11.50 ft 1 0.097 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.45 362.55 3720.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.144 : 1 3.5x14.0 71.19 psi 496.00 psi +1.140D-0.70E 10.367 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.64 19.50 279.00 0.00 0.00 0.00 0.88 27.04 310.00 0.00 0.00 0.00 0.82 25.16 387.50 0.00 0.00 0.00 1.11 33.90 496.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.5.16 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 2-17 Project File: _enercalc trib_210208.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb Length = 11.50 ft 1 0.217 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.70 808.36 +D+0.750L+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.041 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 151.57 +D+0.750L-0.45OW 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.195 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 726.85 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.121 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.30 451.71 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.193 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.85 719.20 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.123 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.36 457.35 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.260 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.20 965.58 +1.105D+0.750L+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.060 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.12 222.67 +1.105D+0.750L-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.227 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.05 844.66 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.164 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.80 608.93 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.219 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.76 814.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D-0.70E 1 0.1428 6.128 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.393 2.393 Overall MINimum -2.284 2.284 D Only 0.794 0.794 +D+L 1.100 1.100 +D+0.750L 1.024 1.024 +D+0.60W 2.109 -0.522 +D-0.60W -0.522 2.109 +D+0.750L+0.450W 2.010 0.037 +D+0.750L-0.45OW 0.037 2.010 +0.60D+0.60W 1.792 -0.840 +0.60D-0.60W -0.840 1.792 +D+0.70E 2.393 -0.806 +D-0.70E -0.806 2.393 +D+0.750L+0.5250E 2.223 -0.176 +D+0.750L-0.5250E -0.176 2.223 +0.60D+0.70E 2.075 -1.123 +0.60D-0.70E -1.123 2.075 L Only 0.307 0.307 W Only 2.193 -2.193 -W -2.193 2.193 E Only 2.284 -2.284 E Only * -1.0 -2.284 2.284 (c) ENERCALC INC 1983-2022 - Shear Values F'b V fv F'v 3720.00 1.95 59.79 496.00 0.00 0.00 0.00 0.00 3720.00 0.90 27.43 496.00 0.00 0.00 0.00 0.00 3720.00 1.81 55.37 496.00 0.00 0.00 0.00 0.00 3720.00 1.19 36.45 496.00 0.00 0.00 0.00 0.00 3720.00 1.70 51.98 496.00 0.00 0.00 0.00 0.00 3720.00 1.36 41.68 496.00 0.00 0.00 0.00 0.00 3720.00 2.33 71.19 496.00 0.00 0.00 0.00 0.00 3720.00 1.05 32.26 496.00 0.00 0.00 0.00 0.00 3720.00 2.09 63.92 496.00 0.00 0.00 0.00 0.00 3720.00 1.50 46.02 496.00 0.00 0.00 0.00 0.00 3720.00 1.89 57.92 496.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.22.7.14 DESCRIPTION: 1-1 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb- Fc - Prll Fc - Perp Fv Ft D(0.33) L(0.33) S(0.1375) D(033)L(022) D(0-33)L(0.22) 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx 950.Oksi Ebend-yy 1,600.0ksi Eminbend - yy 850.Oksi Density 31.210 pcf U 0( q D(0.33) L(022) o v v v o D(0.33) L(0.33) S(0.1375) D(W) 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 = 0.010 ksf, Extent = 0.0 - > 2.0 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 k/ft, Extent = 0.0 -->> 2.0 ft, Tributary Width = 1.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 2.0 - > 11.250 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.50 ft, (DECK) Point Load : D = 3.20, S = 4.0 k @ 0.0 ft, (RXN 3-1) Point Load : D = 2.790, L = 1.270, S = 0.530 k @ 7.250 ft, (RXN 2-1) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 11.50 ft, (floor) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Extent = 0.0 -->> 0.50 ft, Tributary Width = 5.50 ft, (DECK) Uniform Load : D = 0.060, L = 0.040 ksf, Extent = 0.0 - > 0.50 ft, Tributary Width = 5.50 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 5.0 - > 9.50 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Extent = 5.0 -->> 11.250 ft, Tributary Width = 5.50 ft, (DECK) Uniform Load : D = 0.060, L = 0.040 ksf, Extent = 5.0 - > 11.250 ft, Tributary Width = 5.50 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 9.50 - > 11.250 ft, Tributary Width = 18.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 9.50 - > 11.250 ft, Tributary Width = 20.0 ft, (ROOF) Point Load : D = 3.20, S = 4.0 k @ 9.0 ft, (RXN 3-1) Point Load : D = 2.880, L = 1.620, S = 0.470 k @ 0.50 ft, (RXN 2-1) Point Load : D = 4.120, L = 2.190, S = 0.710 k @ 5.0 ft, (RXN 2-1) Wood Beam LIC# : KW-06017385, Build:20.22.7.14 DESCRIPTION: 1-1 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 = 0.899. 1 Maximum Shear Stress Ratio = 0.743 : 1 5.5x16.5 Section used for this span 5.5x16.5 = 1,663.55psi fv: Actual = 196.77 psi = 1,850.00psi Fv: Allowable = 265.00 psi +D+L Load Combination +D+L = 11.250ft Location of maximum on span = 11.250ft = Span # 1 Span # where maximum occurs = Span # 1 0.057 in Ratio = 2353-360 Span: 2: L Only -0.003 in Ratio = 40631 >=360 Span: 1 : S Only 0.142 in Ratio = 947 -240 Span: 2 : +D+0.750L+0.750S -0.003 in Ratio = 40271 >=240 Span: 1 : +D+0.750L+0.750S Maximum Forces & Stresses for Load Combinations_ Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr D Only Length = 11.250 ft 1 0.584 0.474 0.90 1.000 1.00 1.00 Length = 11.250 ft 2 0.584 0.474 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 11.250 ft 1 0.899 0.743 1.00 1.000 1.00 1.00 Length = 11.250 ft 2 0.899 0.743 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length = 11.250 ft 1 0.580 0.462 1.15 1.000 1.00 1.00 Length = 11.250 ft 2 0.580 0.515 1.15 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 11.250 ft 1 0.645 0.527 1.25 1.000 1.00 1.00 Length = 11.250 ft 2 0.645 0.527 1.25 1.000 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 Length = 11.250 ft 1 0.793 0.653 1.15 1.000 1.00 1.00 Length = 11.250 ft 2 0.793 0.653 1.15 1.000 1.00 1.00 +0.60D 1.000 1.00 1.00 Length = 11.250 ft 1 0.197 0.160 1.60 1.000 1.00 1.00 Length = 11.250 ft 2 0.197 0.160 1.60 1.000 1.00 1.00 +1.140D 1.000 1.00 1.00 Length = 11.250 ft 1 0.374 0.304 1.60 1.000 1.00 1.00 Length = 11.250 ft 2 0.374 0.304 1.60 1.000 1.00 1.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 Length = 11.250 ft 1 0.605 0.496 1.60 1.000 1.00 1.00 Length = 11.250 ft 2 0.605 0.496 1.60 1.000 1.00 1.00 +0.460D 1.000 1.00 1.00 Length = 11.250 ft 1 0.151 0.123 1.60 1.000 1.00 1.00 Length = 11.250 ft 2 0.151 0.123 1.60 1.000 1.00 1.00 Overall Maximum Deflections Moment Values Cm C t CL M fb F'b 0.00 1.00 1.00 1.00 20.21 971.95 1665.00 1.00 1.00 1.00 20.21 971.95 1665.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 34.60 1,663.55 1850.00 1.00 1.00 1.00 34.60 1,663.55 1850.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 25.68 1,234.65 2127.50 1.00 1.00 1.00 25.68 1,234.65 2127.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 31.00 1,490.65 2312.50 1.00 1.00 1.00 31.00 1,490.65 2312.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 35.10 1,687.68 2127.50 1.00 1.00 1.00 35.10 1,687.68 2127.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 12.13 583.17 2960.00 1.00 1.00 1.00 12.13 583.17 2960.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 23.04 1,108.02 2960.00 1.00 1.00 1.00 23.04 1,108.02 2960.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 37.22 1,789.74 2960.00 1.00 1.00 1.00 37.22 1,789.74 2960.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 9.30 447.10 2960.00 1.00 1.00 1.00 9.30 447.10 2960.00 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L +D+0.750L+0.750S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750 L+0.750S +D+0.750L +0.60D L Only S Only 1 0.0531 4.651 +D+0.750L+0.750S 2 0.1425 6.473 Support notation : Far left is #1 Support 1 Support 2 Support 3 11.906 30.868 14.675 4.522 4.108 4.480 6.814 17.822 7.683 9.081 30.868 12.526 11.336 21.931 12.163 11.906 30.687 14.675 8.515 27.606 11.315 4.089 10.693 4.610 2.267 13.045 4.843 4.522 4.108 4.480 V 0.00 6.84 6.55 0.00 11.90 11.90 0.00 8.52 9.50 0.00 10.57 10.57 0.00 12.04 12.04 0.00 4.11 3.93 0.00 7.80 7.47 0.00 12.73 12.73 0.00 3.15 3.01 Shear Values fv F'v 0.00 0.00 113.11 238.50 113.11 238.50 0.00 0.00 196.77 265.00 196.77 265.00 0.00 0.00 140.77 304.75 157.07 304.75 0.00 0.00 174.65 331.25 174.65 331.25 0.00 0.00 199.00 304.75 199.00 304.75 0.00 0.00 67.87 424.00 67.87 424.00 0.00 0.00 128.95 424.00 128.95 424.00 0.00 0.00 210.38 424.00 210.38 424.00 0.00 0.00 52.03 424.00 52.03 424.00 Max. "+" Defl Location in Span -0.0034 10.496 0.0000 10.496 Values in KIPS Project Title: Engineer: Project ID: Project Descr: olUmn Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.7.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: UNDER 1-1 Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (Used for non -slender calculations) Exact Width in Allow Stress Modification Factors 5.50 Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 in12 Cf or Cv for Compressioi 1.0 Fb + 1000 psi Fv 180 psi Ix 76.255 in14 Cf or Cv for Tension 1.0 Fb - 1000 psi Ft 675 psi Iy 76.255 in14 Cm :Wet Use Factor 1.0 Fc - Prll 1500 psi Density 31.21 pcf Ct : Temperature Fact 1.0 Fc - Per p 625 psi Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1700 1700 1700 ksi Use Cr: Repetitive ? No Minimum 620 620 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 52.450 Ibs * Dead Load Factor AXIAL LOADS ... RXN 1-1: Axial Load at 8.0 ft, D = 17.820, L = 13.050, S = 4.110 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9370 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-1y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 30.922 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,090.93 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.460D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.759 0.5762 PASS O.Oft 0.0 PASS 8.0 ft +D+L 1.000 0.727 0.9370 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.680 0.6193 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.680 0.8660 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L 1.600 0.557 0.6840 PASS O.Oft 0.0 PASS 8.0 ft +0.60D 1.600 0.557 0.2652 PASS O.Oft 0.0 PASS 8.0 ft +1.140D 1.600 0.557 0.5039 PASS O.Oft 0.0 PASS 8.0 ft +1.105D+0.750L+0.750S 1.600 0.557 0.8067 PASS O.Oft 0.0 PASS 8.0 ft +0.460D 1.600 0.557 0.2033 PASS O.Oft 0.0 PASS 8.0 ft Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.078) L(0.26) j 2-1.75x14 Span = 7.50 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 = 6.50 ft, (floor) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.107 1 Maximum Shear Stress Ratio = 0.087 : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb: Actual = 249.44psi fv: Actual = 26.91 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 = 6.350ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 5996> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.020 in Ratio = 4612> 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 CFN Ci 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 0.028 0.022 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.55 57.56 2092.50 0.20 6.21 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.107 0.087 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.38 249.44 2325.00 0.88 26.91 310.00 +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 0.069 0.056 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.92 201.47 2906.25 0.71 21.73 387.50 +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 0.009 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.33 34.54 3720.00 0.12 3.73 496.00 +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 0.018 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 65.62 3720.00 0.23 7.08 496.00 +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 0.056 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 207.51 3720.00 0.73 22.38 496.00 +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:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-2 Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 Length = 7.50 ft 1 0.007 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 26.48 3720.00 0.09 2.86 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1 0.0195 3.777 Support notation : Far left is #1 Support1 Support 2 1.268 1.268 0.975 0.975 0.293 0.293 1.268 1.268 1.024 1.024 0.176 0.176 0.975 0.975 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS 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 3.5x14.0 Span =17.0ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1,550.0ksi Eminbend - xx 787.82 ksi Density 45.010 pcf D(0.29), L(0.98) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.333 ft, (floor) Point Load : D = 0.290, L = 0.980 k @ 13.0 ft, (RXN 1-2) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.257 1 3.5x14.0 = 597.00psi = 2,325.00psi +D+L = 12.781 ft = Span # 1 0.174 in Ratio = 0 in Ratio = 0.226 in Ratio = 0 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1173> 360 Span: 1 : L Only 0 <360 n/a 904> 240 Span: 1 : +D+L 0 <240 n/a = 0.146 : 1 3.5x14.0 = 45.40 psi 310.00 psi +D+L = 15.883 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues S Ke-a-r a ues Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.065 0.037 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.30 136.80 2092.50 0.34 10.40 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.257 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.69 597.00 2325.00 1.48 45.40 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.166 0.095 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.59 481.95 2906.25 1.20 36.65 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.022 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 82.08 3720.00 0.20 6.24 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.042 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 155.95 3720.00 0.39 11.86 496.00 +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 = 17.0 ft 1 0.133 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.73 496.32 3720.00 1.23 37.74 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-3 Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.017 0.010 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.60 62.93 3720.00 0.16 4.79 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.2257 9.058 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.888 1.560 Overall MINimum 0.684 1.203 D Only 0.204 0.358 +D+L 0.888 1.560 +D+0.750L 0.717 1.260 +0.60D 0.123 0.215 L Only 0.684 1.203 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 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 psi Load Combination ASCE 7-16 Fb- 900 psi Fc - Prll 1350 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf D(0.27) S(0.3375) D(0.27) S(0.3375) D(0.09) D(0.27) S(0.3375) D(0.09) D(0.111) L(0.37) D(0.09) D(0.078) L(0.26) D(0.078) L(0.26) D(0.111) L(0.37) Span = 8.0 ft Span = 7.250 ft Span = 3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.50 ft, (floor) Uniform Load : D = 0.010 ksf, Extent = 4.50 -->> 8.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 4.50 - > 8.0 ft, Tributary Width = 13.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 --» 2.0 ft, Tributary Width = 6.50 ft, (floor) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 2.0 --» 7.250 ft, Tributary Width = 9.250 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 = 13.50 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 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 = 13.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.658 1 4x12 = 651.50psi = 990.00psi +D+L = 8.000 ft = Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.017 in Ratio = 5661 > 360 0 in Ratio = 0 <360 0.024 in Ratio = 3576 -240 -0.002 in Ratio = 18857> 240 = 0.516 : 1 4x12 = 106.71 psi = 207.00 psi +D+0.750L+0.750S = 8.000 ft = Span # 1 Span: 2 : S Only n/a Span: 2 : +D+0.750L+0.750S Span: 3 : +D+0.750L+0.750S Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 1-4 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr D Only Length = 8.0 ft 1 0.384 0.311 0.90 1.100 1.00 1.00 Length = 7.250 ft 2 0.384 0.311 0.90 1.100 1.00 1.00 Length = 3.50 ft 3 0.290 0.311 0.90 1.100 1.00 1.00 +D+L 1.100 1.00 1.00 Length = 8.0 ft 1 0.658 0.496 1.00 1.100 1.00 1.00 Length = 7.250 ft 2 0.658 0.496 1.00 1.100 1.00 1.00 Length = 3.50 ft 3 0.444 0.496 1.00 1.100 1.00 1.00 +D+S 1.100 1.00 1.00 Length = 8.0 ft 1 0.505 0.418 1.15 1.100 1.00 1.00 Length = 7.250 ft 2 0.505 0.418 1.15 1.100 1.00 1.00 Length = 3.50 ft 3 0.396 0.418 1.15 1.100 1.00 1.00 +D+0.750L 1.100 1.00 1.00 Length = 8.0 ft 1 0.464 0.354 1.25 1.100 1.00 1.00 Length = 7.250 ft 2 0.464 0.354 1.25 1.100 1.00 1.00 Length = 3.50 ft 3 0.318 0.354 1.25 1.100 1.00 1.00 +D+0.750L+0.750S 1.100 1.00 1.00 Length = 8.0 ft 1 0.658 0.516 1.15 1.100 1.00 1.00 Length = 7.250 ft 2 0.658 0.516 1.15 1.100 1.00 1.00 Length = 3.50 ft 3 0.472 0.516 1.15 1.100 1.00 1.00 +0.60D 1.100 1.00 1.00 Length = 8.0 ft 1 0.129 0.105 1.60 1.100 1.00 1.00 Length = 7.250 ft 2 0.129 0.105 1.60 1.100 1.00 1.00 Length = 3.50 ft 3 0.098 0.105 1.60 1.100 1.00 1.00 +1.140D 1.100 1.00 1.00 Length = 8.0 ft 1 0.246 0.199 1.60 1.100 1.00 1.00 Length = 7.250 ft 2 0.246 0.199 1.60 1.100 1.00 1.00 Length = 3.50 ft 3 0.186 0.199 1.60 1.100 1.00 1.00 +1.105D+0.750L+0.750S 1.100 1.00 1.00 Length = 8.0 ft 1 0.496 0.389 1.60 1.100 1.00 1.00 Length = 7.250 ft 2 0.496 0.389 1.60 1.100 1.00 1.00 Length = 3.50 ft 3 0.357 0.389 1.60 1.100 1.00 1.00 +0.460D 1.100 1.00 1.00 Length = 8.0 ft 1 0.099 0.080 1.60 1.100 1.00 1.00 Length = 7.250 ft 2 0.099 0.080 1.60 1.100 1.00 1.00 Length = 3.50 ft 3 0.075 0.080 1.60 1.100 1.00 1.00 Overall Maximum Deflections Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Moment Values eat Cm C t CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.10 341.82 891.00 1.32 50.32 162.00 1.00 1.00 1.00 2.10 341.82 891.00 1.32 50.32 162.00 1.00 1.00 1.00 1.59 258.65 891.00 0.85 50.32 162.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.01 651.50 990.00 2.34 89.31 180.00 1.00 1.00 1.00 4.01 651.50 990.00 2.34 89.31 180.00 1.00 1.00 1.00 2.70 439.10 990.00 1.48 89.31 180.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.54 575.17 1138.50 2.27 86.52 207.00 1.00 1.00 1.00 3.54 575.17 1138.50 2.27 86.52 207.00 1.00 1.00 1.00 2.77 450.39 1138.50 1.47 86.52 207.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.53 574.08 1237.50 2.09 79.56 225.00 1.00 1.00 1.00 3.53 574.08 1237.50 2.09 79.56 225.00 1.00 1.00 1.00 2.42 393.99 1237.50 1.32 79.56 225.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.61 749.09 1138.50 2.80 106.71 207.00 1.00 1.00 1.00 4.61 749.09 1138.50 2.80 106.71 207.00 1.00 1.00 1.00 3.31 537.79 1138.50 1.78 106.71 207.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.26 205.09 1584.00 0.79 30.19 288.00 1.00 1.00 1.00 1.26 205.09 1584.00 0.79 30.19 288.00 1.00 1.00 1.00 0.95 155.19 1584.00 0.51 30.19 288.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.40 389.67 1584.00 1.51 57.36 288.00 1.00 1.00 1.00 2.40 389.67 1584.00 1.51 57.36 288.00 1.00 1.00 1.00 1.81 294.87 1584.00 0.97 57.36 288.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.83 784.99 1584.00 2.94 112.00 288.00 1.00 1.00 1.00 4.83 784.99 1584.00 2.94 112.00 288.00 1.00 1.00 1.00 3.48 564.95 1584.00 1.87 112.00 288.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.97 157.24 1584.00 0.61 23.15 288.00 1.00 1.00 1.00 0.97 157.24 1584.00 0.61 23.15 288.00 1.00 1.00 1.00 0.73 118.98 1584.00 0.39 23.15 288.00 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L +D+0.750L+0.750S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750 L+0.750S +D+0.750L +0.60D L Only S Only 1 0.0261 3.563 2 0.0243 3.838 3 0.0000 3.838 +D+0.750L+0.750S Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 1.127 6.956 6.118 0.808 0.079 2.361 2.116 0.254 0.325 3.280 2.907 0.370 1.127 5.820 5.073 0.700 0.404 5.641 5.022 0.623 0.985 6.956 6.118 0.808 0.926 5.185 4.531 0.617 0.195 1.968 1.744 0.222 0.802 2.539 2.166 0.330 0.079 2.361 2.116 0.254 Max. "+" Defl Location in Span 0.0000 0.000 0.0000 0.000 -0.0022 0.971 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 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 + 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(0.34) S(0.425) D(0.09) D(0.102) L(0.34) D(0.036) L(0.12) 5.5x12 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.0 ft, (floor) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 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 = 17.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.730 1 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 2,015.59psi fv: Actual = 140.99 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.151 in Ratio = 950> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.405 in Ratio = 355> 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 Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CF/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.430 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.22 929.45 2160.00 2.86 65.02 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.701 0.444 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.50 1,682.18 2400.00 5.18 117.67 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.589 0.373 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.87 1,624.91 2760.00 5.00 113.66 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.498 0.315 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.43 1,494.00 3000.00 4.60 104.51 331.25 +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 = 12.0 ft 1 0.730 0.463 1.15 1.000 1.00 1.00 1.00 1.00 1.00 22.17 2,015.59 2760.00 6.20 140.99 304.75 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-5 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values eat Segment Length Span # M V Cd CFN Ci 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 = 12.0 ft 1 0.145 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.13 557.67 3840.00 1.72 39.01 424.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.276 0.175 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.66 1,059.58 3840.00 3.26 74.12 424.00 +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 = 12.0 ft 1 0.550 0.349 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.25 2,113.18 3840.00 6.50 147.82 424.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.111 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.70 427.55 3840.00 1.32 29.91 424.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.4055 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.391 7.391 Overall MINimum 2.550 2.550 D Only 3.408 3.408 +D+L 6.168 6.168 +D+S 5.958 5.958 +D+0.750 L+0.750S 7.391 7.391 +D+0.750L 5.478 5.478 +0.60D 2.045 2.045 L Only 2.760 2.760 S Only 2.550 2.550 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2325 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2325 psi Ebend- xx 1550ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi 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(0.02) D(0.114) L(0.38) D(1.05) L(N82).W& 1-WJM4P) E(5.05) D(0.09) D(0.102) L(0.34) 3.5x14.0 Span = 12.0 ft r I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (floor) Point Load : D = 1.050, L = 1.820, S = 0.450, W = 2.090, E = 5.050 k @ 5.0 ft, (rxn 2-11) Point Load : W =-3.726, E = -3.484 k @ 5.0 ft, (OT (-)) Uniform Load : D = 0.010 ksf, Extent = 0.0 - > 5.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 5.0 ft, Tributary Width = 9.50 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 5.0 - > 12.0 ft, Tributary Width = 2.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.92a 1 Maximum Shear Stress Ratio = 0.544 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 2,157.59psi fv: Actual = 168.68 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.993ft 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 0.270 in Ratio = 532> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.393 in Ratio = 366> 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax Stress Ratios Moment Values - ewes 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 = 12.0 ft 1 0.328 0.189 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.54 685.91 2092.50 1.72 52.79 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.928 0.544 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.56 2,157.59 2325.00 5.51 168.68 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.308 0.171 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.85 823.46 2673.75 1.99 60.82 356.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.616 0.361 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.05 1,789.67 2906.25 4.56 139.71 387.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values ear a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.708 0.409 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.03 1,892.83 2673.75 4.76 145.74 356.50 +D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.104 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.68 385.99 3720.00 1.15 35.26 496.00 +D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.265 0.142 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.39 985.96 3720.00 2.30 70.32 496.00 +D+0.750L+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.421 0.255 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.91 1,564.63 3720.00 4.13 126.56 496.00 +D+0.750L-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.542 0.308 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.20 2,014.71 3720.00 4.99 152.86 496.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.448 0.267 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.89 1,667.79 3720.00 4.33 132.59 496.00 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.569 0.320 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.18 2,117.87 3720.00 5.19 158.88 496.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.035 0.029 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.23 128.73 3720.00 0.46 14.14 496.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.191 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.78 711.60 3720.00 1.61 49.20 496.00 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.300 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.64 1,117.02 3720.00 2.61 79.75 496.00 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.120 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 446.90 3720.00 1.33 40.60 496.00 +1.105D+0.750L+0.750S+0.5 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.596 0.335 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.12 2,216.16 3720.00 5.42 165.96 496.00 +1.105D+0.750L+0.750S-0.5, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.461 0.275 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.33 1,713.54 3720.00 4.46 136.60 496.00 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.175 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.20 650.60 3720.00 1.43 43.86 496.00 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.010 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.35 36.77 3720.00 0.39 11.90 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3933 5.781 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.679 4.555 Overall MINimum -0.914 -0.653 D Only 2.073 1.361 +D+L 6.679 4.555 +D+S 2.335 1.549 +D+0.750L+0.750S 5.724 3.897 +D+0.60W 1.500 0.952 +D-0.60W 2.645 1.770 +D+0.750L+0.450W 5.098 3.450 +D+0.750L-0.45OW 5.957 4.064 +0.60D+0.60W 0.671 0.408 +0.60D-0.60W 1.816 1.226 +D+0.70E 2.712 1.818 +D-0.70E 1.433 0.904 +D+0.750L+0.750S+0.5250E 6.204 4.240 +D+0.750L+0.750S-0.5250E 5.244 3.555 +0.60D+0.70E 1.883 1.273 +0.60D-0.70E 0.604 0.360 L Only 4.606 3.194 S Only 0.263 0.188 W Only -0.954 -0.682 -W 0.954 0.682 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 E Only * -1.0 -0.914 -0.653 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS 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 Load Combination ASCE 7-16 Fb- 900 psi Fc - Prll 1350 psi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.32) L(1.07) is 4x8 Span = 6.250 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf D(0.32) L(1.07) 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 = 9.50 ft, (floor) Point Load : D = 0.320, L = 1.070 k @ 0.0 ft, (RXN 2-12) Point Load : D = 0.320, L = 1.070 k @ 6.250 ft, (RXN 2-12) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.807 1 Maximum Shear Stress Ratio = 0.411 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 944.03psi fv: Actual = 73.94 psi Fb: Allowable = 1,170.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.125ft Location of maximum on span = 5.657ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio = 1016-360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.096 in Ratio = 781 > 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 CFN Ci 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 0.207 0.105 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.56 217.85 1053.00 0.29 17.06 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.807 0.411 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.41 944.03 1170.00 1.25 73.94 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.521 0.265 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.95 762.49 1462.50 1.01 59.72 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.070 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 130.71 1872.00 0.17 10.24 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.133 0.068 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 248.35 1872.00 0.33 19.45 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-7 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 6.250 ft 1 0.420 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.01 785.36 1872.00 1.04 61.51 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.054 0.027 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.26 100.21 1872.00 0.13 7.85 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.0959 3.148 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.934 2.934 Overall MINimum 2.258 2.258 D Only 0.676 0.676 +D+L 2.934 2.934 +D+0.750L 2.369 2.369 +0.60D 0.406 0.406 L Only 2.258 2.258 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 1-8 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS 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 = 5.750 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 2325 psi E : Modulus of Elasticity 2325 psi Ebend- xx 1550 ksi 2050 psi Eminbend - xx 787.815 ksi 800 psi 310 psi 1070 psi Density 45.01 pcf (1.07) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (floor) Point Load : D = 0.320, L = 1.070 k @ 0.0 ft, (RXN 2-12) Point Load : D = 0.320, L = 1.070 k @ 5.750 ft, (RXN 2-12) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.082 1 Maximum Shear Stress Ratio = 0.075 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 191.72psi fv: Actual = 23.28 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.875ft 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 0.007 in Ratio = 10176> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.009 in Ratio = 7827 -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 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 0.021 0.019 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.42 44.24 2092.50 0.18 5.37 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.082 0.075 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.83 191.72 2325.00 0.76 23.28 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.053 0.049 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.48 154.85 2906.25 0.61 18.81 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.007 0.006 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 26.55 3720.00 0.11 3.22 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.014 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.48 50.44 3720.00 0.20 6.13 496.00 +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 Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-8 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress a ios omen Values Shear Va ues Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length = 5.750 ft 1 0.043 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 159.50 3720.00 0.63 19.37 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.750 ft 1 0.005 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 20.35 3720.00 0.08 2.47 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0088 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 2.661 2.661 Overall MINimum 2.048 2.048 D Only 0.613 0.613 +D+L 2.661 2.661 +D+0.750L 2.149 2.149 +0.60D 0.368 0.368 L Only 2.048 2.048 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 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 E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.61) L(2.05) D(0.015996) L(0.05332) 3.5x14.0 Span = 16.50 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 = 1.333 ft, (floor) Point Load : D = 0.610, L = 2.050 k @ 9.50 ft, (RXN 2-12) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.587. 1 Maximum Shear Stress Ratio = 0.200 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,364.61 psi fv: Actual = 61.96 psi Fb: Allowable = 2,325.00psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.515ft Location of maximum on span = 15.356ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.333 in Ratio = 595> 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.432 in Ratio = 458> 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 o�v ment Values ear Va ue_s Segment Length Span # M V Cd CF/V Ci 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 0.150 0.051 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.98 313.29 2092.50 0.46 14.23 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.587 0.200 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.00 1,364.61 2325.00 2.02 61.96 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.379 0.129 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.50 1,101.78 2906.25 1.63 50.03 387.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.051 0.017 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 187.97 3720.00 0.28 8.54 496.00 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.096 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.40 357.15 3720.00 0.53 16.22 496.00 +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 = 16.50 ft 1 0.305 0.104 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.81 1,134.68 3720.00 1.68 51.52 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 JL LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-9 Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 +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 0.039 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 144.11 3720.00 0.21 6.55 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4317 8.611 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.700 2.103 Overall MINimum 1.310 1.620 D Only 0.391 0.483 +D+L 1.700 2.103 +D+0.750L 1.373 1.698 +0.60D 0.234 0.290 L Only 1.310 1.620 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 1-10 Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.61) L(2.05) D(0 17) 01 48 Span =7.0ft 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.333 ft, (floor) Point Load : D = 0.610, L = 2.050 k @ 0.50 ft, (RXN 2-12) Uniform Load : D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.738 1 Maximum Shear Stress Ratio = 0.291 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 863.46psi fv: Actual = 52.43 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 = 2.708ft Location of maximum on span = 6.412ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio = 1774-360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.113 in Ratio = 742> 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 CFN Ci 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 0.482 0.214 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.30 507.54 1053.00 0.59 34.60 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.738 0.291 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.21 863.46 1170.00 0.89 52.43 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.528 0.213 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.97 772.21 1462.50 0.81 47.97 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.163 0.072 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.78 304.52 1872.00 0.35 20.76 288.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.309 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.48 578.60 1872.00 0.67 39.44 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.4.26 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-10 Maximum Forces & Stresses for Load Combinations Load Combination Max 6tress a ios 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 Length = 7.0 ft 1 0.441 0.179 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.11 824.81 1872.00 0.87 51.61 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.125 0.055 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 233.47 1872.00 0.27 15.91 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.1131 3.347 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.308 1.028 Overall MINimum 2.090 0.333 D Only 1.217 0.695 +D+L 3.308 1.028 +D+0.750L 2.785 0.944 +0.60D 0.730 0.417 L Only 2.090 0.333 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.7.14 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 1-11 CONT CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2325 psi Load Combination ASCE 7-16 Fb - 2325 psi Fc - Prll 2050 psi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.02) Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 E: Modulus of Elasticity Ebend-xx 1550ksi Eminbend - xx 787.815 ksi Density 45.01 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 = 0.010 ksf, Tributary Width = 2.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 1.750 - > 4.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Extent = 1.750 -->> 4.0 ft, Tributary Width = 5.50 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 0.0 - > 1.750 ft, Tributary Width = 2.0 ft, (WALL) Point Load : W = 3.256, E = 2.334 k @ 1.750 ft, (OT 1) Load for Span Number 3 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.50 ft, (DECK) Load for Span Number 4 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.50 ft, (DECK) Point Load : W =-3.256, E = -2.334 k @ 1.0 ft, (OT 2) Wood Beam LIC# : KW-06017385, Build:20.22.7.14 DESCRIPTION: 1-11 CONT DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 = 0.080 1 Maximum Shear Stress Ratio = 0.129 : 1 3.5x14.0 Section used for this span 3.5x14.0 = 185.95psi fv: Actual = 40.05 psi = 2,325.00psi Fv: Allowable = 310.00 psi +D+L Load Combination +D+L = 4.000ft Location of maximum on span = 4.000ft = Span # 3 Span # where maximum occurs = Span # 3 0.001 in Ratio = 37579 -360 0 in Ratio = 0 <360 0.003 in Ratio = 15219 -240 -0.002 in Ratio = 31526 -240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFy Ci Cr D Only Length = 4.0 ft 1 0.012 0.027 0.90 1.000 1.00 1.00 Length = 4.0 ft 2 0.028 0.037 0.90 1.000 1.00 1.00 Length = 4.0 ft 3 0.042 0.067 0.90 1.000 1.00 1.00 Length = 4.0 ft 4 0.042 0.067 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 4.0 ft 1 0.032 0.059 1.00 1.000 1.00 1.00 Length = 4.0 ft 2 0.054 0.071 1.00 1.000 1.00 1.00 Length = 4.0 ft 3 0.080 0.129 1.00 1.000 1.00 1.00 Length = 4.0 ft 4 0.080 0.129 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length = 4.0 ft 1 0.011 0.026 1.15 1.000 1.00 1.00 Length = 4.0 ft 2 0.028 0.037 1.15 1.000 1.00 1.00 Length = 4.0 ft 3 0.042 0.068 1.15 1.000 1.00 1.00 Length = 4.0 ft 4 0.042 0.068 1.15 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 4.0 ft 1 0.021 0.040 1.25 1.000 1.00 1.00 Length = 4.0 ft 2 0.038 0.050 1.25 1.000 1.00 1.00 Length = 4.0 ft 3 0.055 0.090 1.25 1.000 1.00 1.00 Length = 4.0 ft 4 0.055 0.090 1.25 1.000 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 Length = 4.0 ft 1 0.024 0.047 1.15 1.000 1.00 1.00 Length = 4.0 ft 2 0.046 0.060 1.15 1.000 1.00 1.00 Length = 4.0 ft 3 0.067 0.109 1.15 1.000 1.00 1.00 Length = 4.0 ft 4 0.067 0.109 1.15 1.000 1.00 1.00 +D+0.60W 1.000 1.00 1.00 Length = 4.0 ft 1 0.023 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.042 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.037 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 4 0.020 0.080 1.60 1.000 1.00 1.00 +D-0.60W 1.000 1.00 1.00 Length = 4.0 ft 1 0.010 0.044 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.029 0.067 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.047 0.067 1.60 1.000 1.00 1.00 Length = 4.0 ft 4 0.047 0.067 1.60 1.000 1.00 1.00 +D+0.750L+0.450W 1.000 1.00 1.00 Length = 4.0 ft 1 0.028 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.045 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.045 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 4 0.026 0.080 1.60 1.000 1.00 1.00 +D+0.750L-0.450W 1.000 1.00 1.00 Length = 4.0 ft 1 0.012 0.015 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.015 0.063 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.061 0.072 1.60 1.000 1.00 1.00 Span: 4: L Only n/a Span: 4: +D+0.750L+0.750S-0.5250E Span: 4: +0.60D+0.60W Moment Values Shear Values Cm C t CL M fb F'b V 0.00 0.00 1.00 1.00 1.00 0.24 25.59 2092.50 0.24 1.00 1.00 1.00 0.56 59.29 2092.50 0.34 1.00 1.00 1.00 0.83 87.20 2092.50 0.61 1.00 1.00 1.00 0.83 87.20 2092.50 0.61 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.70 73.53 2325.00 0.59 1.00 1.00 1.00 1.20 126.08 2325.00 0.72 1.00 1.00 1.00 1.77 185.95 2325.00 1.31 1.00 1.00 1.00 1.77 185.95 2325.00 1.31 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.28 29.07 2673.75 0.30 1.00 1.00 1.00 0.73 76.12 2673.75 0.44 1.00 1.00 1.00 1.07 111.85 2673.75 0.79 1.00 1.00 1.00 1.07 111.85 2673.75 0.79 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.59 61.55 2906.25 0.51 1.00 1.00 1.00 1.04 109.38 2906.25 0.63 1.00 1.00 1.00 1.54 161.26 2906.25 1.13 1.00 1.00 1.00 1.54 161.26 2906.25 1.13 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.61 64.15 2673.75 0.55 1.00 1.00 1.00 1.16 122.00 2673.75 0.70 1.00 1.00 1.00 1.71 179.75 2673.75 1.26 1.00 1.00 1.00 1.71 179.75 2673.75 1.26 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.81 84.54 3720.00 1.29 1.00 1.00 1.00 1.49 156.13 3720.00 1.29 1.00 1.00 1.00 1.32 138.88 3720.00 0.74 1.00 1.00 1.00 0.72 75.99 3720.00 0.87 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.37 38.58 3720.00 0.70 1.00 1.00 1.00 1.02 107.39 3720.00 1.09 1.00 1.00 1.00 1.66 174.37 3720.00 0.87 1.00 1.00 1.00 1.66 174.37 3720.00 0.48 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.01 105.75 3720.00 1.29 1.00 1.00 1.00 1.61 169.07 3720.00 1.29 1.00 1.00 1.00 1.61 169.07 3720.00 0.92 1.00 1.00 1.00 0.91 95.88 3720.00 1.30 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.42 44.37 3720.00 0.25 1.00 1.00 1.00 0.52 54.47 3720.00 1.02 1.00 1.00 1.00 2.16 226.65 3720.00 1.17 fv 0.00 7.49 10.39 18.79 18.79 0.00 18.14 22.13 40.05 40.05 0.00 9.18 13.34 24.10 24.10 0.00 15.47 19.20 34.74 34.74 0.00 16.74 21.41 38.72 38.72 0.00 39.63 39.63 39.63 39.63 0.00 21.58 33.29 33.29 33.29 0.00 39.58 39.63 39.63 39.79 0.00 7.68 31.12 35.88 F'v 0.00 279.00 279.00 279.00 279.00 0.00 310.00 310.00 310.00 310.00 0.00 356.50 356.50 356.50 356.50 0.00 387.50 387.50 387.50 387.50 0.00 356.50 356.50 356.50 356.50 0.00 496.00 496.00 496.00 496.00 0.00 496.00 496.00 496.00 496.00 0.00 496.00 496.00 496.00 496.00 0.00 496.00 496.00 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: _enercalc trib_210208.ec6 LIC# : KW-06017385, Build:20.22.7.14 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 1-11 CONT Maximum Forces & Stresses for Load Combinations 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 = 4.0 ft 4 0.061 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.16 226.65 3720.00 0.92 35.88 496.00 +D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.029 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.03 108.36 3720.00 1.33 40.84 496.00 Length = 4.0 ft 2 0.049 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.73 181.70 3720.00 1.37 41.79 496.00 Length = 4.0 ft 3 0.049 0.084 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.73 181.70 3720.00 1.00 41.79 496.00 Length = 4.0 ft 4 0.031 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 114.37 3720.00 1.42 43.62 496.00 +D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.012 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 43.19 3720.00 0.26 7.87 496.00 Length = 4.0 ft 2 0.017 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 62.31 3720.00 1.06 32.32 496.00 Length = 4.0 ft 3 0.066 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 245.14 3720.00 1.27 38.95 496.00 Length = 4.0 ft 4 0.066 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 245.14 3720.00 1.05 38.95 496.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.020 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.71 74.30 3720.00 1.20 36.63 496.00 Length = 4.0 ft 2 0.039 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.39 146.38 3720.00 1.20 36.63 496.00 Length = 4.0 ft 3 0.031 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.10 115.17 3720.00 0.65 36.63 496.00 Length = 4.0 ft 4 0.022 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 80.81 3720.00 0.65 36.63 496.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.012 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.42 43.59 3720.00 0.84 25.80 496.00 Length = 4.0 ft 2 0.031 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.12 117.14 3720.00 1.01 31.04 496.00 Length = 4.0 ft 3 0.037 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.33 139.50 3720.00 0.68 31.04 496.00 Length = 4.0 ft 4 0.037 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.33 139.50 3720.00 0.40 31.04 496.00 +1.140D+0.70E 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 0.021 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 78.47 3720.00 1.16 35.41 496.00 Length = 4.0 ft 2 0.037 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.31 137.97 3720.00 1.16 35.41 496.00 Length = 4.0 ft 3 0.036 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.28 134.15 3720.00 0.72 35.41 496.00 Length = 4.0 ft 4 0.016 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 59.90 3720.00 0.91 35.41 496.00 +1.140D-0.70E 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 0.009 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 31.87 3720.00 0.48 14.84 496.00 Length = 4.0 ft 2 0.022 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.79 82.71 3720.00 0.97 29.55 496.00 Length = 4.0 ft 3 0.046 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 172.31 3720.00 0.87 29.55 496.00 Length = 4.0 ft 4 0.046 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 172.31 3720.00 0.46 29.55 496.00 +1.105D+0.750L+0.750S+0.5 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 0.028 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.99 103.81 3720.00 1.23 37.68 496.00 Length = 4.0 ft 2 0.048 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.70 178.15 3720.00 1.29 39.46 496.00 Length = 4.0 ft 3 0.048 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.70 178.15 3720.00 0.98 39.46 496.00 Length = 4.0 ft 4 0.036 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.28 134.23 3720.00 1.45 44.45 496.00 +1.105D+0.750L+0.750S-0.5, 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 0.011 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 40.67 3720.00 0.29 8.83 496.00 Length = 4.0 ft 2 0.021 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.75 78.31 3720.00 0.96 29.51 496.00 Length = 4.0 ft 3 0.065 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 243.59 3720.00 1.27 38.97 496.00 Length = 4.0 ft 4 0.065 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 243.59 3720.00 1.15 38.97 496.00 +0.460D+0.70E 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 0.016 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 61.07 3720.00 0.99 30.32 496.00 Length = 4.0 ft 2 0.033 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.16 121.40 3720.00 0.99 30.32 496.00 Length = 4.0 ft 3 0.025 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 93.84 3720.00 0.52 30.32 496.00 Length = 4.0 ft 4 0.018 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.65 68.08 3720.00 0.52 30.32 496.00 +0.460D-0.70E 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 0.010 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 37.52 3720.00 0.72 22.02 496.00 Length = 4.0 ft 2 0.027 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 98.98 3720.00 0.84 25.73 496.00 Length = 4.0 ft 3 0.030 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 113.02 3720.00 0.55 25.73 496.00 Length = 4.0 ft 4 0.030 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 113.02 3720.00 0.33 25.73 496.00 Overall Maximum Deflections Load Combination Span Max. "" DO Location in Span Load Combination Max. "+" DO Location in Span +D+0.750L-0.45OW 1 0.0010 1.975 +D+0.60W -0.0007 2.886 +D+0.60W 2 0.0021 1.924 0.0000 2.886 +D+0.750L+0.750S+0.5250E 3 0.0007 2.127 +D-0.60W -0.0003 3.443 +D+0.750L+0.750S-0.5250E 4 0.0032 2.177 0.0000 3.443 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06017385, Build:20.22.7.14 SOUND STRUCTURAL SOLUTIONS DESCRIPTION: 1-11 CONT Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.461 2.339 4.535 5.871 1.751 Overall MINimum 0.168 -1.984 -2.169 2.473 0.335 D Only 0.111 0.578 1.805 2.218 0.764 +D+L 0.437 1.736 3.847 4.730 1.629 +D+S 0.103 0.641 2.315 2.846 0.981 +D+0.750L+0.750S 0.349 1.494 3.719 4.572 1.575 +D+0.60W -0.029 1.768 3.106 0.148 0.484 +D-0.60W 0.251 -0.612 0.504 4.288 1.045 +D+0.750L+0.450W 0.250 2.339 4.312 2.549 1.202 +D+0.750L-0.45OW 0.461 0.554 2.361 5.654 1.623 +0.60D+0.60W -0.074 1.537 2.384 -0.739 0.178 +0.60D-0.60W 0.207 -0.843 -0.218 3.401 0.739 +D+0.70E -0.006 1.573 2.893 0.487 0.530 +D-0.70E 0.228 -0.417 0.717 3.949 0.999 +D+0.750L+0.750S+0.5250E 0.261 2.240 4.535 3.274 1.399 +D+0.750L+0.75OS-0.5250E 0.437 0.748 2.903 5.871 1.751 +0.60D+0.70E -0.051 1.342 2.171 -0.400 0.224 +0.60D-0.70E 0.184 -0.649 -0.005 3.062 0.693 L Only 0.326 1.158 2.042 2.511 0.865 S Only -0.008 0.063 0.511 0.627 0.216 W Only -0.234 1.984 2.169 -3.450 -0.468 -W 0.234 -1.984 -2.169 3.450 0.468 E Only -0.168 1.422 1.554 -2.473 -0.335 E Only * -1.0 0.168 -1.422 -1.554 2.473 0.335 Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Values in KIPS SOUND STRUCTURAL SOLUTIONS SS8 E N G I N E E R . GRAVITY ANALYSIS Overstrength Calculations 24113 56th Ave West - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-11 'OS' Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS 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 5.25x14.0 Span = 11.0 ft Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 2900 psi E : Modulus of Elasticity 2900 psi Ebend- xx 2200 ksi 2900 psi Eminbend - xx 1118.19ksi 750 psi 290 psi 2025psi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.250 ft, (floor) Uniform Load : D = 0.020, S = 0.0250 ksf, Extent = 5.50 - > 11.0 ft, Tributary Width = 13.0 ft, (roof) Uniform Load : D = 0.010 ksf, Extent = 5.50 -->> 11.0 ft, Tributary Width = 9.0 ft, (wall) Point Load : E = 26.50 k @ 5.50 ft, (OT) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio = 0.481 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 3,899.96psi fv: Actual = 223.38 psi Fb: Allowable = 4,640.00psi Fv: Allowable = 464.00 psi Load Combination +1.140D+0.70E Load Combination +1.140D+0.70E Location of maximum on span = 5.500ft Location of maximum on span = 9.836ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio = 3188>=1 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <1 n/a Max Downward Total Deflection 0.373 in Ratio = 354> 1 Span: 1 : +D+0.70E Max Upward Total Deflection -0.318 in Ratio = 415>=1 Span: 1 : +0.60D-0.70E Maximum Forces & Stresses for Load Combinations Load Combination Stress Ratios Moment Values ear a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.118 0.115 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.40 308.02 2610.00 1.47 29.91 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.224 0.204 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.28 649.61 2900.00 2.90 59.11 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.150 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.16 500.89 3335.00 2.43 49.55 333.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.155 0.143 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.05 563.54 3625.00 2.54 51.81 362.50 +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 = 11.0 ft 1 0.212 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.09 705.68 3335.00 3.26 66.54 333.50 Wood Beam LIC# : KW-06017385, Build:20.22.4.26 DESCRIPTION: 2-11 'OS' Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.040 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.64 +1.140D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.841 0.481 1.60 1.000 1.00 1.00 1.00 1.00 1.00 55.74 +1.140D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.698 0.431 1.60 1.000 1.00 1.00 1.00 1.00 1.00 46.29 +1.105D+0.750L+0.750S+0.5 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.730 0.456 1.60 1.000 1.00 1.00 1.00 1.00 1.00 48.43 +1.105D+0.750L+0.750S-0.5, 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.424 0.342 1.60 1.000 1.00 1.00 1.00 1.00 1.00 28.09 +0.460D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.798 0.438 1.60 1.000 1.00 1.00 1.00 1.00 1.00 52.92 +0.460D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 ft 1 0.741 0.417 1.60 1.000 1.00 1.00 1.00 1.00 1.00 49.11 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.70E 1 0.3728 5.540 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum -13.250 -13.250 Overall MINimum -13.250 -13.250 D Only 1.026 1.988 +D+L 2.841 3.803 +D+S 1.473 3.329 +D+0.750L+0.750S 2.722 4.355 +D+0.750L 2.387 3.350 +0.60D 0.615 1.193 +D+0.70E 10.301 11.263 +D-0.70E -8.249 -7.287 +D+0.750L+0.750S+0.5250E 9.678 11.311 +D+0.750L+0.750S-0.5250E -4.234 -2.601 +0.60D+0.70E 9.890 10.468 +0.60D-0.70E -8.660 -8.082 L Only 1.815 1.815 S Only 0.447 1.341 E Only 13.250 13.250 E Only' -1.0 -13.250 -13.250 0.00 184.81 4640.00 0.00 3,899.96 4640.00 0.00 3,238.81 4640.00 0.00 3,388.38 4640.00 0.00 1,965.70 4640.00 0.00 3,702.78 4640.00 0.00 3,436.00 4640.00 V 0.00 0.88 0.00 10.95 0.00 9.80 0.00 10.37 0.00 7.78 0.00 9.95 0.00 9.49 Shear Values fv F'v 0.00 0.00 17.95 464.00 0.00 0.00 223.38 464.00 0.00 0.00 200.06 464.00 0.00 0.00 211.64 464.00 0.00 0.00 158.85 464.00 0.00 0.00 203.04 464.00 0.00 0.00 193.63 464.00 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:20.22.5.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-17 'OS' 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 2,325.0 psi E: Modulus of Elasticity 2,325.0psi Ebend-xx 1,550.0ksi 2,050.0 psi Eminbend - xx 787.82 ksi 800.0 psi 310.0 psi 1,070.0psi Density 45.010pcf 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 = 0.6667 ft, (floor) Uniform Load : D = 0.060, L = 0.040 ksf, Tributary Width = 0.6667 ft, (floor (garage)) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (wall) Point Load : E = 3.753 k @ 0.250 ft, (ot 1) Point Load : W =-3.603, E = -7.217 k @ 7.250 ft, (ot 1) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4421 Maximum Shear Stress Ratio = 0.238 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 1,645.71 psi fv: Actual = 117.98 psi Fb: Allowable = 3,720.00psi Fv: Allowable = 496.00 psi Load Combination +1.140D-0.70E Load Combination +1.140D-0.70E Location of maximum on span = 7.261 ft Location of maximum on span = 10.367 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 8108-360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.241 in Ratio = 572 > 240 Span: 1 : +D-0.70E Max Upward Total Deflection -0.171 in Ratio = 806> 240 Span: 1 : +0.60D+0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci 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 0.114 0.070 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.28 239.44 2092.50 0.64 19.50 279.00 +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 0.143 0.087 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.16 331.98 2325.00 0.88 27.04 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.106 0.065 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.94 308.85 2906.25 0.82 25.16 387.50 +D+0.60W 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 0.103 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 383.45 3720.00 1.15 35.34 496.00 +D-0.60W 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:20.22.5.16 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION: 2-17 'OS' Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a uesShear Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 11.50 ft 1 0.223 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.90 829.27 3720.00 2.00 61.22 496.00 +D+0.750L+0.450W 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 0.045 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 167.25 3720.00 0.86 26.35 496.00 +D+0.750L-0.45OW 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 0.200 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.08 742.69 3720.00 1.84 56.45 496.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.127 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.50 472.62 3720.00 1.24 37.89 496.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.199 0.108 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.05 740.11 3720.00 1.75 53.42 496.00 +1.140D+0.70E 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 0.306 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.84 1,137.48 3720.00 2.89 88.47 496.00 +1.140D-0.70E 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 0.442 0.238 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.68 1,645.71 3720.00 3.85 117.98 496.00 +1.105D+0.750L+0.5250E 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 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.98 732.77 3720.00 2.05 62.91 496.00 +1.105D+0.750L-0.5250E 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 0.364 0.200 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.91 1,354.63 3720.00 3.23 99.02 496.00 +0.460D+0.70E 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 0.347 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.28 1,289.06 3720.00 3.03 92.81 496.00 +0.460D-0.70E 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 0.402 0.211 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.24 1,494.14 3720.00 3.42 104.72 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D-0.70E 1 0.2410 6.170 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.623 4.468 Overall MINimum -1.004 4.468 D Only 0.794 0.794 +D+L 1.100 1.100 +D+0.750L 1.024 1.024 +D+0.60W -0.005 -0.569 +D-0.60W 1.592 2.156 +D+0.750L+0.450W 0.424 0.001 +D+0.750L-0.45OW 1.623 2.046 +0.60D+0.60W -0.323 -0.887 +0.60D-0.60W 1.275 1.839 +D+0.70E 1.496 -2.334 +D-0.70E 0.091 3.921 +D+0.750L+0.5250E 1.551 -1.322 +D+0.750L-0.5250E 0.496 3.369 +0.60D+0.70E 1.179 -2.652 +0.60D-0.70E -0.227 3.604 L Only 0.307 0.307 W Only -1.332 -2.271 -W 1.332 2.271 E Only 1.004 -4.468 E Only * -1.0 -1.004 4.468 Wood Beam LIC# : KW-06017385, Build:20.22.7.14 DESCRIPTION: 1-11 'OS' CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 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 E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,325.0 psi Ebend- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82 ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45.010pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.02) 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 = 0.010 ksf, Tributary Width = 2.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 1.750 - > 4.0 ft, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Extent = 1.750 -->> 4.0 ft, Tributary Width = 5.50 ft, (DECK) Uniform Load : D = 0.010 ksf, Extent = 0.0 - > 1.750 ft, Tributary Width = 2.0 ft, (WALL) Point Load : E = 4.488 k @ 1.750 ft, (OT 1) Load for Span Number 3 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.50 ft, (DECK) Load for Span Number 4 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.060, L = 0.060, S = 0.0250 ksf, Tributary Width = 5.50 ft, (DECK) Point Load : E = -4.488 k @ 1.0 ft, (OT 2) Wood Beam LIC# : KW-06017385, Build:20.22.7.14 DESCRIPTION: 1-11 'OS' DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Project Title: Engineer: Project ID: Project Descr: Project File: _enercalc trib_210208.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 = 0.080 1 Maximum Shear Stress Ratio = 0.129 : 1 3.5x14.0 Section used for this span 3.5x14.0 = 185.95psi fv: Actual = 40.05 psi = 2,325.00psi Fv: Allowable = 310.00 psi +D+L Load Combination +D+L = 4.000ft Location of maximum on span = 4.000ft = Span # 3 Span # where maximum occurs = Span # 3 0.001 in Ratio = 37579 -360 0 in Ratio = 0 <360 0.004 in Ratio = 12220 -240 -0.003 in Ratio = 18546 -240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFy Ci Cr D Only Length = 4.0 ft 1 0.012 0.027 0.90 1.000 1.00 1.00 Length = 4.0 ft 2 0.028 0.037 0.90 1.000 1.00 1.00 Length = 4.0 ft 3 0.042 0.067 0.90 1.000 1.00 1.00 Length = 4.0 ft 4 0.042 0.067 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 4.0 ft 1 0.032 0.059 1.00 1.000 1.00 1.00 Length = 4.0 ft 2 0.054 0.071 1.00 1.000 1.00 1.00 Length = 4.0 ft 3 0.080 0.129 1.00 1.000 1.00 1.00 Length = 4.0 ft 4 0.080 0.129 1.00 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length = 4.0 ft 1 0.011 0.026 1.15 1.000 1.00 1.00 Length = 4.0 ft 2 0.028 0.037 1.15 1.000 1.00 1.00 Length = 4.0 ft 3 0.042 0.068 1.15 1.000 1.00 1.00 Length = 4.0 ft 4 0.042 0.068 1.15 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 4.0 ft 1 0.021 0.040 1.25 1.000 1.00 1.00 Length = 4.0 ft 2 0.038 0.050 1.25 1.000 1.00 1.00 Length = 4.0 ft 3 0.055 0.090 1.25 1.000 1.00 1.00 Length = 4.0 ft 4 0.055 0.090 1.25 1.000 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 Length = 4.0 ft 1 0.024 0.047 1.15 1.000 1.00 1.00 Length = 4.0 ft 2 0.046 0.060 1.15 1.000 1.00 1.00 Length = 4.0 ft 3 0.067 0.109 1.15 1.000 1.00 1.00 Length = 4.0 ft 4 0.067 0.109 1.15 1.000 1.00 1.00 +0.60D 1.000 1.00 1.00 Length = 4.0 ft 1 0.004 0.009 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.010 0.013 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.014 0.023 1.60 1.000 1.00 1.00 Length = 4.0 ft 4 0.014 0.023 1.60 1.000 1.00 1.00 +1.140D+0.70E 1.000 1.00 1.00 Length = 4.0 ft 1 0.033 0.121 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.064 0.121 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.053 0.121 1.60 1.000 1.00 1.00 Length = 4.0 ft 4 0.034 0.121 1.60 1.000 1.00 1.00 +1.140D-0.70E 1.000 1.00 1.00 Length = 4.0 ft 1 0.018 0.080 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.049 0.103 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.064 0.103 1.60 1.000 1.00 1.00 Length = 4.0 ft 4 0.064 0.103 1.60 1.000 1.00 1.00 +1.105D+0.750L+0.750S+0.5 1.000 1.00 1.00 Length = 4.0 ft 1 0.037 0.113 1.60 1.000 1.00 1.00 Length = 4.0 ft 2 0.060 0.113 1.60 1.000 1.00 1.00 Length = 4.0 ft 3 0.060 0.113 1.60 1.000 1.00 1.00 Span: 4: L Only n/a Span: 4: +D+0.750L+0.750S-0.5250E Span: 4: +0.60D+0.70E Moment Values Shear Values Cm C t CL M fb F'b V 0.00 0.00 1.00 1.00 1.00 0.24 25.59 2092.50 0.24 1.00 1.00 1.00 0.56 59.29 2092.50 0.34 1.00 1.00 1.00 0.83 87.20 2092.50 0.61 1.00 1.00 1.00 0.83 87.20 2092.50 0.61 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.70 73.53 2325.00 0.59 1.00 1.00 1.00 1.20 126.08 2325.00 0.72 1.00 1.00 1.00 1.77 185.95 2325.00 1.31 1.00 1.00 1.00 1.77 185.95 2325.00 1.31 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.28 29.07 2673.75 0.30 1.00 1.00 1.00 0.73 76.12 2673.75 0.44 1.00 1.00 1.00 1.07 111.85 2673.75 0.79 1.00 1.00 1.00 1.07 111.85 2673.75 0.79 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.59 61.55 2906.25 0.51 1.00 1.00 1.00 1.04 109.38 2906.25 0.63 1.00 1.00 1.00 1.54 161.26 2906.25 1.13 1.00 1.00 1.00 1.54 161.26 2906.25 1.13 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.61 64.15 2673.75 0.55 1.00 1.00 1.00 1.16 122.00 2673.75 0.70 1.00 1.00 1.00 1.71 179.75 2673.75 1.26 1.00 1.00 1.00 1.71 179.75 2673.75 1.26 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.15 15.36 3720.00 0.15 1.00 1.00 1.00 0.34 35.57 3720.00 0.20 1.00 1.00 1.00 0.50 52.32 3720.00 0.37 1.00 1.00 1.00 0.50 52.32 3720.00 0.37 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.18 123.97 3720.00 1.97 1.00 1.00 1.00 2.28 239.66 3720.00 1.97 1.00 1.00 1.00 1.86 195.58 3720.00 1.15 1.00 1.00 1.00 1.22 127.84 3720.00 1.15 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.63 66.46 3720.00 1.29 1.00 1.00 1.00 1.75 184.10 3720.00 1.66 1.00 1.00 1.00 2.28 239.60 3720.00 1.18 1.00 1.00 1.00 2.28 239.60 3720.00 0.68 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.31 137.93 3720.00 1.84 1.00 1.00 1.00 2.14 224.23 3720.00 1.84 1.00 1.00 1.00 2.14 224.23 3720.00 1.21 fv 0.00 7.49 10.39 18.79 18.79 0.00 18.14 22.13 40.05 40.05 0.00 9.18 13.34 24.10 24.10 0.00 15.47 19.20 34.74 34.74 0.00 16.74 21.41 38.72 38.72 0.00 4.49 6.24 11.27 11.27 0.00 60.22 60.22 60.22 60.22 0.00 39.64 50.90 50.90 50.90 0.00 56.28 56.28 56.28 F'v 0.00 279.00 279.00 279.00 279.00 0.00 310.00 310.00 310.00 310.00 0.00 356.50 356.50 356.50 356.50 0.00 387.50 387.50 387.50 387.50 0.00 356.50 356.50 356.50 356.50 0.00 496.00 496.00 496.00 496.00 0.00 496.00 496.00 496.00 496.00 0.00 496.00 496.00 496.00 496.00 0.00 496.00 496.00 496.00 Wood Beam LIC# : KW-06017385, Build:20.22.7.14 DESCRIPTION: 1-11 'OS' Project Title: Engineer: Project ID: Project Descr: SOUND STRUCTURAL SOLUTIONS Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFv Ci Cr Length = 4.0 ft 4 0.023 0.113 1.60 1.000 1.00 1.00 1 +1.105D+0.750L+0.750S-0.5, 1.000 1.00 1.00 1 Length = 4.0 ft 1 0.015 0.024 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 2 0.029 0.092 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 3 0.079 0.093 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 4 0.079 0.093 1.60 1.000 1.00 1.00 1 +0.460D+0.70E 1.000 1.00 1.00 1 Length = 4.0 ft 1 0.029 0.111 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 2 0.060 0.111 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 3 0.042 0.111 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 4 0.037 0.111 1.60 1.000 1.00 1.00 1 +0.460D-0.70E 1.000 1.00 1.00 1 Length = 4.0 ft 1 0.022 0.094 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 2 0.054 0.099 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 3 0.048 0.099 1.60 1.000 1.00 1.00 1 Length = 4.0 ft 4 0.048 0.099 1.60 1.000 1.00 1.00 1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span +D-0.70E 1 0.0014 2.228 +D+0.70E 2 0.0032 1.924 +D+0.750L+0.750S+0.5250E 3 0.0008 2.380 +D+0.750L+0.750S-0.5250E 4 0.0039 2.127 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+S +D+0.750 L+0.750S +D+0.750L +0.60D +D+0.70E +D-0.70E +D+0.750 L+0.750 S+0. 5250 E +D+0.750L+0.750S-0.5250E +0.60D+0.70E +0.60D-0.70E L Only S Only E Only E Only * -1.0 Cm Ct CL .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 .00 1.00 1.00 Project File: _enercalc trib_210208.ec6 (c) ENERCALC INC 1983-2022 Moment Values eat M fb F'b V fv F'v 0.82 86.42 3720.00 1.61 56.28 496.00 0.00 0.00 0.00 0.00 0.54 56.73 3720.00 0.39 11.96 496.00 1.02 106.77 3720.00 1.49 45.53 496.00 2.80 294.05 3720.00 1.50 46.01 496.00 2.80 294.05 3720.00 0.99 46.01 496.00 0.00 0.00 0.00 0.00 1.02 106.56 3720.00 1.80 55.12 496.00 2.13 223.09 3720.00 1.80 55.12 496.00 1.48 155.27 3720.00 0.80 55.12 496.00 1.30 136.02 3720.00 0.73 55.12 496.00 0.00 0.00 0.00 0.00 0.79 83.02 3720.00 1.53 46.82 496.00 1.91 200.67 3720.00 1.60 48.90 496.00 1.72 180.30 3720.00 0.86 48.90 496.00 1.72 180.30 3720.00 0.54 48.90 496.00 Load Combination +D+0.70E +D-0.70E Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 Support 5 0.519 2.929 5.289 7.069 1.914 0.323 -2.734 -2.989 4.756 0.645 0.111 0.578 1.805 2.218 0.764 0.437 1.736 3.847 4.730 1.629 0.103 0.641 2.315 2.846 0.981 0.349 1.494 3.719 4.572 1.575 0.355 1.446 3.336 4.102 1.413 0.067 0.347 1.083 1.331 0.459 -0.115 2.492 3.897 -1.111 0.313 0.337 -1.336 -0.288 5.547 1.216 0.180 2.929 5.289 2.076 1.236 0.519 0.059 2.150 7.069 1.914 -0.159 2.261 3.175 -1.998 0.007 0.292 -1.567 -1.010 4.660 0.910 0.326 1.158 2.042 2.511 0.865 -0.008 0.063 0.511 0.627 0.216 -0.323 2.734 2.989 -4.756 -0.645 0.323 -2.734 -2.989 4.756 0.645 Max. "+" Defl Location in Span -0.0012 2.886 0.0000 2.886 -0.0005 3.443 0.0000 3.443 Values in KIPS SOUND STRUCTURAL SOLUTIONS SS8 E N G I N E E R '. 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 „• •oo�x msx �" FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. ID FOOTING SIZE REINFORCEMENT WIDTH (Transverse) LENGTH (Longitude) THICKNESS LONGITUDE TRANSVERSE 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 F4 4'-0" 4'-0" 12" (4) #5's (4) #5's F--} Total Load 12,499 17,999 31,998 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 i 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 J Design Height Above Ftg ft = < 1.5! 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-# = 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 = 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 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 0.041 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 psi = 4.0 psi = 75.0 in2 = in = 5.75 psi = psi = psf = 100.0 = Medium Weight = ASD 4.0 10.3 75.0 75.0 5.75 5.75 100.0 100.0 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) 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 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 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 J 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 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 = Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc 3rd Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i 1 2 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 0.375 443.1 443.1 1,500.0 4,004.1 4,004.1 4,004.1 5.8 5.8 13.0 75.0 75.0 75.0 5.75 5.75 5.75 100.0 100.0 100.0 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 i 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 J Design Height Above Ftg ft = < 1.5! 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-# = 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 = OR Stem OK 1.67 Concrete LRFD 8.00 # 4 10.00 5.75 i 1 2 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 0.113 0.113 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 psi = 7.8 psi = 75.0 in2 = in = 5.75 psi = psi = psf = 100.0 = Medium Weight = ASD 7.8 16.0 75.0 75.0 5.75 5.75 100.0 100.0 psi = 2,500.0 2,500.0 2,500.0 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 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) 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 J 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 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 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 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 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 J 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 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 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 i 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 = < 1.5! 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 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 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 J 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 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 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 J 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 i 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 J Design Height Above Ftg ft = < 1.5! 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 = OR 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 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 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 J 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 fit 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 i 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 = < 1.5! 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 fit 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 J 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 i 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) 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 = 1,365.5 2.94 4,020.6 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 Soil Over HL (ab. water tbl) 4,167.1 3.67 15,281.4 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.67 15,281.4 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 = 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 = 437.6 0.58 255.4 Seismic Earth Load = 611.0 5.58 3,411.4 Surcharge Over Toe = = Stem Weight(s) = 1,250.0 1.58 1,979.6 - Earth @ Stem Transitions = Total = 2,793.2 O.T.M. = 11,533.9 Footing Weighs = 933.5 2.67 2,489.5 Key Weight = Resisting/Overturning Ratio = 2.24 Vert. Component = 1,094.6 5.33 5,838.6 Vertical Loads used for Soil Pressure = 8,917.8 Ibs Total = 7,882.8 Ibs R.M.= 25,844.4 " 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) 0.131 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 Soil Over HL (ab. water tbl) 4,167.1 3.67 15,281.4 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.67 15,281.4 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 117.3 5.58 654.6 Surcharge Over Heel = 125.0 3.67 458.4 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 = Seismic Earth Load = 458.3 5.58 2,558.6 Surcharge Over Toe = = Stem Weight(s) = 1,250.0 1.58 1,979.6 Earth @ Stem Transitions = Total = 2,757.7 O.T.M. = 11,335.7 Footing Weighs = 933.5 2.67 2,489.5 Key Weight = Resisting/Overturning Ratio = 2.30 Vert. Component = 1,094.6 5.33 5,838.6 Vertical Loads used for Soil Pressure = 8,605.1 Ibs Total = 7,570.1 Ibs R.M.= 26,047.5 " 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) 0.115 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) 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 = 595.5 1.94 1.157.9 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 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 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 Soil Over HL (ab. water tbl) 833.3 2.00 1,666.9 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.00 1,666.9 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 = 235.0 0.92 Added Lateral Load = ` Axial Live Load on Stem = 235.0 0.92 215.5 Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 166.7 2.92 486.3 Surcharge Over Toe = = Stem Weight(s) = 500.0 1.00 500.2 Earth @ Stem Transitions = Total = 762.2 O.T.M. = 1,644.2 Footing Weighs = 333.4 1.33 444.6 Key Weight = Resisting/Overturning Ratio = 2.07 Vert. Component = 298.7 2.67 796.6 Vertical Loads used for Soil Pressure = 2,200.4 Ibs Total = 1,965.4 Ibs R.M.= 3,408.3 " 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) 0.062 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 i 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) 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 = 817.2 2.28 1.861.3 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 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 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 Soil Over HL (ab. water tbl) 2,333.3 2.50 5,834.1 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.50 5,834.1 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 = 382.3 4.42 1,688.7 Surcharge Over Toe = = Stem Weight(s) = 800.0 1.00 800.3 Earth @ Stem Transitions = Total = 1,747.8 O.T.M. = 5,709.2 Footing Weighs = 458.4 1.83 840.4 Key Weight = Resisting/Overturning Ratio = 1.75 Vert. Component = 684.9 3.67 2,511.7 Vertical Loads used for Soil Pressure = 4,276.7 Ibs Total = 4,276.7 Ibs R.M.= 9,986.5 " 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) 0.122 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 SS8 E N G I N E E R '. 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