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REVIEWED BLD2021-0111+Structural_Calculations+1.27.2021_11.39.51_AM+2013269RECEIVED Feb 01 2021 CITY YO ESERVIERVICES DEVELOPMENT W74 S:S] SOUND STRUCTURAL SOLUTIONS DEPARTMENT BLD2021-0111 E N G I N E E R S 15 Kisan Enterprise LLC Naeem Igbal Client (425) 776-2211 phone fax SSS # I s2005012 Project 22814 Edmonds Way C Identification 5 Unit Rowhouse Michel Design (2069302445) WAC 196-23-070 Section Engineering Calculations 1 Design Criteria 2 Wind & Earthquake Design 3 Framing Analysis 4 Foundation Design 5 Detail Calculations 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S DESIGN CRITERIA 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 DESIGN CRITERIA Governing Code 15 IBC Risk Category II Wind Design Data Basic Wind Speed (3 sec gust) mph 110 Surface Roughness B Wind Exposure Category B Earthquake Design Data Seismic Importance Factor, 1, 1.00 Site Classification D Short Period Acceleration, SS 1.263 1-Second Acceleration, S1 0.494 Seismic Design CategoryD Spectral Response Coefficient, Sps 0.842 Spectral Response Coefficient, SDI 0.496 Gravity Load Data Internal Pressure Coefficient +/- 0.18 Topographic Factor, KZt 1.00 Wind Importance Factor, I 1.00 Seismic Force Resisting System ITable 12.2-1: A-15 2010 Equiv. Lateral Force Procedure Response Modification Factor, R 6.5 6.5 Transverse Longitudinal Seismic Response Coefficient, CS 0.130 0.130 Transverse Longitudinal Seismic Base Shear, V 35864 Ibs Roofs: loads are psf Dead Live Snow Rafters' •Pitches <_ 8:12 15 0 25 Trusses (pitched) -Pitches <_ 8:12 Top Chord 10 0 25 Bottom Chord 5 0 0 Floors: loads are psf Dead Live Snow Joists' 12 40 0 Notes apply as called out in table above. 1 Rafters of sawn lumber or wood I -joists. 5 Joists of sawn lumber or wood I -joists. Soil Data Allowable Soil Bearin 2000 sf -ASCE ASCE 7 Hazards Report IVIENCAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEl 7-10 Elevation: 347.77 ft (NAVD 88) 22814 Edmonds Way Risk Category: 11 Latitude: 47.791835 Edmonds, Washington Soil Class: D - Stiff Soil Longitude: -122.358653 98020 r - 71 36 J k'w Lz� A J � .0 -"' - Ed d Bothell I S li oreh ii & in, P,r L JM r"' R 1 https://asce7hazardtool.online/ Page 1 of 3 Thu May 21 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.263 Sos 0.842 S, 0.494 Soy 0.496 Fa 1 TL 6 Fv 1.506 PGA: 0.51 SMs 1.263 PGA M : 0.51 SM, 0.744 FPCA 1 le : 1 Seismic Design Category D 14 MCER Response Spectrum 1-2 1-0 • 0.8 0-6 0.4 0-2 0 09 Design Response Spectrum 0_3 0.7 • 0.6 0.5 0.4 0.3 0.2 0.1 0 0 2 3 - - 7 0 - - Sa (g) vs T(s) Sa (g) vs T(s) Data Accessed: Thu May 21 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Thu May 21 2020 -ASCE® ZERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -parry content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu May 21 2020 - k. 1 'r Lu 1. �f .•'/ AEI �� b.•v/F } nQ Topographic Effects Distances below are measured from the base. Crest elev: 473 dist: 11669 Site elev: 357 dist: 8078 H/2 elev: 236.5 dist: 2640 Base elev: 0 dist: 0 UPwieVo I I -\ DOWNw«O L� Exposure Category B Height above local ground z= 30 ft Location Relative to Crest Downwd Hill Shape 2-D Rdg Height of Hill H= 473 ft -2p910CE �D AK 1 5Vn1 Distance upwind of the crest to where the Lh= 9029 ft difference in ground elevation is half of the height of the hill. x= 3591 ft Distance upwind (or downwind) from the crest to Wind Speed-up over Hills, Ridges, and Escarpments 1) The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature or 2 mi., whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. 2) The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi radius in any quadrant by a factor of two or 3) The structure is located as shown in Fig. 6-4 in the upper one-half of a hill or ridge or near the crest of an escarpment. 4) H/Lh > = 0.2 5) H is greater than or equal to 15 ft for Exposure C and D and 60 ft for Exposure B Topographic factor If site conditions and locations of structures do not meet all the conditions specified in Section 26.8.1 then KA = 1.0. Otherwise: Kzt= 1.10 K1= 0.07 K2= 0.73 K3= 0.99 Case Studies in Kzt Determination Controlled 2-mi True by: 2-mi True True H/Lh >= 0.05 False H = 473 True Kzt= 1.00 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S LATERAL ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Lateral Analysis s2005012 Number of Diaphragms Code General Design Criteria 3 15 IBC 2015 International Building code & 2010 ASCE7 Design Loads (Psf) Dead Live Snow Seismic Mass Roof 2 20 --- 25 20 Rf Deck 1 20 60 25 20 Floor 1 12 40 --- 12 Wall 7 --- --- 7 Wall 10 --- --- 10 Species of Framing Lumber Sheathing Type Shearwall Stud Spacing Risk Category Wind Design Criteria Wind Load Design Procedure Basic Wind Speed Surface Roughness Wind Exposure Category Topographic 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 Seis. Force Resisting System Response Modification Factor R Seismic Response Coefficient Cs Design Base Shear Overstrength Factor Deflection Amplification Factor Allowable Drift Limit HF OSB 16" oc II 2010 Envelope Procedure 110 mph B B Kzt: 1.00 Enclosed Building +/- 0.18 2010 Equiv. Lateral Force Procedure D SS 1.263 Sl 0.494 TL 6 SDS 0.84 Spl 0.50 D Table 12.2-1: A-15 Transverse Longitudinal 6.5 6.5 0.130 0.130 35864 35598 00 2.5 Cd 4 0.020 hsx sec. Ibs 200521 _SSSlateral_191230_s2005012 DC Building Orientation and Height Wall Lines A B C D E F G 1.1 1.2 2 3 4 5 6 7i = T Transverse o � J Trans C J Stories Number of Diaphragms 3 Building Height 32.25 Diaphragm 3 Framing ft 4.92 Story ft 8.00 Diaphragm 2 Framing ft 1.17 Story ft 9.00 Diaphragm 1 Framing ft 1.00 Story ft 8.17 Shrinkage 0.000 in 0.000 in 0.000 in NOTE: Wall Lines 1.1 and 1.2 are shown seperate to accommodate the high number of shearwall segments. Consider them to be a single wall line 1. �3 Distribution Diaphragm Wall VTX+, VD,, VT,, Wall LineLine Force from wall line above Trans 1.1 1.2 2 3 4 5 6 1.1 492 Wind 1.2 420 1743 2 739 Ibs 3 985 4 5 6 ,)AIti 492 1.1 420 1.2 739 2 985 3 4 5 6 I ?AIA 1.1 4422 4422 1.1 Seismic 1.2 3039 3039 1.2 16625 2 1981 1981 2 Ibs 3 7184 7184 3 4 4 5 5 6 6 16625 16625 Longit Wall VTX+, VAX VT,, Wnel A 711 711 A wind B 1327 1327 B 7662 C 1327 1327 C Ibs D E 1327 1283 1327 1283 D E F G 1053 635 7titi-) 1053 635 7AA? F G A 1577 1577 A Seismic B 3017 3017 B 16502 C 3015 3015 C Ibs D 3016 3016 D E 2896 2896 E F 2133 2133 F G 848 848 G 1.1 1 1.2 2 3 4 5 6 A I B I C I D I E I F I G 200521 _SSSlateral_191230_s2005012 DC 1 2 Distribution Diaphragm Trans Wall Wall VTX+, VD,, VT,, Wall Line 1.1 492 961 1452 1.1 Wind 1.2 420 821 1241 1.2 3406 2 2 739 1444 2183 2 Ibs 3 4 5 6 985 1924 2909 3 4 5 6 1.1 4422 2985 7407 1.1 Seismic 1.2 3039 2059 5098 1.2 11122 2 1981 1382 3363 2 Ibs 3 7184 4696 11880 3 4 4 5 5 6 6 Force from wall line above 1.1 1.2 2 3 4 5 6 492 420 739 985 1.1 1 1.2 2 3 4 5 6 4422 3039 1981 7184 16625 11122 27747 Longit Wall VTX+, VAX VT,, Wall A B C D E F G LinA Wind 13051 Ibs B C D E F G 711 1327 1327 1327 1283 1053 635 -7titi') 1139 2312 2312 2312 2237 1835 905 i -Inr-i 1850 3639 3639 3639 3520 2887 1539 I -n-71� A B C D E F G 711 1327 1327 1327 1283 1053 635 A 1577 1001 2578 A Seismic B 3017 2050 5067 B 11039 C 3015 2056 5071 C Ibs D 3016 2056 5072 D E 2896 1980 4876 E F 2133 1416 3549 F G 848 481 1329 G A B C D E F G 1577 3017 3015 3016 2896 2133 848 200521 _SSSlateral_191230_s2005012 DC 1 1 Distribution Diaphragm Wall Wall Trans VTX+, VD,, VT,, Line Line 1.1 1452 964 2416 1.1 Wind 1.2 1241 824 2065 1.2 3418 2 2183 1449 3632 2 Ibs 3 4 2909 1931 4840 3 4 5 6 1 1')GC'Z 5 6 77QF r,iti7 1.1 7407 1317 8723 1.1 Seismic 1.2 5098 891 5989 1.2 4889 2 3363 610 3972 2 Ibs 3 11880 2071 13951 3 4 4 5 5 6 6 Force from wall line above 1.1 1.2 2 3 4 5 6 1452 1241 2183 2909 1.1 1 1.2 2 3 4 5 6 7407 5098 3363 11880 27747 4889 32636 Longit Wall VTX+, VD),VT),Wnel A B C D E F G LinA wind 13319 Ibs B C D E F G 1850 3639 3639 3639 3520 2887 1539 -M712 1176 2387 2387 2387 2309 1894 778 1'1'210 3026 6026 6026 6026 5829 4781 2318 2d n'Z7 A B C D E F G 1850 3639 3639 3639 3520 2887 1539 A 2578 441 3019 A Seismic B 5067 904 5972 B 4853 C 5071 907 5978 C Ibs D 5072 907 5979 D E 4876 873 5749 E F 3549 625 4173 F G 1329 196 1525 G A B C D E F G 2578 5067 5071 5072 4876 3549 1329 200521 _SSSlateral_191230_s2005012 DC Wind Loads Wind Loads Help XPELWL Ridge Elevation 32.25 ft Eave Height 27.34 ft Mean Roof Height, h 29.795 ft Least Horizontal Dimension, LHD 30 ft Transverse Direction B Dimension 30 ft L Dimension 128 ft End Zone, 2a 6 ft Transverse Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 151 sq ft 75 sq ft 2 295 sq ft 0 sq ft 1 296 sq ft 0 sq ft Transverse Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 151 sq ft 75 sq ft 2 295 sq ft 0 sq ft 1 296 sq ft 0 sq ft XPELBD Longitudinal Direction (WW) B Dimension 128 ft L Dimension 30 ft End Zone, 2a 6 ft Longitudinal Direction (WW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 755 sq ft 133 sq ft 2 1215 sq ft 0 sq ft 1 1240 sq ft 0 sq ft Longitudinal Direction (LW) Roof Pitch 4 :12 LEVEL Wall Area Roof Area (Horiz Proj) (sq ft) 3 570 sq ft 296 sq ft 2 1215 sq ft 0 sq ft 1 1240 s"ft 0 sq ft Wind Variables XPELWV Basic Wind Speed, V 110 mph Topographic Factor,Kzt 1.00 Directionality Factor, Kd 0.85 Velocity Pres. Exp. Coeff. Kz 0.71 Gust Effect Factor, Gf 0.85 Velocity Pressure, g,, 18.77 psf Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF 2010 Envelone Procedure Direction Transverse Longitudinal SUM 14278 56720 Load Case 1 1 3 2906 12770 2 1 5677 1 21751 1 1 5696 1 22199 200521_SSSlateral_191230_s2005012 WF(2) Seismic Loads Yes Effective seismic weiaht at Story W XPELSL XPEESW Diaphragm 3 area (ft) height (ft) 4.92 Roof 1 3935 (Ibs) Mass (Ibs) 59025 unit weight (psf) trans - w, long - wx 15 74025 76553 Walls height (ft) 8 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 200 10 Wall 70 15 Wall 110 Mass (Ibs) 30000 unit weight (psf) 7 10 15 Wall 1 256 Wall 259 Wall 0 Mass (Ibs) 35056 Diaphragm 2 area (ft) height (ft) 1.17 Floor 1 3520 (Ibs) Mass (Ibs) 42240 unit weight (psf) trans - w, long - wx 12 106084 103376 Walls height (ft) 9 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 102 10 Wall 70 15 Wall 110 Mass (Ibs) 27576 unit weight (psf) 7 10 15 Wall 1 62 Wall 259 Wall 0 Mass (Ibs) 27216 Diaphragm 1 area (ft) height (ft) 1 Floor 1 3510 (Ibs) Mass (Ibs) 42120 unit weight (psf) trans - w, long - wx 12 96751 94881 Walls height (ft) 8.17 trans -wall (ft) H unit weight (psf) long -wall (ft) 7 Wall 1 141 10 Wall 70 15 Wall 110 Mass (Ibs) 27253 unit weight (psf) 7 10 15 Wall 1 35 Wall 259 Wall 0 Mass (Ibs) 23153 trans - w, long - wx Sum of Effective Seismic Weights (Ibs) 313640 313640 200521_SSSlateral_191230_s2005012 EF Mapped Spectral Accelerations XPEMSA Ss 1.263 Fa 1.000 Sps 0.84 S, 0.494 Fv 1.506 Sol 0.50 Seismic Design Category D Seismic Importance Factor IE 1.00 Seismic Use Group II Site Classification D 2010 Equiv. Lateral Force Procedure XPEELF Transverse Longitudinal Approximate Period Ct = 0.020 0.020 Parameters x= 0.75 0.75 Approximate Fundamental Period T= 0.271 sec 0.271 sec hn= 32.3 ft TL = 6 sec Transverse Longitudinal CS = 0.130 0.130 Ibs EQ 12.8-2 (Maximum) CS = 0.282 0.282 Ibs EQ 12.8-3 / 8.4 (Minimum) Cs = 0.037 0.037 Ibs EQ 12.8-5 (Minimum) CS = 0.010 0.010 Ibs EQ 12.8-5 (Minimum) Cs = 0.010 0.010 Ibs EQ 12.8-6 Calculation of Seismic Response Coefficient XPESRC Response Modification Coefficient and Seismic Response Coefficient Diaph. Trans Cs Mass V Long Cs Mass V 3 6.5 0.130 74025 9589 6.5 0.130 76553 9917 2 6.5 0.130 106084 13742 6.5 0.130 103376 13391 1 6.5 0.130 96751 12533 6.5 0.130 94881 12291 Base Shear, h, Vertical Distributionof Seismic Forces Transverse V = 35864 Ibs k= 1.00 Longitudinal V = 35598 Ibs Transverse Longitudinal Diaph. hx wX wXhXk CVX wX wXhXk CVX 3 32.251 91553 2952676 0.509 91553 2952676 0.509 2 19.334 102164 1975239 0.341 102164 1975239 0.341 1 9.167 1 94719 868292.4 0.150 1 94719 868292.4 0.150 5796207 5796207 Diaphragm Transverse 3 18270 Ibs 2 12222 Ibs 1 5373 Ibs SUM 35864 Longitudinal 18134 Ibs 12131 Ibs 5333 Ibs sum 35598 XPEVDS 200521_SSSlateral_191230_s2005012 EF Allowable Stress Desian Loads 2010 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 1743 7662 2 3406 13051 1 3418 13319 2010 Equiv. Lateral Force Procedure Seismic Load Combination (0.6 - 0.14SDS)D + 0.7pQE + H % of DL used in OT 48% Seismic Design Loads, Fx p = 1.30 Transverse 1.30 Longitudinal Diaphragm Force (Ibs) Force (Ibs) 3 16625 16502 2 11122 11039 1 4889 4853 Principle of Mechanics - cont. Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Shearwall calculations follow, where, Vx VD), VTx+1 VTx L V VF Max Tx VS w h dr d ra df dfa Twx+1 Twx Tex+1 Tex Total force in the diaphragm above story (x), pounds (Ibs) Percent of Vx tributary to the shearwalls (SW) in the wall line Force from the diaphragm above that transfers to the SW's, Ibs Force from the SW's above that transfers to the SW's, Ibs Total force in the SW's (VDx + VTx+1), Ibs Total length of SW's (7- w), feet (ft) Linear force in the SW's (VTx/L), pounds per foot (plf) Greater of v induced by wind or earthquake, plf 12.3.4.2 r=h 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 200521_SSSlateral_191230_s2005012 DL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1.1 3 Trans --- % vw VE W h dr dra df dfa Twx+j Twx Tex+1 Tex WIND SEISMIC VTx 492 4422 Wood Shrinkage v 13 116 v, amp'd 13 116 Cntrl'g 116 Max Tx 0 630 A (in) 0.009 0.085 0.94 6% 9 84 3.25 8 5 -77 548 1.00 20% 1 13 115 1 7.68 8 5 -255 630 0.98 7% 10 89 3.70 8 5 -93 572 0.92 5% 9 80 2.99 8 5 -68 531 1.00 21 % 13 116 8.05 8 5 -271 627 0.94 6% 9 83 3.21 8 5 -75 545 0.94 6% 9 83 3.23 8 5 -76 547 1.00 21 % 13 116 8.04 8 5 -271 628 L VF vs 43.61 116 116 0.96 7% 10 86 3.47 8 5 -85 560 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1.2 3 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 420 3039 Wood Shrinkage v 14 99 v, amp'd 14 99 Cntrl'g 99 Max Tx 0 441 A (in) 0.008 0.064 0.92 6% 8 61 2.99 8 5 -71 380 1.00 24% 1 12 89 8.05 8 5 -276 409 0.94 7% 9 64 3.21 1 8 5 1 -79 1 389 1.00 14% 11 79 5.54 8 5 -170 428 1.00 42% 14 99 13.00 8 5 -495 303 0.95 7% 9 65 3.33 8 1 -23 441 L VF VS 36.13 99 99 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 3 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 739 1981 Wood Shrinkage v 108 289 v, amp'd 112 301 Cntrl'g 301 Max Tx 765 2235 A (in) 0.155 0.308 0.96 50% 107 287 3.42 8 9 636 2119 0.96 50% 108 289 3.46 8 1 765 2235 L VF VS 6.88 289 301 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 3 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 985 7184 Wood Shrinkage v 33 239 v, amp'd 33 239 Cntrl'g 239 Max Tx 0 1649 A (in) 0.018 0.201 1.00 20% 31 225 6.29 8 5 -45 1567 1.00 23% 1 33 239 6.96 8 5 -62 1649 1.00 21% 32 232 6.61 1 8 5 1 -53 1 1607 1.00 23% 33 239 6.96 8 5 -62 1649 1.00 13% 26 191 4.80 8 5 -14 1346 L VF VS 31.61 239 239 200521 _SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1.1 2 Trans --- % V W VE W h dr dra df dfa Twx+1 Twx TeX+1 TeX WIND E-QUAKE VTx 1452 7407 Wood Shrinkage v 41 208 v, amp'd 41 208 Cntrl'g 208 Max Tx 152 2328 A (in) 0.056 0.280 0.90 5% 24 124 3.25 9 131 630 1675 1.00 21 % 40 204 7.68 9 152 630 2295 0.95 7% 1 27 135 3.70 1 9 139 630 1767 0.87 5% 23 117 2.99 9 1 1 126 630 1 1619 1.00 23% 41 208 8.05 9 150 630 2328 0.90 5% 24 123 3.21 9 130 630 1667 0.90 5% 24 124 3.23 9 131 630 1671 1.00 23% 41 208 8.04 9 150 630 2327 L V F vs 43.61 208 208 0.93 6% 25 130 3.47 9 135 630 1720 ! i Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1.2 2 Trans --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1241 5098 Wood Shrinkage v 47 191 v, amp'd 47 191 Cntrl'g 191 Max Tx 203 1990 A (in) 0.067 0.249 0.87 6% 26 108 2.99 9 155 441 1346 1.00 30% 47 191 8.05 9 202 441 1990 0.90 7% 1 28 113 3.21 9 161 441 1390 1.00 17% 39 159 5.54 9 198 441 1748 1.00 28% 46 187 7.67 9 203 441 1 1959 0.98 11 % 33 134 4.17 9 181 441 1558 L VF VS 31.63 191 191 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 2 Trans --- % V W VE W h dr dra df df, Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2183 3363 Wood Shrinkage v 262 404 v, amp'd 262 404 Cntrl'g 404 Max Tx 2898 5686 A (in) 0.255 0.288 1.00 100% 262 404 8.33 9 765 2898 2235 5686 L VF vs 8.33 404 404 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 df, Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 2909 11880 Wood Shrinkage v 90 368 v, amp'd 90 368 Cntrl'g 368 Max Tx 641 4823 A (in) 0.072 0.205 1.00 19% 90 368 6.30 9 641 1649 4823 0.90 7% 66 271 3.22 9 510 1649 4017 1.00 15% 1 84 343 5.29 9 614 1649 2976 0.90 7% 67 273 3.26 9 513 1649 4032 1.00 14% 82 336 5.04 9 1 1 605 1649 2918 0.91 7% 67 273 3.26 9 513 1649 4034 1.00 15% 84 343 5.29 9 614 1649 2976 1.00 13% 81 330 4.81 9 597 1649 4511 L VF VS 36.47 368 368 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1.1 1 1 Trans --- % V W VE W h dr dra df dfa Twx+1 Twx TeX+1 Tex WIND E-QUAKE VTx 2416 8723 Wood Shrinkage v 35 126 v, amp'd 35 126 Cntrl'g 126 Max Tx 0 2684 A (in) 0.020 0.066 1.00 33% 35 126 23.13 5 152 -20 2328 2680 1.00 33% 35 126 22.75 5 152 -15 2328 2684 1.00 34% 1 35 126 23.25 1 5 152 -22 2328 2679 L VF vs 69.13 126 126 LL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 1.2 1 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 2065 5989 Wood Shrinkage v 36 103 v, amp'd 36 103 Cntrl'g 103 Max Tx 33 2213 A (in) 0.020 0.048 1.00 38% 34 99 22.75 5 203 33 1990 2213 1.00 62% 36 103 36.13 5 203 -161 1990 2070 L VF VS 58.88 103 103 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 2 1 Trans --- % V W VE W h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 3632 3972 Wood Shrinkage v 436 477 v, amp'd 436 477 Cntrl'g 477 Max Tx 6254 9415 A (in) 0.274 0.232 1.00 100% 436 477 8.33 8.167 2898 6254 5686 9415 L VF vs 8.33 477 477 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift 3 1 1 Trans --- % vw VE w h dr dra df dfa Twx+1 Twx Tex+1 Tex WIND E-QUAKE VTx 4840 13951 Wood Shrinkage v 448 1002 v, amp'd 448 1002 Cntrl'g 1002 Max Tx 4261 12893 A (in) 0.145 0.281 1.00 41 % 348 1002 5.66 8.167 641 3341 4823 12893 1.00 14% 448 1291 1.50 8.167 641 4261 4823 15333 1.00 14% 1 448 1291 1.50 8.167 641 1 4261 4823 1 15333 1.00 14% 448 1291 1.50 8.167 641 4261 4823 15333 0.81 9% 184 530 2.33 8.167 641 2085 4823 9105 0.81 9% 184 530 2.33 8.167 641 1444 4823 4282 L VF vs 14.82 1002 1002 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 711 1577 Wood Shrinkage v 46 103 v, amp'd 46 103 Cntrl'g 103 Max Tx 182 654 A (in) 0.048 0.076 1.00 58% 46 103 8.83 8 160 654 1.00 42% 44 96 6.92 8 182 638 L VF vs 15.75 103 103 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+j Twx Tex+, Tex WIND E-QUAKE VTx 1327 3017 Wood Shrinkage v 49 111 v, amp'd 49 111 Cntrl'g 111 Max Tx 0 369 A (in) 0.044 0.069 1.00 100% 49 111 27.09 8 -258 369 L VF VS 27.09 111 111 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1327 3015 Wood Shrinkage v 51 116 v, amp'd 51 116 Cntrl'g 116 Max Tx 0 422 A (in) 0.046 0.072 1.00 100% 51 116 26.08 8 -219 422 L VF vs 26.08 116 116 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1327 3016 Wood Shrinkage v 49 111 v, amp'd 49 111 Cntrl'g 111 Max Tx 0 369 A (in) 0.044 0.069 1.00 100% 49 111 27.08 8 -258 369 L VF VS 27.08 111 111 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 1283 2896 Wood Shrinkage v 47 107 v, amp'd 47 107 Cntrl'g 107 Max Tx 0 334 A (in) 0.043 0.066 1.00 100% 47 107 27.07 8 -270 334 L VF vs 27.07 107 107 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 3 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1053 2133 Wood Shrinkage v 117 237 v, amp'd 117 237 Cntrl'g 237 Max Tx 720 1722 A (in) 0.125 0.180 1.00 100% 117 237 9.00 8 720 1722 L VF VS 9.00 237 237 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 3 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 635 848 Wood Shrinkage v 238 318 v, amp'd 272 363 Cntrl'g 363 Max Tx 1839 2493 A (in) 0.575 0.512 0.88 100% 238 318 2.67 8 1839 2493 L VF vs 2.67 318 363 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 2 Long --- % vW VE w h dr dra df dfa Twx+1 Twx TeX+, TeX WIND E-QUAKE VTx 1850 2578 Wood Shrinkage v 90 126 v, amp'd 90 126 Cntrl'g 126 Max Tx 441 1341 A (in) 0.107 0.115 1.00 100% 90 126 20.50 9 182 441 654 1341 L VF vs 20.50 126 126 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 2 Long --- % vw vE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3639 5067 Wood Shrinkage v 131 182 v, amp'd 131 182 Cntrl'g 182 Max Tx 0 800 A (in) 0.133 0.128 1.00 100% 131 182 27.83 9 9 -326 369 800 L VF VS 27.83 182 182 1 ELI I I I Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 2 Long --- % vW VE w h dr dra df dfa Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 3639 5071 Wood Shrinkage v 131 182 v, amp'd 131 182 Cntrl'g 182 Max Tx 0 854 A (in) 0.133 0.128 1.00 100% 131 182 27.83 9 9 -326 422 854 L VF vs 27.83 182 182 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 3639 5072 Wood Shrinkage v 134 187 v, amp'd 134 187 Cntrl'g 187 Max Tx 0 879 A (in) 0.137 0.132 1.00 100% 134 187 27.08 9 9 -253 369 879 L VF vs 27.08 187 187 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 2 Long --- % vw VE w h dr dra df dfa Twx+1 Twx TeX+, TeX WIND E-QUAKE VTx 3520 4876 Wood Shrinkage v 130 180 v, amp'd 130 180 Cntrl'g 180 Max Tx 0 779 A (in) 0.132 0.127 1.00 100% 130 180 27.08 9 9 -293 334 779 L VF vs 27.08 180 180 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 2 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 2887 3549 Wood Shrinkage v 321 394 v, amp'd 321 394 Cntrl'g 394 Max Tx 3121 4880 A (in) 0.299 0.267 1.00 100% 321 394 9.00 9 9 720 3121 1722 4880 L VF VS 9.00 394 394 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 2 Long --- % vW VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 1539 1329 Wood Shrinkage v 127 110 v, amp'd 127 110 Cntrl'g 110 Max Tx 2654 3216 A (in) 0.202 0.131 1.00 100% 127 110 12.13 9 1839 2654 2493 3216 L VF vs 12.13 127 110 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift Q 1 Long --- % vW VE w h dr dra df dfa Twx+1 Twx TeX+, TeX WIND E-QUAKE VTx 3026 3019 Wood Shrinkage v 150 150 v, amp'd 150 150 Cntrl'g 150 Max Tx 1176 2170 A (in) 0.163 0.121 1.00 100% 150 150 20.12 8.167 441 1176 1341 2170 L VF vs 20.12 150 150 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 6026 5972 Wood Shrinkage v 231 229 v, amp'd 231 229 Cntrl'g 229 Max Tx 544 1591 A (in) 0.221 0.156 1.00 100% 231 229 26.08 8.167 9 544 800 1591 L VF VS 26.08 231 229 EL Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C► 1 1 Long --- % vW VE w h dr dra df df, Twx+1 Twx Tex+, Tex WIND E-QUAKE VTx 6026 5978 Wood Shrinkage v 222 221 v, amp'd 222 221 Cntrl'g 221 Max Tx 422 1536 A (in) 0.211 0.149 1.00 100% 222 221 27.09 8.167 9 422 854 1536 L VF vs 27.09 222 221 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 6026 5979 Wood Shrinkage v 231 229 v, amp'd 231 229 Cntrl'g 229 Max Tx 543 1672 A (in) 0.221 0.157 1.00 100% 231 229 26.08 8.167 9 543 879 1672 L VF VS 26.08 231 229 200521_SSSlateral_191230_s2005012 FIR Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift E 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx TeX+, TeX WIND E-QUAKE VTx 5829 5749 Wood Shrinkage v 215 212 v, amp'd 215 212 Cntrl'g 212 Max Tx 363 1392 A (in) 0.204 0.143 1.00 100% 215 212 27.08 8.167 9 363 779 1392 L VF vs 27.08 215 212 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift F 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+, Tex WIND E-QUAKE VTx 4781 4173 Wood Shrinkage v 246 215 v, amp'd 246 215 Cntrl'g 215 Max Tx 4611 6213 A (in) 0.256 0.148 1.00 45% 239 209 9.00 8.167 9 3121 4611 4880 6213 1.00 55% 246 215 10.67 8.167 9 3121 1462 4880 1314 L VF VS 19.67 246 215 Wall Line Story (x) 1 Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift G 1 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 2318 1525 Wood Shrinkage v 345 227 v, amp'd 345 227 Cntrl'g 247 Max Tx 4323 4306 A (in) 0.318 0.178 1.00 57% 345 227 3.83 5 2654 4323 3216 4306 1.00 43% 1 318 209 3.13 5 2654 4198 3216 4225 L VF vs 6.96 345 247 200521_SSSlateral_191230_s2005012 FIR Shear Transfer Connections XPSTC Fasteners and Spacing 4-1 v M N ^� o O W O o M n Ln M Ln .--i o .--i Ln O� v 1.0 00 to N- ♦' a 11, M l0 W Ln .--i N to 01 .M-i ~ M .�-i 3 U, u CD u u C N 2x Plates 3x Plates f0 'O u M^. Ln 'fo M Q (D a- LO N ti U 3 x x x x .M.. -- t t - (n O Q = J 2 CO u v�i v m W `� m 3 u m Coti {/i T Z C C C On CO C C C J N Q Q Q u Q M O fo d VI d fn a O Q O Q Ln d 0 Q ro R tp fy f6 tp fu f0 +�+ y'� -0 E � E Ln E: co n d d 00 d _ O bo tl W (E .0 v7 (n in A 150 11 24 9 48 67 46 10 33 16 101 75 110 207 8 17 34 48 33 7 24 12 59 54 79 B 265 6 13 27 38 26 6 18 9 42 42 332 5 10 21 30 20 4 15 7 31 34 C 350 4 10 20 28 19 4 14 7 29 32 )2117026 D 450 3 8 16 22 15 3 11 5 21 25 E 600 2 6 12 16 11 2 8 4 15 18 780 2 4 9 12 8 2 6 3 11 14 900 1.5 4.0 8 11 7 1 5 2 10 12 18 15 22 935 1.5 3.5 7 10 7 1 5 2 9 12 17 14 21 F 1190 1.0 3.0 6 8 5.5 1 4 2 7 9 13 11 17 1250 1.0 2.5 5.5 8 5.5 1 3 2 7 9 13 11 16 1500 1.0 2.0 4.5 6.5 4.5 1 3 1 11 9 13 1750 0.5 2.0 4 5.5 3.5 0 2 1 t57 9 8 11 2000 0.5 1.5 3.5 5 3 0 2 1 8 7 10 Shearwall Capacities from SDPWS-2015 Table 4.3A Tabulated MINIMUM NOMINAL value Adjusted 3 V PANEL THICKNESS Nail or Staple size for HF @ Ga .2m (inch) based on 16" oc a 6 242 7/16" 8d @ 6"oc 260 242 15 4 353 7/16" 8d @ 4"oc 380 353 22 3 456 7/16" 8d @ 3"oc 490 456 28 2 595 7/16" 8d @ 2"oc 640 595 42 707 7/16" BOTH SIDES 8d @ 4"oc 760 707 44 911 7/16" BOTH SIDES 8d @ 3"oc 980 911 56 22 1190 7/16" BOTH SIDES 8d @ 2"oc 1280 1190 84 1432 15/32" BOTH SIDES 10d @ 2"oc 1540 1432 104 1618 19/32" BOTH SIDES 10d @ 2"oc 1740 1618 96 2139 Custom Custom 2300 2139 0 2232 Custom Custom 2400 2232 0 2325 Custom Custom 2500 2325 0 2418 Custom Custom 2600 2418 0 PF 558 APA Portal Frame See Detail PF 600 558 0 1. The above allowable capacities were reduced by 2 for ASD and are for Seismic loads. Allowable Wind loads are 1.4 2. Shears are permitted to greater. This office decreases the wind sheathing shear, v s, be increased 3. G=0.43 [1- demand by this factor rather than using the increased capacity. to values (0.5-0.43)] _ That way, only one set of capacities is needed for simplicity. shown for 0.93 15/32-inch sheathing... 200521 _SSSlateral_191230_s2005012 ST Shear Transfer Notes [1] TABLE 12N [pg109 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] [2] Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg88 NDS] for nominal lateral design values Ctn=0.83 [3] the A35 is used in loading condition 4 in an Fl direction of load according to Simpson designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg331 C-C-2017] [4] [5] for SPSF/HF Lateral(133/160) Z=130 Ibs [pg315 C-C-2017] [6] the H1 is used in an Fl loading according to Simpson designations for SPF/HF Lateral(133/160) Z=415 Ibs [pg315 C-C-2017] [7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF Lateral(133/160) Z=210 Ibs [pg269 C-C-2017] [8] TABLE 12E [pg97 NDS] Z=590 Ibs for a 1/2" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts required by design. [9] TABLE 12E [pg97 NDS] Z=860 Ibs for a 5/8" diameter bolt in 1-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] Sill plates resisting a design load greater than 350 plf shall not be less than a 3-inch nominal member. Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of bolts requiredby design. [10] TABLE 12E [pg97 NDS] Z=730 Ibs for a 1/2" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg11 NDS] [11] TABLE 12E [pg97 NDS] Z=1140 Ibs for a 5/8" diameter bolt in 2-1/2" side member of Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 11.3.1 [pg66 NDS] for wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pgll NDS] 200521 _SSSlate ral_191230_s2005012 ST Shear Wall Summary A Width SW vF Stressed vs Stressed Notes 1.1 3 43.61 A 6 116 77% 116 48% 1.2 3 36.13 A 6 99 66% 99 41 % 2 3 6.88 C 4 289 83% 301 85% 3 3 31.61 C 4 239 68% 239 68% A 3 15.75 A 6 103 69% 103 43% B 3 27.09 A 6 111 74% 111 46% C 3 26.08 A 6 116 77% 116 48% D 3 27.08 A 6 111 74% 111 46% E 3 27.07 A 6 107 71 % 107 44% F 3 9.00 C 4 237 68% 237 67% G 3 2.67 D 3 318 71 % 363 80% 1.1 2 43.61 B 6 208 79% 208 86% 1.2 2 31.63 B 6 191 72% 191 79% 2 2 8.33 D 3 404 90% 404 89% 3 2 36.47 D 3 368 82% 368 81 % A 2 20.50 A 6 126 84% 126 52% B 2 27.83 B 6 182 69% 182 75% C 2 27.83 B 6 182 69% 182 75% D 2 27.08 B 6 187 71 % 187 77% E 2 27.08 B 6 180 68% 180 74% F 2 9.00 D 3 394 88% 394 87% G 2 12.13 A 6 127 85% 110 45% 1.1 1 69.13 A 6 126 84% 126 52% 1.2 1 58.88 A 6 103 69% 103 43% 2 1 8.33 E 2 477 79% 477 80% 3 1 14.82 F 22 1002 84% 1002 84% Simspon Strong Wall used A 1 20.12 B 6 150 57% 150 62% B 1 26.08 B 6 231 87% 229 95% C 1 27.09 B 6 222 84% 221 91 % 200521 _SSSlateral_191230_s2005012 SW D 1 26.08 B 6 231 87% 229 95% E 1 27.08 B 6 215 81 % 212 88% F 1 19.67 B 6 246 93% 215 89% G 1 6.96 D 4 345 77% 247 70% Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 200521 _SSSlateral_191230_s2005012 SW Holdown Summary J T (n Uplift W Uplift E Holdown 1.1 3 0 630 1.2 3 0 441 2 3 765 2235 MSTC66B3 (a) 3 3 0 1649 MSTC40 (b) A 3 182 654 B 3 0 369 C 3 0 422 D 3 0 369 E 3 0 334 F 3 720 1722 MSTC40 (b) G 3 1839 2493 MSTC40 (b) 1.1 2 152 2328 MSTC40 (b) 1.2 2 203 1990 MSTC40 (b) 2 2 2898 5686 OMST60 3 2 641 4823 (2) MSTC66B3 A 2 441 1341 MSTC40 (b) B 2 0 800 C 2 0 854 D 2 0 879 E 2 0 779 F 2 3121 4880 MSTC66 (b) G 2 2654 3216 MSTC66 (b) 1.1 1 0 2684 STHD14 (b) 1.2 1 33 2213 STHD14 (b) 2 1 6254 9415 HDU11 (b) 3 1 4261 12893 HDU14 (b) A 1 1176 2170 STHD14 (b) B 1 544 1591 STHD14 (b) C 1 422 1536 STHD14 (b) Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 3875@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 58% 2650@ 62% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 65% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 94% 2650@ 88% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 2650@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 75% 6235@ 91% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 9010@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 54% 2650@ 51% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 5840@ 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 84% 5840@ 55% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 50% 0% 0% 0% 1 70% 70% 77% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 41% 1% 1% 1% 58% 58% 63% 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 11175 @ 84% 56% 56% 56% 84% 84% 84% 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 14445 @ 89% 1 29% 29% 29% 1 89% 89% 89% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 41% 22% 22% 28% 57% 57% 62% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 30% 10% 10% 13% 42% 42% 45% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 29% 1 8% 8% 1 10% 40% 40% 44% 200521 _SSSlateral_191230_s2005012 SW D 1 543 1672 STHD14 (b) E 1 363 1392 STHD14 (b) F 1 4611 6213 HDU8 (b) G 1 4323 4306 HTT5KT 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 31% 10% 10% 13% 44% 44% 48% 5345 @ 5345 @ 5345 @ 4210 @ 3815 @ 3815 @ 3500 @ 26% 7% 7% 9% 36% 36% 40% 7870 @ 7870 @ 7870 @ 7870 @ 7870 @ 7870 @ 7870 @ 79% 59% 59% 59% 79% 79% 79% 5360 @ 6675 @ 6675 @ 6675 @ 6675 @ 5730 @ 5730 @ 81% 65% 65% 65% 65% 75% 75% 200521 _SSSlateral_191230_s2005012 SW Horizontal Diaphragm Calculations XPHDC ANSI/AF&PA SDPWS-2008 Table 4.2C Unblocked DF Panel Thickness Nails Case 1 All other Roof Diaphragm 1 7/16" 8d 230 170 Floor Diaphragm 1 23/32" (19/32") 10d 285 215 The minimum depth of horizontal diaphragm required to provide shear capacity for SEISMIC forces The minimum depth of horizontal diaphragm required to provide shear capacity for WIND forces Unblocked HF Case 1 All other 213.9 158.1 265.05 199.95 Line Story Wind Seismic Middle or end Roof or Floor Case Shear Cap. Specify a Length Shear Stress wind Shear Stress Seis 1.1 3 492 4,422 E R All other 158.1 3.1 28.0 1.2 3 420 3,039 E R All other 158.1 2.7 19.2 2.3 739 1,981 E R All other 158.1 4.7 12.5 3 3 985 7,184 E R All other 158.1 6.2 45.4 A 3 711 1,577 E R All other 158.1 4.5 10.0 B 3 1,327 3,017 E R All other 158.1 8.4 19.1 C 3 1,327 3,015 E R All other 158.1 8.4 19.1 D 3 1,327 3,016 E R All other 158.1 8.4 19.1 E 3 1,283 2,896 E R All other 158.1 8.1 18.3 F 3 1,053 2,133 E R All other 158.1 6.7 13.5 G 3 635 848 E R All other 158.1 4.0 5.4 1.1 2 961 2,985 E F All other 199.95 4.8 14.9 1.2 2 821 2,059 E F All other 199.95 4.1 10.3 2 2 1,444 1,382 E F All other 199.95 7.2 6.9 3 2 1,924 4,696 E F All other 199.95 9.6 23.5 A 2 1,139 1,001 E F All other 199.95 5.7 5.0 B 2 2,312 2,050 E F All other 199.95 11.6 10.3 C 2 2,312 2,056 E F All other 199.95 11.6 10.3 D 2 21312 2,056 E F All other 199.95 11.6 10.3 E 2 2,237 1,980 E F All other 199.95 11.2 9.9 F 2 1,835 1,416 E F All other 199.95 9.2 7.1 G 2 905 481 E F All other 199.95 4.5 2.4 1.1 1 964 1,317 E R All other 158.1 6.1 8.3 1.2 1 824 891 E R All other 158.1 5.2 5.6 2 1 1,449 610 E R All other 158.1 9.2 3.9 3 1 1,931 2,071 E R All other 158.1 12.2 13.1 A 1 1,176 441 E R All other 158.1 7.4 2.8 B 1 2,387 904 E R All other 158.1 15.1 5.7 C 1 2,387 907 E R All other 158.1 15.1 5.7 D 1 2,387 907 E R All other 158.1 15.1 5.7 E 1 21309 873 E R All other 158.1 14.6 5.5 F 1 1,894 625 E R All other 158.1 12.0 4.0 G 1 778 196 1 E I R I All other 158.1 4.9 1.2 Gray Scaled Areas (draw attention to the fact that a calculation of shear XPIRR transfer through the horizontal diaphragm is being 200521_SSSlateral_191230_s2005012 HD Unfactored Overturning SummM Dead Live Snow seisMass Roof 15 25 15 Floor 15 40 15 Wall 10 10 sos 0.84 Do 2.50 0 1.30 Wind Seismic E= pQE Seis Overstrength E= C)QE JHeight a vF Overturning vF Overturning vF Overturning 1.1 3 8.00 13 172 116 1326 116 2550 1.2 3 8.00 14 182 99 1126 99 2166 2 3 8.00 108 1439 289 3306 289 6357 3 3 8.00 33 436 239 2727 239 5245 A 3 8.00 46 619 103 1177 103 2263 B 3 8.00 49 653 111 1273 111 2448 C 3 8.00 51 678 116 1321 116 2541 D 3 8.00 49 653 111 1273 111 2448 E 3 8.00 47 632 107 1222 107 2351 F 3 8.00 117 1560 237 2708 237 5208 G 3 8.00 238 3172 318 3634 318 6989 1.1 2 9.00 41 612 208 2676 208 5145 1.2 2 9.00 47 699 191 2461 191 4733 2 2 9.00 262 3930 404 5189 404 9978 3 2 9.00 90 1351 368 4729 368 9094 A 2 9.00 90 1354 126 1617 126 3109 B 2 9.00 131 1961 182 2341 182 4502 C 2 9.00 131 1961 182 2343 182 4505 D 2 9.00 134 2015 187 2408 187 4631 E 2 9.00 130 1950 180 2315 180 4451 F 2 9.00 321 4812 394 5069 394 9749 G 2 9.00 127 1904 110 1409 110 2710 1.1 1 8.17 35 476 126 1474 126 2834 1.2 1 8.17 36 484 103 1204 103 2315 2 1 8.17 436 5933 477 5562 477 10696 3 1 8.17 448 6095 1002 11688 1002 22477 A 1 8.17 150 2047 150 1750 150 3366 B 1 8.17 231 3145 229 2671 229 5137 C 1 8.17 222 3028 221 2575 221 4952 D 1 8.17 231 3145 229 2675 229 5143 E 1 8.17 215 2930 212 2477 212 4763 200521_SSSlateral_191230_s2005012 SW F 1 8.17 246 3353 215 2508 215 4823 G 1 8.17 345 4700 227 2650 227 5096 200521_SSSlateral_191230_s2005012 SW SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 3-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 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 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.18375) S(0.30625) 2-2x8 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width=12.250 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.85a 1 Maximum Shear Stress Ratio = 0.588 :1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb : Actual 1,006.80 psi fv : Actual 101.38 psi FB : Allowable = 1,173.00 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio = 992>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.116 in Ratio = 620>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.411 0.282 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.83 377.55 918.00 0.55 38.02 135.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.858 0.588 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.21 1,006.80 1173.00 1.47 101.38 172.50 +D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.724 0.496 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.86 849.49 1173.00 1.24 85.54 172.50 +1.140D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.264 0.181 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.94 430.41 1632.00 0.63 43.34 240.00 +1.105D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.545 0.373 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.95 889.13 1632.00 1.30 89.53 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.139 0.095 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.50 226.53 1632.00 0.33 22.81 240.00 +0.460D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.106 0.073 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.38 173.67 1632.00 0.25 17.49 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1160 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.919 0.919 D Only 0.551 0.551 +D+S 1.470 1.470 +D+0.750S 1.240 1.240 +0.60D 0.331 0.331 S Only 0.919 0.919 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec r.rr.. Description : 3-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 1 2-2x10 Span = 6.0 ft 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi 180.0 psi 575.0 psi Density 31.20 pcf D(0.83) � S(1.39) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width=12.250 ft, (ROOF) Point Load : D = 0.830, S =1.390 k @ 5.0 ft, (L 3-2) DESIGN SUMMARY � Maximum Bending Stress Ratio = 0.851: 1 Maximum Shear Stress Ratio = 0.867 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb : Actual 969.02 psi fv : Actual 179.46 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 = 3.745ft Location of maximum on span = 6.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 1599>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.072 in Ratio = 1000>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length = 6.0 ft +D+S Length = 6.0 ft +D+0.750S Length = 6.0 ft +1.140D Length = 6.0 ft Max Stress Ratios Moment Values Span# M V Cd CFN Ci Cr Cm C t CL M 1 0.407 0.415 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.29 1.100 1.00 1.00 1.00 1.00 1.00 1 0.851 0.867 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.45 1.100 1.00 1.00 1.00 1.00 1.00 1 0.718 0.731 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.91 1.100 1.00 1.00 1.00 1.00 1.00 1 0.261 0.266 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.48 fb Fb Shear Values V fv Fv 0.00 0.00 0.00 0.00 362.95 891.00 1.24 67.18 162.00 0.00 0.00 0.00 0.00 969.02 1138.50 3.32 179.46 207.00 0.00 0.00 0.00 0.00 817.50 1138.50 2.80 151.39 207.00 0.00 0.00 0.00 0.00 413.76 1584.00 1.42 76.59 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam As201s200%2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec Description : 3-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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 = 6.0 ft 1 0.540 0.550 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.05 855.61 1584.00 2.93 158.45 288.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.137 0.140 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.78 217.77 1584.00 0.75 40.31 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.105 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.60 166.96 1584.00 0.57 30.90 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0720 3.153 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.840 3.320 Overall MINimum 1.150 2.077 D Only 0.690 1.243 +D+S 1.840 3.320 +D+0.750S 1.552 2.801 +0.60D 0.414 0.746 S Only 1.150 2.077 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 3-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 D(0.15375) S(0.2562 2-2x6 Span = 4.0 ft 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width=10.250 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5121 Maximum Shear Stress Ratio = 0.432 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 650.58 psi fv : Actual 74.55 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 1748>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.044 in Ratio = 1092>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.245 0.207 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 243.97 994.50 0.31 27.95 135.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.512 0.432 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.82 650.58 1270.75 0.82 74.55 172.50 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.432 0.365 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.69 548.93 1270.75 0.69 62.90 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.157 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 278.12 1768.00 0.35 31.87 240.00 +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 = 4.0 ft 1 0.325 0.274 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.72 574.54 1768.00 0.72 65.83 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec r.rr....SOLUTIONSI 55 Licensee: Description : 3-10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.083 0.070 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 146.38 1768.00 0.18 16.77 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.063 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 112.22 1768.00 0.14 12.86 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0439 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.820 0.820 Overall MINimum 0.513 0.513 D Only 0.308 0.308 +D+S 0.820 0.820 +D+0.750S 0.692 0.692 +0.60D 0.185 0.185 S Only 0.513 0.513 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec r.rr.. Description : 3-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi Load Combination iBC 2015 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species : Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.57),S(0.95) 2-2x6 Span =4.0ft E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =1.0 ft, (ROOF) Point Load : D = 0.570, S = 0.950 k @ 0.830 ft, (R 3-7) DESIGN SUMMARY � Maximum Bending Stress Ratio = 0.6571 Maximum Shear Stress Ratio = 0.677 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 834.54psi fv : Actual 116.78 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.832ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 1776>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.043 in Ratio = 1110>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length = 4.0 ft +D+S Length = 4.0 ft +D+0.750S Length = 4.0 ft +1.140D Length = 4.0 ft Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL 1 0.315 0.324 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1 0.657 0.677 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1 0.554 0.571 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1 0.202 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Moment Values M fb Fb Shear Values V fv Fv 0.00 0.00 0.00 0.00 0.39 312.95 994.50 0.48 43.79 135.00 0.00 0.00 0.00 0.00 1.05 834.54 1270.75 1.28 116.78 172.50 0.00 0.00 0.00 0.00 0.89 704.15 1270.75 1.08 98.53 172.50 0.00 0.00 0.00 0.00 0.45 356.77 1768.00 0.55 49.92 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam As201s200%2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec Description : 3-11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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 = 4.0 ft 1 0.417 0.430 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 737.01 1768.00 1.13 103.13 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.106 0.109 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 187.77 1768.00 0.29 26.28 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.081 0.084 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 143.96 1768.00 0.22 20.14 240.00 Overall Maximum Deflections Load Combination Span Max. ' -" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0432 1.781 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.285 0.395 Overall MINimum 0.803 0.247 D Only 0.482 0.148 +D+S 1.285 0.395 +D+0.750S 1.084 0.334 +0.60D 0.289 0.089 S Only 0.803 0.247 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec r.rr.. Description : 3-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi Load Combination iBC 2015 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species : Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling = 2.50 ft E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width=10.250 ft, (ROOF) Point Load : D = 0.520, S = 0.870 k @ 2.250 ft, (L 3-7) DESIGN SUMMARY � Maximum Bending Stress Ratio = 0.3231 Maximum Shear Stress Ratio = 0.929 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 410.68psi fv : Actual 160.32 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.588ft Location of maximum on span = 2.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 4344>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 2716>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length = 2.50 ft +D+S Length = 2.50 ft +D+0.750S Length = 2.50 ft +1.140D Length = 2.50 ft Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL 1 0.155 0.445 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1 0.323 0.929 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1 0.273 0.784 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1 0.099 0.285 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Moment Values M fb Fb Shear Values V fv Fv 0.00 0.00 0.00 0.00 0.19 153.85 994.50 0.66 60.02 135.00 0.00 0.00 0.00 0.00 0.52 410.68 1270.75 1.76 160.32 172.50 0.00 0.00 0.00 0.00 0.44 346.47 1270.75 1.49 135.24 172.50 0.00 0.00 0.00 0.00 0.22 175.38 1768.00 0.75 68.42 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam As201s200%2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec Description : 3-12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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 = 2.50 ft 1 0.205 0.590 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.46 362.62 1768.00 1.56 141.54 240.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.052 0.150 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 92.31 1768.00 0.40 36.01 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.040 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 70.77 1768.00 0.30 27.61 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0110 1.323 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.652 1.764 Overall MINimum 0.407 1.103 D Only 0.244 0.660 +D+S 0.652 1.764 +D+0.750S 0.550 1.488 +0.60D 0.147 0.396 S Only 0.407 1.103 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 3-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 D(0.0525) S(0.0875) 2-2x6 Span =5.0ft 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.50 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.2731 Maximum Shear Stress Ratio = 0.184 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 347.11 psi fv : Actual 31.82 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 2621 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.037 in Ratio = 1638>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.131 0.088 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.16 130.17 994.50 0.13 11.93 135.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.273 0.184 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.44 347.11 1270.75 0.35 31.82 172.50 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.230 0.156 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 292.87 1270.75 0.30 26.85 172.50 +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 0.084 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 148.39 1768.00 0.15 13.60 240.00 +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 = 5.0 ft 1 0.173 0.117 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.39 306.54 1768.00 0.31 28.10 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec r.rr....SOLUTIONSI 55 Licensee: Description : 3-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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 0.044 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.10 78.10 1768.00 0.08 7.16 240.00 +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 0.034 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 59.88 1768.00 0.06 5.49 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0366 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.350 0.350 Overall MINimum 0.219 0.219 D Only 0.131 0.131 +D+S 0.350 0.350 +D+0.750S 0.295 0.295 +0.60D 0.079 0.079 S Only 0.219 0.219 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 3-14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 1 2-2x6 Span =6.0ft 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5621 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 714.05 psi fv : Actual 54.55 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = 1061 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.108 in Ratio = 663>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.269 0.152 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.34 267.77 994.50 0.23 20.45 135.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.562 0.316 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 714.05 1270.75 0.60 54.55 172.50 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.474 0.267 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.76 602.48 1270.75 0.51 46.02 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.173 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 305.26 1768.00 0.26 23.32 240.00 +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 = 6.0 ft 1 0.357 0.201 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.79 630.60 1768.00 0.53 48.17 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam s1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_3rd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.091 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 160.66 1768.00 0.14 12.27 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 it 1 0.070 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 123.17 1768.00 0.10 9.41 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1085 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.375 0.375 D Only 0.225 0.225 +D+S 0.600 0.600 +D+0.750S 0.506 0.506 +0.60D 0.135 0.135 S Only 0.375 0.375 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 2-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.111) L(0.37) 3.5x14 Span = 10.750 ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.31& 1 Maximum Shear Stress Ratio = 0.255 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual 729.26psi fv : Actual 79.14 psi FB : Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio = 1431 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.117 in Ratio = 1100>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.082 0.065 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.60 168.29 2063.03 0.60 18.26 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.318 0.255 1.00 0.986 1.00 1.00 1.00 1.00 1.00 6.95 729.26 2292.26 2.59 79.14 310.00 +D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.223 0.179 1.15 0.986 1.00 1.00 1.00 1.00 1.00 5.61 589.01 2636.10 2.09 63.92 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.052 0.042 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.83 191.85 3667.62 0.68 20.82 496.00 +1.105D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.165 0.133 1.60 0.986 1.00 1.00 1.00 1.00 1.00 5.78 606.69 3667.62 2.15 65.84 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.028 0.022 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.96 100.97 3667.62 0.36 10.96 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.021 0.017 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 77.41 3667.62 0.27 8.40 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.1172 5.414 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.989 1.989 D Only 0.597 0.597 +D+L 2.585 2.585 +D+0.750L 2.088 2.088 +0.60D 0.358 0.358 L Only 1.989 1.989 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 2-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.102I L(0.34) 3.5x14 I� Span =4.0ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.0401 Maximum Shear Stress Ratio = 0.087 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual 92.78psi fv : Actual 27.06 psi FB : Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 30228>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 23252 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.010 0.022 0.90 0.986 1.00 1.00 1.00 1.00 1.00 0.20 21.41 2063.03 0.20 6.24 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.040 0.087 1.00 0.986 1.00 1.00 1.00 1.00 1.00 0.88 92.78 2292.26 0.88 27.06 310.00 +D+0.750L 0.986 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 0.061 1.15 0.986 1.00 1.00 1.00 1.00 1.00 0.71 74.94 2636.10 0.71 21.86 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.007 0.014 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.23 24.41 3667.62 0.23 7.12 496.00 +1.105D+0.750L 0.986 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 0.045 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.74 77.19 3667.62 0.74 22.51 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.004 0.008 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.12 12.85 3667.62 0.12 3.75 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.003 0.006 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.09 9.85 3667.62 0.09 2.87 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0021 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.680 0.680 D Only 0.204 0.204 +D+L 0.884 0.884 +D+0.750L 0.714 0.714 +0.60D 0.122 0.122 L Only 0.680 0.680 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 2-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.6) L(1.99) 1 5.25x14.0 Span = 22250 ft 2900 psi E : Modulus of Elasticity 2900 psi Ebend- xx 2200 ksi 2900 psi Eminbend - xx 1118.19 ksi 750 psi 290 psi 2025psi Density 45.05pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D = 0.60, L =1.990 k @ 3.750 ft, (R 2-1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.26Et 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual 763.00psi fv : Actual = 61.66 psi FB : Allowable = 2,850.80 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.522ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio = 974>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.357 in Ratio = 748>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.069 0.055 0.90 0.983 1.00 1.00 1.00 1.00 1.00 2.52 176.53 2565.72 0.70 14.27 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.268 0.213 1.00 0.983 1.00 1.00 1.00 1.00 1.00 10.90 763.00 2850.80 3.02 61.66 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.188 0.149 1.15 0.983 1.00 1.00 1.00 1.00 1.00 8.81 616.38 3278.42 2.44 49.81 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.044 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.88 201.25 4561.28 0.80 16.27 464.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec Description : 2-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.139 0.111 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.07 634.92 4561.28 2.51 51.31 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.023 0.018 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.51 105.92 4561.28 0.42 8.56 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.018 0.014 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.16 81.20 4561.28 0.32 6.56 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.3566 10.394 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.021 1.304 Overall MINimum 2.322 1.003 D Only 0.699 0.301 +D+L 3.021 1.304 +D+0.750L 2.441 1.054 +0.60D 0.419 0.181 L Only 2.322 1.003 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.6) (1.g9f70.2) (0.68) D(0.018 L 0.06 3.5x14 Span = 18.250 ft I )plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D = 0.60, L =1.990 k @ 0.0 ft, (L 2-1) Point Load : D = 0.20, L = 0.680 k @ 1.50 ft, (R 2-2) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.180 1 Maximum Shear Stress Ratio = 0.150 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual 413.62 psi fv : Actual 46.51 psi FB : Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.193ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.151 in Ratio = 1449>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.196 in Ratio = 1115>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.046 0.038 0.90 0.986 1.00 1.00 1.00 1.00 1.00 0.91 95.18 2063.03 0.35 10.65 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.250 ft 1 0.180 0.150 1.00 0.986 1.00 1.00 1.00 1.00 1.00 3.94 413.62 2292.26 1.52 46.51 310.00 +D+0.750L 0.986 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 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec Description : 2-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M Length=18.250 ft 1 0.127 0.105 1.15 0.986 1.00 1.00 1.00 1.00 1.00 3.18 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length=18.250 ft 1 0.030 0.024 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.03 +1.105D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 Length=18.250 ft 1 0.094 0.078 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.28 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length=18.250 ft 1 0.016 0.013 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.54 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length=18.250 ft 1 0.012 0.010 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.42 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.1963 8.925 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.109 0.784 Overall MINimum 3.162 0.603 D Only 0.948 0.181 +D+L 4.109 0.784 +D+0.750L 3.319 0.633 +0.60D 0.569 0.108 L Only 3.162 0.603 fb F'b V fv F'v 334.01 2636.10 1.23 37.55 356.50 0.00 0.00 0.00 0.00 108.51 3667.62 0.40 12.14 496.00 0.00 0.00 0.00 0.00 344.01 3667.62 1.26 38.66 496.00 0.00 0.00 0.00 0.00 57.11 3667.62 0.21 6.39 496.00 0.00 0.00 0.00 0.00 43.78 3667.62 0.16 4.90 496.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.1} D 0.09 0.15 D(0.012 L(0.04) 3.5x14 Span = 10.750 ft 1 )plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.2021 Maximum Shear Stress Ratio = 0.162 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual 533.68psi fv : Actual 57.92 psi FB : Allowable = 2,636.10 psi Fv: Allowable 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 3529>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.086 in Ratio = 1504>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.148 0.119 0.90 0.986 1.00 1.00 1.00 1.00 1.00 2.92 306.26 2063.03 1.09 33.24 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.160 0.128 1.00 0.986 1.00 1.00 1.00 1.00 1.00 3.50 366.90 2292.26 1.30 39.82 310.00 +D+S 0.986 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 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-5 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length=10.750 ft 1 0.202 0.162 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length=10.750 ft 1 0.198 0.159 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length=10.750 ft 1 0.095 0.076 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length=10.750 ft 1 0.151 0.121 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length=10.750 ft 1 0.050 0.040 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length=10.750 ft 1 0.038 0.031 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.0858 5.414 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.892 1.892 Overall MINimum 0.806 0.806 D Only 1.086 1.086 +D+L 1.301 1.301 +D+S 1.892 1.892 +D+0.750L+0.750S 1.852 1.852 +0.60D 0.651 0.651 L Only 0.215 0.215 S Only 0.806 0.806 Moment Values Shear Values M fb F'b V fv F'v 5.08 533.68 2636.10 1.89 57.92 356.50 0.00 0.00 0.00 0.00 4.98 522.31 2636.10 1.85 56.68 356.50 0.00 0.00 0.00 0.00 3.33 349.13 3667.62 1.24 37.89 496.00 0.00 0.00 0.00 0.00 5.28 554.46 3667.62 1.97 60.17 496.00 0.00 0.00 0.00 0.00 1.75 183.75 3667.62 0.65 19.94 496.00 0.00 0.00 0.00 0.00 1.34 140.88 3667.62 0.50 15.29 496.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-6 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =10.0 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 -0.009 in Ratio = 3970 > 360 0.020 in Ratio = 1804 > 240. -0.013 in Ratio = 6815 >=240. Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-6 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.81 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 2.43 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.97 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 2.14 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.92 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 2.23 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.48 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.37 26.88 496.00 Max. °+° Defl Location in Span +D+S L Only Vertical Reactions 1 0.0200 0.000 0.0000 0.000 2 0.0187 3.897 +D+S-0.0113 1.676 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.238 1.472 Overall MINimum 0.972 -0.162 D Only 2.716 0.093 +D+L 5.107 1.472 +D+S 3.688 -0.069 +D+0.750L+0.750S 5.238 1.006 +0.60D 1.630 0.056 L Only 2.391 1.379 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-6 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 10.0 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 0.000 in Ratio = 0 <360 0.022 in Ratio = 1616 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-6 C Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.81 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 0.93 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.97 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 1.02 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.92 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.10 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.48 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.37 26.88 496.00 Max. °+° Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0223 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0151 2.891 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.113 -0.162 Overall MINimum 0.972 0.056 D Only 2.716 0.093 +D+L 3.607 -0.028 +D+S 3.688 -0.069 +D+0.750L+0.750S 4.113 -0.119 +0.60D 1.630 0.056 L Only 0.891 -0.121 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-7 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (R 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (R 2-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.50 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 -0.004 in Ratio = 9178 > 360 0.021 in Ratio = 1674 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-7 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.65 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 1.75 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.81 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 1.59 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.74 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.66 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.39 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.30 26.88 496.00 Max. °+° Defl Location in Span +D+S Vertical Reactions 1 0.0215 0.000 0.0000 0.000 2 0.0000 0.000 +D+S-0.0155 3.017 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.687 0.854 Overall MINimum 0.972 -0.162 D Only 2.558 -0.064 +D+L 4.424 0.790 +D+S 3.530 -0.226 +D+0.750L+0.750S 4.687 0.455 +0.60D 1.535 -0.039 L Only 1.866 0.854 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-7 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (R 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (R 2-5) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 6.50 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 0.000 in Ratio = 0 <360 0.024 in Ratio = 1510 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-7 C Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.65 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 0.77 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.81 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 0.86 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.74 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 0.93 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.39 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.30 26.88 496.00 Max. °+° Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0238 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0174 3.017 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.956 -0.277 Overall MINimum 0.972 -0.064 D Only 2.558 -0.064 +D+L 3.449 -0.185 +D+S 3.530 -0.226 +D+0.750L+0.750S 3.956 -0.277 +0.60D 1.535 -0.039 L Only 0.891 -0.121 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor_S2oo5012.ec Description : 2-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.64)S(1.67�(0.012) L(0.04)D(0.2) L(0.68) D(2.72) L(2.39) S(0.97) D(0.024) LI 7x 14 Span = 22.250 ft D(-0.06) L(-0,.12) B(0D6DJ)S(1.15) plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 5.50 ft, Tributary Width =1.0 ft, (FLOOR) Point Load : D = 0.20, L = 0.680 k @ 5.50 ft, (1-2-2) Point Load : D = 2.720, L = 2.390, S = 0.970 k @ 9.50 ft, (R 2-6) Point Load : D =-0.060, L =-0.120, S = -0.160 k @ 20.0 ft, (R 2-7) Point Load : D = 0.640, S = 1.670 k @ 0.0 ft, (L 3-5) Point Load : D = 0.690, S = 1.150 k @ 22.250 ft, (R 3-5) Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-8 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 0.6841 Maximum Shear Stress Ratio = 0.263 : 1 7x14 Section used for this span 7x14 1,950.38 psi fv : Actual = 76.23 psi 2,850.80 psi Fv : Allowable = 290.00 psi +D+L Load Combination +D+L 9.501 ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.492 in Ratio = 0.000 in Ratio = Max Downward Total Deflection 0.880 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 543 >=360 0 <360 303 >=240. 0 <240.0 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b D Only Length = 22.250 ft 1 0.346 0.119 0.90 0.983 1.00 1.00 1.00 1.00 1.00 16.94 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.684 0.263 1.00 0.983 1.00 1.00 1.00 1.00 1.00 37.17 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.353 0.118 1.15 0.983 1.00 1.00 1.00 1.00 1.00 22.06 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.576 0.213 1.15 0.983 1.00 1.00 1.00 1.00 1.00 35.95 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.222 0.076 1.60 0.983 1.00 1.00 1.00 1.00 1.00 19.31 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.434 0.160 1.60 0.983 1.00 1.00 1.00 1.00 1.00 37.73 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.117 0.040 1.60 0.983 1.00 1.00 1.00 1.00 1.00 10.16 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 22.250 ft 1 0.090 0.031 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.79 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 888.79 2565.72 2.03 31.04 261.00 0.00 0.00 0.00 0.00 1,950.38 2850.80 4.98 76.23 290.00 0.00 0.00 0.00 0.00 1,157.81 3278.42 2.57 39.30 333.50 0.00 0.00 0.00 0.00 1,886.75 3278.42 4.65 71.13 333.50 0.00 0.00 0.00 0.00 1,013.22 4561.28 2.31 35.39 464.00 0.00 0.00 0.00 0.00 1,980.07 4561.28 4.86 74.38 464.00 0.00 0.00 0.00 0.00 533.27 4561.28 1.22 18.62 464.00 0.00 0.00 0.00 0.00 408.84 4561.28 0.93 14.28 464.00 Max. "+" Defl Location in Span +D+L 1 0.8804 10.638 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.539 4.686 Overall MINimum 2.210 1.420 D Only 2.668 2.122 +D+L 5.620 4.120 +D+S 4.878 3.542 +D+0.750L+0.7505 6.539 4.686 +0.60D 1.601 1.273 L Only 2.952 1.998 S Only 2.210 1.420 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 2-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 4x8 Span = 4.250 ft 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580 ksi 625 psi 180 psi 575 psi Density 31.2 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3731 Maximum Shear Stress Ratio = 0.345 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual 436.52 psi fv : Actual 62.05 psi FB : Allowable = 1,170.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.125ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 3232>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.021 in Ratio = 2486>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.096 0.088 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.26 100.74 1053.00 0.24 14.32 162.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.373 0.345 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.12 436.52 1170.00 1.05 62.05 180.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.262 0.242 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 352.57 1345.50 0.85 50.12 207.00 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.061 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 114.84 1872.00 0.28 16.33 288.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.194 0.179 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.15 1872.00 0.87 51.62 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.032 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 60.44 1872.00 0.15 8.59 288.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.250 ft 1 0.025 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 46.34 1872.00 0.11 6.59 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0205 2.141 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.808 0.808 D Only 0.242 0.242 +D+L 1.050 1.050 +D+0.750L 0.848 0.848 +0.60D 0.145 0.145 L Only 0.808 0.808 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.24), L(0.81) D(0.111) L 3.5x14 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.250 ft, (FLOOR) Point Load : D = 0.240, L = 0.810 k @ 11.0 ft, (R 2-9) DESIGN SUMMARY � Maximum Bending Stress Ratio = 0.71R 1 Maximum Shear Stress Ratio = 0.432 :1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual 1,648.81 psi fv : Actual 134.01 psi FB : Allowable = 2,292.26 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.102ft Location of maximum on span = 15.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.400 in Ratio = 450>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.519 in Ratio = 346>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length =15.0 ft +D+L Length =15.0 ft +D+0.750L Length =15.0 ft +1.140D Length =15.0 ft Max Stress Ratios Moment Values Span# M V Cd CFN Ci Cr Cm C t CL M 1 0.184 0.111 0.90 0.986 1.00 1.00 1.00 1.00 1.00 3.62 0.986 1.00 1.00 1.00 1.00 1.00 1 0.719 0.432 1.00 0.986 1.00 1.00 1.00 1.00 1.00 15.71 0.986 1.00 1.00 1.00 1.00 1.00 1 0.505 0.304 1.15 0.986 1.00 1.00 1.00 1.00 1.00 12.69 0.986 1.00 1.00 1.00 1.00 1.00 1 0.118 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 4.13 fb Fb Shear Values V fv Fv 0.00 0.00 0.00 0.00 379.97 2063.03 1.01 30.87 279.00 0.00 0.00 0.00 0.00 1,648.81 2292.26 4.38 134.01 310.00 0.00 0.00 0.00 0.00 1,331.60 2636.10 3.54 108.22 356.50 0.00 0.00 0.00 0.00 433.17 3667.62 1.15 35.19 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.105D+0.750L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.374 0.225 1.60 0.986 1.00 1.00 1.00 1.00 1.00 13.07 1,371.50 3667.62 3.64 111.46 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.062 0.037 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.17 227.98 3667.62 0.61 18.52 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.048 0.029 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.67 174.79 3667.62 0.46 14.20 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.5192 7.664 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.888 4.378 Overall MINimum 2.991 3.369 D Only 0.897 1.009 +D+L 3.888 4.378 +D+0.750L 3.140 3.535 +0.60D 0.538 0.605 L Only 2.991 3.369 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 2-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1.01) L(3.37) D(0.018) L(0.06 7x14 Span = 22.330 ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 625.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 45.050pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D = 1.010, L = 3.370 k @ 4.0 ft, (R 2-10) 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 0.3171 Maximum Shear Stress Ratio 7x14 Section used for this span 7x14 903.88psi fv : Actual = 68.36 psi 2,850.80 psi Fv: Allowable = 290.00 psi +D+L Load Combination +D+L 4.075ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.327 in Ratio = 818>=360 0.000 in Ratio = 0 <360 0.425 in Ratio = 630>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.081 0.060 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.97 208.46 2565.72 1.03 15.77 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.317 0.236 1.00 0.983 1.00 1.00 1.00 1.00 1.00 17.22 903.88 2850.80 4.47 68.36 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.223 0.166 1.15 0.983 1.00 1.00 1.00 1.00 1.00 13.91 730.03 3278.42 3.61 55.21 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.052 0.039 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.53 237.64 4561.28 1.17 17.97 464.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec Description : 2-11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.105D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.165 0.123 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.33 751.91 4561.28 3.72 56.87 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.027 0.020 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.38 125.07 4561.28 0.62 9.46 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.021 0.016 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.83 95.89 4561.28 0.47 7.25 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.4253 10.187 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.466 1.655 Overall MINimum 3.436 1.274 D Only 1.030 0.382 +D+L 4.466 1.655 +D+0.750L 3.607 1.337 +0.60D 0.618 0.229 L Only 3.436 1.274 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.750 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 -0.007 in Ratio = 4980 > 360 0.021 in Ratio = 1754 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.75 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 2.18 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.91 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 1.95 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.86 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 2.03 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.45 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.35 26.88 496.00 Max. °+° Defl Location in Span +D+S L Only Vertical Reactions 1 0.0205 0.000 0.0000 0.000 2 0.0158 3.897 +D+S-0.0140 2.723 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.041 1.228 Overall MINimum 0.972 -0.162 D Only 2.660 0.037 +D+L 4.863 1.228 +D+S 3.632 -0.125 +D+0.750L+0.750S 5.041 0.809 +0.60D 1.596 0.022 L Only 2.204 1.192 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 8.750 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 0.000 in Ratio = 0 <360 0.023 in Ratio = 1576 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12 C Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.75 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 0.87 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.91 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 0.96 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.86 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.04 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.45 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.35 26.88 496.00 Max. °+° Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0228 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0159 2.975 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.057 -0.175 Overall MINimum 0.972 0.022 D Only 2.660 0.037 +D+L 3.551 -0.084 +D+S 3.632 -0.125 +D+0.750L+0.750S 4.057 -0.175 +0.60D 1.596 0.022 L Only 0.891 -0.121 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12.1 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1 11604 3.5x14 A 3.5x14 Span = 1.50 ft, Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.670 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.035 in Ratio = 2967 >=360 -0.016 in Ratio = 2230 > 360 0.021 in Ratio = 1714 > 240. -0.015 in Ratio = 6897 >=240. Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12.1 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.81 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 2.61 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.95 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 2.26 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.93 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 2.35 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.49 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.37 26.88 496.00 Max. °+° Defl Location in Span +D+S L Only Vertical Reactions 1 0.0210 0.000 0.0000 0.000 2 0.0354 4.497 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.359 1.790 Overall MINimum 0.949 -0.139 D Only 2.723 0.202 +D+L 5.289 1.790 +D+S 3.671 0.063 +D+0.750L+0.750S 5.359 1.289 +0.60D 1.634 0.121 L Only 2.566 1.589 S Only 0.949 -0.139 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12.1 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1 D (0.11604 3.5x14 A 3.5x14 Span = 1.50 ft, Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 9.670 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4146 >=360 0.000 in Ratio = 0 <360 0.024 in Ratio = 1522 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-12.1 C Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.81 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 0.92 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.95 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 1.00 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.93 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.08 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.49 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.37 26.88 496.00 Max. °+° Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0236 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0178 3.226 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.090 0.202 Overall MINimum 0.949 -0.104 D Only 2.723 0.202 +D+L 3.596 0.098 +D+S 3.671 0.063 +D+0.750L+0.750S 4.090 0.020 +0.60D 1.634 0.121 L Only 0.874 -0.104 S Only 0.949 -0.139 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 8.0 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 -0.006 in Ratio = 5876 > 360 0.021 in Ratio = 1726 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.72 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 2.04 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.88 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 1.83 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.82 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.90 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.43 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.33 26.88 496.00 Max. °+° Defl Location in Span +D+S L Only Vertical Reactions 1 0.0208 0.000 0.0000 0.000 2 0.0140 3.939 +D+S-0.0145 2.975 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.923 1.082 Overall MINimum 0.972 -0.162 D Only 2.626 0.003 +D+L 4.717 1.082 +D+S 3.598 -0.159 +D+0.750L+0.750S 4.923 0.691 +0.60D 1.576 0.002 L Only 2.091 1.079 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1-®�-6�,p$�-$�-81) F 3.5x14 * 3.5x14 Span = 1-50 ft i Span = 7-50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 8.0 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 4722 >=360 0.000 in Ratio = 0 <360 0.023 in Ratio = 1554 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13 C Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.72 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 0.84 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.88 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 0.93 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.82 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.00 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.43 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.33 26.88 496.00 Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0232 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0164 2.975 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.023 -0.209 Overall MINimum 0.972 0.002 D Only 2.626 0.003 +D+L 3.517 -0.118 +D+S 3.598 -0.159 +D+0.750L+0.750S 4.023 -0.209 +0.60D 1.576 0.002 L Only 0.891 -0.121 S Only 0.972 -0.162 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13.1 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1 07002) L(0.2334 3.5x14 A 3.5x14 Span = 1.50 ft, Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.835 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4146 >=360 -0.007 in Ratio = 5002 > 360 0.024 in Ratio = 1520 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13.1 A Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.61 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 1.74 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.75 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 1.56 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.70 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 1.62 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.37 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.28 26.88 496.00 Max. °+° Defl Location in Span +D+S L Only Vertical Reactions 1 0.0237 0.000 0.0000 0.000 2 0.0189 4.595 +D+S-0.0198 3.471 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.654 0.918 Overall MINimum 0.949 -0.139 D Only 2.521 0.000 +D+L 4.416 0.918 +D+S 3.470 -0.138 +D+0.750L+0.750S 4.654 0.584 +0.60D 1.513 0.000 L Only 1.895 0.917 S Only 0.949 -0.139 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13.1 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1 D (0.07002 3.5x14 A 3.5x14 Span = 1.50 ft, Span = 8.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.570, L = 0.220 k @ 0.0 ft, (L 1-1) Point Load : D = 1.090, L = 0.220, S = 0.810 k @ 0.0 ft, (L 2-5) Load for Span Number 2 Uniform Load : D = 0.0120 ksf, Tributary Width = 5.835 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 0.170.1 Maximum Shear Stress Ratio 3.5x14 Section used for this span 448.02 psi fv : Actual 2,636.10 psi Fv : Allowable +D+0.750L+0.750S Load Combination 1.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.009 in Ratio = 4146 >=360 0.000 in Ratio = 0 <360 0.026 in Ratio = 1368 > 240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.266 : 1 3.5x14 = 94.71 psi = 356.50 psi +D+0.750L+0.750S = 1.500 ft = Span # 1 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-13.1 C Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =1.50 ft 1 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.136 0.209 0.90 0.986 1.00 1.00 1.00 1.00 1.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.164 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.155 0.233 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.170 0.266 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.087 0.134 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.130 0.203 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.046 0.071 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length =1.50 ft 1 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.750 ft 2 0.035 0.054 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.68 280.94 2063.03 1.91 58.44 279.00 2.68 280.94 2063.03 0.61 58.44 279.00 0.00 0.00 0.00 0.00 3.58 376.19 2292.26 2.68 82.01 310.00 3.58 376.19 2292.26 0.72 82.01 310.00 0.00 0.00 0.00 0.00 3.89 408.46 2636.10 2.72 83.23 356.50 3.89 408.46 2636.10 0.75 83.23 356.50 0.00 0.00 0.00 0.00 4.27 448.02 2636.10 3.09 94.71 356.50 4.27 448.02 2636.10 0.79 94.71 356.50 0.00 0.00 0.00 0.00 3.05 320.27 3667.62 2.18 66.62 496.00 3.05 320.27 3667.62 0.70 66.62 496.00 0.00 0.00 0.00 0.00 4.55 477.52 3667.62 3.29 100.85 496.00 4.55 477.52 3667.62 0.86 100.85 496.00 0.00 0.00 0.00 0.00 1.61 168.57 3667.62 1.15 35.06 496.00 1.61 168.57 3667.62 0.37 35.06 496.00 0.00 0.00 0.00 0.00 1.23 129.23 3667.62 0.88 26.88 496.00 1.23 129.23 3667.62 0.28 26.88 496.00 Max. °+° Defl Location in Span +D+0.750L+0.750S Vertical Reactions 1 0.0263 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S-0.0224 3.471 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.888 -0.182 Overall MINimum 0.949 0.000 D Only 2.521 0.000 +D+L 3.395 -0.103 +D+S 3.470 -0.138 +D+0.750L+0.750S 3.888 -0.182 +0.60D 1.513 0.000 L Only 0.874 -0.104 S Only 0.949 -0.139 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.66 S(1.1) D(0.9) (0fBP4) L(1.19) S(-0.16) D(0.003) L(1.08) S(-0.16) D(0.67) S(1.12) D 0.018 L 0.06 7x14 Span = 22.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 0.90, L = 2.990 k @ 4.0 ft, (L 2-10) Point Load : D = 0.040, L=1.190, S = -0.160 k @ 6.670 ft, (R 2-12) Point Load : D = 0.0030, L=1.080, S = -0.160 k @ 17.330 ft, (R 2-13) Point Load : D = 0.660, S = 1.10 k @ 0.0 ft, (L 3-4) Point Load : D = 0.670, S = 1.120 k @ 22.330 ft, (R 3-4) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.411: 1 Maximum Shear Stress Ratio = 0.273 : 1 Section used for this span 7x14 Section used for this span 7x14 fb : Actual 1,172.93 psi fv : Actual 79.12 psi FB : Allowable = 2,850.80 psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.683ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.505 in Ratio = 530 >=360 Max Upward Transient Deflection -0.029 in Ratio = 9388 > 360 Max Downward Total Deflection 0.600 in Ratio = 446 > 240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.076 0.057 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.73 195.72 2565.72 0.97 14.82 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.411 0.273 1.00 0.983 1.00 1.00 1.00 1.00 1.00 22.35 1,172.93 2850.80 5.17 79.12 290.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.050 0.038 1.15 0.983 1.00 1.00 1.00 1.00 1.00 3.13 164.40 3278.42 0.82 12.56 333.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.271 0.184 1.15 0.983 1.00 1.00 1.00 1.00 1.00 16.94 888.80 3278.42 4.01 61.35 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.049 0.036 1.60 0.983 1.00 1.00 1.00 1.00 1.00 4.25 223.12 4561.28 1.10 16.90 464.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.199 0.136 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.32 908.94 4561.28 4.11 62.90 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.026 0.019 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.24 117.43 4561.28 0.58 8.89 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.330 ft 1 0.020 0.015 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.72 90.03 4561.28 0.45 6.82 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.5999 10.513 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.829 3.557 Overall MINimum 0.952 0.948 D Only 1.628 1.046 +D+L 5.829 3.446 +D+S 2.580 1.994 +D+0.750L+0.750S 5.493 3.557 +0.60D 0.977 0.628 L Only 4.201 2.399 S Only 0.952 0.948 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1.73) S(2.88) D(1.19) S(1.98) D 0.123 L 0.41 7x14 Span = 18.083 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width=10.250 ft, (FLOOR) Point Load : D = 1.730, S = 2.880 k @ 0.0 ft, (L 3-3) Point Load : D=1.190, S = 1.980 k @ 18.083 ft, (R 3-3) Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.317 : 1 Section used for this span 7x14 Section used for this span 7x14 fb : Actual 1,143.29psi fv : Actual 91.98 psi FB : Allowable = 2,850.80 psi Fv: Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.042ft Location of maximum on span = 18.083 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.310 in Ratio = 700>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.403 in Ratio = 538>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.103 0.135 0.90 0.983 1.00 1.00 1.00 1.00 1.00 5.03 263.84 2565.72 2.30 35.24 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.401 0.317 1.00 0.983 1.00 1.00 1.00 1.00 1.00 21.79 1,143.29 2850.80 6.01 91.98 290.00 +D+S 0.983 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 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M Length=18.083 ft 1 0.080 0.197 1.15 0.983 1.00 1.00 1.00 1.00 1.00 5.03 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 Length=18.083 ft 1 0.282 0.301 1.15 0.983 1.00 1.00 1.00 1.00 1.00 17.60 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 Length=18.083 ft 1 0.066 0.087 1.60 0.983 1.00 1.00 1.00 1.00 1.00 5.73 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 Length=18.083 ft 1 0.209 0.225 1.60 0.983 1.00 1.00 1.00 1.00 1.00 18.12 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 Length=18.083 ft 1 0.035 0.046 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.02 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 Length=18.083 ft 1 0.027 0.035 1.60 0.983 1.00 1.00 1.00 1.00 1.00 2.31 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.4029 9.107 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.782 6.567 Overall MINimum 2.880 1.980 D Only 2.842 2.302 +D+L 6.549 6.009 +D+S 5.722 4.282 +D+0.750L+0.750S 7.782 6.567 +0.60D 1.705 1.381 L Only 3.707 3.707 S Only 2.880 1.980 fb F'b V fv F'v 263.84 3278.42 4.28 65.54 333.50 0.00 0.00 0.00 0.00 923.43 3278.42 6.57 100.52 333.50 0.00 0.00 0.00 0.00 300.77 4561.28 2.62 40.17 464.00 0.00 0.00 0.00 0.00 951.13 4561.28 6.81 104.22 464.00 0.00 0.00 0.00 0.00 158.30 4561.28 1.38 21.14 464.00 0.00 0.00 0.00 0.00 121.36 4561.28 1.06 16.21 464.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec Description : 2-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(02) L(1.59) S(-0.14) D(0.003) L(-0.1) S(-0.14) D(0.018) L(0.06) 5.25x14.0 Span = 20.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D = 0.20, L=1.590, S = -0.140 k @ 8.750 ft, (R 2-12.1) Point Load : D = 0.0030, L = -0.10, S = -0.140 k @ 19.416 ft, (R 2-13.1) 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 0.3151 Maximum Shear Stress Ratio = 0.127 : 1 5.25x14.0 Section used for this span 5.25x14.0 897.82 psi fv : Actual 36.90 psi 2,850.80 psi Fv: Allowable = 290.00 psi +D+L Load Combination +D+L 8.755ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.291 in Ratio = 837>=360 -0.020 in Ratio = 12417>=360 0.345 in Ratio = 707>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 133.62 2565.72 0.30 6.06 261.00 0.00 0.00 0.00 0.00 897.82 2850.80 1.81 36.90 290.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.330 ft 1 0.052 0.023 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.91 +D+L Length = 20.330 ft 1 0.983 0.315 0.127 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.83 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-16 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 20.330 ft 1 0.025 0.013 1.15 0.983 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.330 ft 1 0.204 0.084 1.15 0.983 1.00 1.00 1.00 1.00 1.00 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.330 ft 1 0.033 0.015 1.60 0.983 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.330 ft 1 0.149 0.061 1.60 0.983 1.00 1.00 1.00 1.00 1.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.330 ft 1 0.018 0.008 1.60 0.983 1.00 1.00 1.00 1.00 1.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.330 ft 1 0.013 0.006 1.60 0.983 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.3448 9.942 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.808 1.471 Overall MINimum -0.086 -0.194 D Only 0.297 0.272 +D+L 1.808 1.471 +D+S 0.211 0.078 +D+0.750L+0.750S 1.366 1.025 +0.60D 0.178 0.163 L Only 1.511 1.199 S Only -0.086 -0.194 Moment Values Shear Values M fb F'b V fv F'v 1.16 80.96 3278.42 0.21 4.31 333.50 0.00 0.00 0.00 0.00 9.54 667.28 3278.42 1.37 27.87 333.50 0.00 0.00 0.00 0.00 2.18 152.32 4561.28 0.34 6.91 464.00 0.00 0.00 0.00 0.00 9.74 681.31 4561.28 1.40 28.51 464.00 0.00 0.00 0.00 0.00 1.15 80.17 4561.28 0.18 3.64 464.00 0.00 0.00 0.00 0.00 0.88 61.46 4561.28 0.14 2.79 464.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(09 .1) D 0.0S o.15 D(0.012 L(0.04) 3.5x14 Span =8.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Maximum Bending Stress Ratio = 0.1121 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb : Actual 295.56psi fv : Actual 43.10 psi FB : Allowable = 2,636.10 psi Fv: Allowable = 356.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 8564>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.026 in Ratio = 3649>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.082 0.089 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.62 169.61 2063.03 0.81 24.73 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.089 0.096 1.00 0.986 1.00 1.00 1.00 1.00 1.00 1.94 203.20 2292.26 0.97 29.63 310.00 +D+S 0.986 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 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-17 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 8.0 ft 1 0.112 0.121 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.110 0.118 1.15 0.986 1.00 1.00 1.00 1.00 1.00 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.053 0.057 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.084 0.090 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.028 0.030 1.60 0.986 1.00 1.00 1.00 1.00 1.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.021 0.023 1.60 0.986 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+S 1 0.0263 4.029 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.408 1.408 Overall MINimum 0.600 0.600 D Only 0.808 0.808 +D+L 0.968 0.968 +D+S 1.408 1.408 +D+0.750L+0.750S 1.378 1.378 +0.60D 0.485 0.485 L Only 0.160 0.160 S Only 0.600 0.600 Moment Values Shear Values M fb F'b V fv F'v 2.82 295.56 2636.10 1.41 43.10 356.50 0.00 0.00 0.00 0.00 2.76 289.26 2636.10 1.38 42.18 356.50 0.00 0.00 0.00 0.00 1.84 193.35 3667.62 0.92 28.20 496.00 0.00 0.00 0.00 0.00 2.93 307.07 3667.62 1.46 44.78 496.00 0.00 0.00 0.00 0.00 0.97 101.77 3667.62 0.48 14.84 496.00 0.00 0.00 0.00 0.00 0.74 78.02 3667.62 0.37 11.38 496.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-18 A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus 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 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf D(0.81) L(Q.16) S(0.6) D(0.1) D(0.018) L(0.06) (0. 09) L( .0 3.5x14 3.5x14 Span = 10.750 ft Span = 1.50 Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.750 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D = 0.810, L = 0.160, S = 0.60 k @ 1.50 ft, (L 2-17) Maximum Bending Stress Ratio = Section used for this span fb : Actual FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.0821 Maximum Shear Stress Ratio = 0.135 : 1 3.5x14 Section used for this span 3.5x14 234.85psi fv : Actual 48.28 psi 2,636.10 psi Fv : Allowable = 356.50 psi +D+S Load Combination +D+0.750L+0.750S 10.750ft Location of maximum on span = 10.750 ft Span # 1 Span # where maximum occurs = Span # 1 0.008 in Ratio = 4690>=360 -0.004 in Ratio = 8646>=360 0.017 in Ratio = 2104>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-18 A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.068 0.107 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.34 140.39 2063.03 0.97 29.80 279.00 Length =1.50 ft 2 0.068 0.107 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.34 140.39 2063.03 0.97 29.80 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.074 0.116 1.00 0.986 1.00 1.00 1.00 1.00 1.00 1.61 169.12 2292.26 1.18 36.08 310.00 Length =1.50 ft 2 0.074 0.116 1.00 0.986 1.00 1.00 1.00 1.00 1.00 1.61 169.12 2292.26 1.18 36.08 310.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.089 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.24 234.85 2636.10 1.57 48.17 356.50 Length =1.50 ft 2 0.089 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.24 234.85 2636.10 1.57 48.17 356.50 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.088 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.22 232.79 2636.10 1.58 48.28 356.50 Length =1.50 ft 2 0.088 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.22 232.79 2636.10 1.58 48.28 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.044 0.068 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.52 160.05 3667.62 1.11 33.97 496.00 Length =1.50 ft 2 0.044 0.068 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.52 160.05 3667.62 1.11 33.97 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.067 0.104 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.36 247.53 3667.62 1.68 51.41 496.00 Length =1.50 ft 2 0.067 0.104 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.36 247.53 3667.62 1.68 51.41 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.023 0.036 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.80 84.24 3667.62 0.58 17.88 496.00 Length =1.50 ft 2 0.023 0.036 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.80 84.24 3667.62 0.58 17.88 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.018 0.028 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.62 64.58 3667.62 0.45 13.71 496.00 Length =1.50 ft 2 0.018 0.028 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.62 64.58 3667.62 0.45 13.71 496.00 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 -0.0190 6.426 +D+S 2 0.0171 1.500 0.0000 6.426 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.297 2.122 Overall MINimum -0.084 0.684 D Only -0.028 1.195 +D+L 0.269 1.748 +D+S -0.111 1.878 +D+0.750L+0.750S 0.132 2.122 +0.60D -0.017 0.717 L Only 0.297 0.553 S Only -0.084 0.684 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 2-18 C CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus 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 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf D(0.81) L(Q.16) S(0.6) 1. 3.5x14 7\ 3.5x14 Span = 10.750 ft Span = 1.50 Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120 ksf, Tributary Width =1.50 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 0.750 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Point Load : D = 0.810, L = 0.160, S = 0.60 k @ 1.50 ft, (L 2-17) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FIB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.0821 Maximum Shear Stress Ratio = 0.135 : 1 3.5x14 Section used for this span 3.5x14 234.85psi fv : Actual 48.28 psi 2,636.10 psi Fv : Allowable = 356.50 psi +D+S Load Combination +D+0.750L+0.750S 10.750ft Location of maximum on span = 10.750 ft Span # 1 Span # where maximum occurs = Span # 1 0.008 in Ratio = 4690>=360 0.000 in Ratio = 0 <360 0.017 in Ratio = 2104>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-18 C Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.068 0.107 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.34 140.39 2063.03 0.97 29.80 279.00 Length =1.50 ft 2 0.068 0.107 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.34 140.39 2063.03 0.97 29.80 279.00 +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.074 0.116 1.00 0.986 1.00 1.00 1.00 1.00 1.00 1.61 169.12 2292.26 1.18 36.08 310.00 Length =1.50 ft 2 0.074 0.116 1.00 0.986 1.00 1.00 1.00 1.00 1.00 1.61 169.12 2292.26 1.18 36.08 310.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.089 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.24 234.85 2636.10 1.57 48.17 356.50 Length =1.50 ft 2 0.089 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.24 234.85 2636.10 1.57 48.17 356.50 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.088 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.22 232.79 2636.10 1.58 48.28 356.50 Length =1.50 ft 2 0.088 0.135 1.15 0.986 1.00 1.00 1.00 1.00 1.00 2.22 232.79 2636.10 1.58 48.28 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.044 0.068 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.52 160.05 3667.62 1.11 33.97 496.00 Length =1.50 ft 2 0.044 0.068 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.52 160.05 3667.62 1.11 33.97 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.067 0.104 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.36 247.53 3667.62 1.68 51.41 496.00 Length =1.50 ft 2 0.067 0.104 1.60 0.986 1.00 1.00 1.00 1.00 1.00 2.36 247.53 3667.62 1.68 51.41 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.023 0.036 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.80 84.24 3667.62 0.58 17.88 496.00 Length =1.50 ft 2 0.023 0.036 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.80 84.24 3667.62 0.58 17.88 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.018 0.028 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.62 64.58 3667.62 0.45 13.71 496.00 Length =1.50 ft 2 0.018 0.028 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.62 64.58 3667.62 0.45 13.71 496.00 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 -0.0190 6.426 +D+S 2 0.0171 1.500 0.0000 6.426 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.111 1.880 Overall MINimum -0.028 0.684 D Only -0.028 1.195 +D+L -0.053 1.425 +D+S -0.111 1.878 +D+0.750L+0.750S -0.110 1.880 +0.60D -0.017 0.717 L Only -0.025 0.230 S Only -0.084 0.684 Project Title: Engineer: Project ID: Project Descr: Wood Beam1s201s2005\s2005012-22814Edmonds Way Mwo200521\200521_enercalctrib_190129_2ndfloor _s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-19 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi Load Combination IBC 2015 Fb - 2,900.0 psi Fc - Prll 2,900.0 psi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(-0.03) L(0.3) S(-0.08) D(0.063 D(0.048) L(0.16) (0.027 4.09 5.25x14.0 Span = 18.083 ft E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 45.050 pcf 1) D(-0.03) L(0.3) S(-0.08) plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.250 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 4.0 -->> 8.0 ft, Tributary Width = 4.0 ft, (FLOOR) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 7.750 -->> 18.083 ft, Tributary Width = 5.250 ft, (FLOOR) Point Load : D =-0.030, L = 0.30, S = -0.080 k @ 9.250 ft, (L 2-18) Point Load : D =-0.030, L = 0.30, S = -0.080 k @ 17.0 ft, (L 2-18) DESIGN SUMMARY � • ' Maximum Bending Stress Ratio = 0.3861 Maximum Shear Stress Ratio = 0.263 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual 1,100.90 psi fv : Actual 76.34 psi FB : Allowable = 2,850.80 psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.305ft Location of maximum on span = 18.083 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.300 in Ratio = 724 >=360 Max Upward Transient Deflection -0.008 in Ratio = 25810 > 360 Max Downward Total Deflection 0.377 in Ratio = 575 > 240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-19 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.086 0.057 0.90 0.983 1.00 1.00 1.00 1.00 1.00 3.17 221.82 2565.72 0.73 14.88 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.386 0.263 1.00 0.983 1.00 1.00 1.00 1.00 1.00 15.73 1,100.90 2850.80 3.74 76.34 290.00 +D+S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.059 0.038 1.15 0.983 1.00 1.00 1.00 1.00 1.00 2.79 194.94 3278.42 0.62 12.70 333.50 +D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.262 0.178 1.15 0.983 1.00 1.00 1.00 1.00 1.00 12.29 859.85 3278.42 2.90 59.20 333.50 +1.140D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.055 0.037 1.60 0.983 1.00 1.00 1.00 1.00 1.00 3.61 252.88 4561.28 0.83 16.97 464.00 +1.105D+0.750L+0.750S 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.194 0.131 1.60 0.983 1.00 1.00 1.00 1.00 1.00 12.62 883.10 4561.28 2.98 60.76 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.083 ft 1 0.029 0.019 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.90 133.09 4561.28 0.44 8.93 464.00 +0.460D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.083 ft 1 0.022 0.015 1.60 0.983 1.00 1.00 1.00 1.00 1.00 1.46 102.04 4561.28 0.34 6.85 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.3768 9.239 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.568 3.741 Overall MINimum -0.044 -0.116 D Only 0.542 0.729 +D+L 2.568 3.741 +D+S 0.498 0.613 +D+0.750L+0.750S 2.028 2.901 +0.60D 0.325 0.438 L Only 2.026 3.012 S Only -0.044 -0.116 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-20 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi 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 44.99 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling in=5. Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width =10.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =10.0 ft, (ROOF) Point Load : D = 0.540, L = 2.030, S = -0.040 k @ 3.750 ft, (L 2-19) 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 0.1431 Maximum Shear Stress Ratio = 0.265 : 1 3.5x14 Section used for this span 3.5x14 326.91 psi fv : Actual 82.12 psi 2,292.26 psi Fv : Allowable = 310.00 psi +D+L Load Combination +D+L 3.741 ft Location of maximum on span = 5.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.006 in Ratio = 10676>=360 0.000 in Ratio = 0 <360 0.011 in Ratio = 5659>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Pb Shear Values V fv Pv D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.061 0.116 0.90 0.986 1.00 1.00 1.00 1.00 1.00 1.19 125.01 2063.03 1.06 32.45 279.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-20 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+L 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.143 0.265 1.00 0.986 1.00 1.00 1.00 1.00 1.00 3.11 326.91 2292.26 2.68 82.12 310.00 +D+S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.077 0.142 1.15 0.986 1.00 1.00 1.00 1.00 1.00 1.93 202.33 2636.10 1.65 50.66 356.50 +D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.121 0.234 1.15 0.986 1.00 1.00 1.00 1.00 1.00 3.04 318.85 2636.10 2.72 83.36 356.50 +1.140D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.039 0.075 1.60 0.986 1.00 1.00 1.00 1.00 1.00 1.36 142.51 3667.62 1.21 36.99 496.00 +1.105D+0.750L+0.750S 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.090 0.175 1.60 0.986 1.00 1.00 1.00 1.00 1.00 3.16 331.57 3667.62 2.83 86.77 496.00 +0.60D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.020 0.039 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.71 75.00 3667.62 0.64 19.47 496.00 +0.460D 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.016 0.030 1.60 0.986 1.00 1.00 1.00 1.00 1.00 0.55 57.50 3667.62 0.49 14.93 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0106 2.646 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.707 2.723 Overall MINimum 0.615 0.595 D Only 0.790 1.060 +D+L 1.398 2.683 +D+S 1.405 1.655 +D+0.750L+0.750S 1.707 2.723 +0.60D 0.474 0.636 L Only 0.608 1.623 S Only 0.615 0.595 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc tdb_190129_2nd floor_s2005012.ec r.rr.. Description : 2-21 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.83 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.09) S(0.15) D(0.012 L(0.04) D( _08) 2-2x6 Span =6.0ft Applied Loads Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.9331 Maximum Shear Stress Ratio = 0.525 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 1,185.32 psi fv : Actual 90.55 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 884>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.180 in Ratio = 399>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb Shear Values V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.653 0.368 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.82 649.79 994.50 0.55 49.64 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.717 0.404 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.00 792.60 1105.00 0.67 60.55 150.00 +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 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-21 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 6.0 ft 1 0.933 0.525 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.912 0.513 1.15 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 = 6.0 ft 1 0.419 0.236 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 = 6.0 ft 1 0.694 0.390 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.221 0.124 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 = 6.0 ft 1 0.169 0.095 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 1.49 1,185.32 1270.75 1.00 90.55 172.50 0.00 0.00 0.00 0.00 1.46 1,158.55 1270.75 0.97 88.50 172.50 0.00 0.00 0.00 0.00 0.93 740.76 1768.00 0.62 56.59 240.00 0.00 0.00 0.00 0.00 1.55 1,226.77 1768.00 1.03 93.71 240.00 0.00 0.00 0.00 0.00 0.49 389.87 1768.00 0.33 29.78 240.00 0.00 0.00 0.00 0.00 0.38 298.90 1768.00 0.25 22.83 240.00 Max. "+" Defl Location in Span +D+S 1 0.1801 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.996 0.996 Overall MINimum 0.450 0.450 D Only 0.546 0.546 +D+L 0.666 0.666 +D+S 0.996 0.996 +D+0.750L+0.750S 0.974 0.974 +0.60D 0.328 0.328 L Only 0.120 0.120 S Only 0.450 0.450 Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONt Description : 2-22 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 =5.0ft 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 950.0 ksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend - yy 850.0 ksi 1,100.0 psi Density 31.20 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 2.0 -->> 5.0 ft, Tributary Width=11.250 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.50 - > 5.0 ft, Tributary Width=11.250 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Point Load : D = 0.70, L = 2.320 k @ 2.0 ft, (L 2-3) Point Load : D = 1.240, S = 2.080 k @ 0.50 ft, (R 3-9) Maximum Bending Stress Ratio = 0.611: 1 Maximum Shear Stress Ratio = 0.840 : 1 Section used for this span 3.5x9 Section used for this span 3.5x9 fb : Actual 1,467.33 psi fv : Actual 256.10 psi FB : Allowable = 2,400.00 psi Fv : Allowable = 304.75 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span = 2.007ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 1627>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.065 in Ratio = 918>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 2-22 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length = 5.0 ft 1 0.257 0.439 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.611 0.718 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.334 0.725 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.549 0.840 1.15 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 = 5.0 ft 1 0.165 0.282 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 = 5.0 ft 1 0.410 0.630 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.087 0.148 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 = 5.0 ft 1 0.067 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0653 2.427 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 5.378 3.388 Overall MINimum 2.442 0.904 D Only 2.199 1.305 +D+L 3.996 3.178 +D+S 4.641 2.209 +D+0.750L+0.750S 5.378 3.388 +0.60D 1.320 0.783 L Only 1.797 1.873 S Only 2.442 0.904 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 2.19 555.55 2160.00 2.20 104.72 238.50 0.00 0.00 0.00 0.00 5.78 1,467.33 2400.00 4.00 190.30 265.00 0.00 0.00 0.00 0.00 3.63 922.84 2760.00 4.64 220.99 304.75 0.00 0.00 0.00 0.00 5.96 1,514.86 2760.00 5.38 256.10 304.75 0.00 0.00 0.00 0.00 2.49 633.32 3840.00 2.51 119.39 424.00 0.00 0.00 0.00 0.00 6.19 1,573.19 3840.00 5.61 267.10 424.00 0.00 0.00 0.00 0.00 1.31 333.33 3840.00 1.32 62.83 424.00 0.00 0.00 0.00 0.00 1.01 255.55 3840.00 1.01 48.17 424.00 Max. °+° Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Column 1s201s2005\s2005012 - 22814 Edmonds Way Mwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : L 2-6 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in12 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi Ix 48.526 in14 Cf or Cv for Tension 1.30 Fb - 900.0 psi Ft 575.0 psi I Cm : Wet Use Factor y 19.651 in 4 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 9 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS ... L 2-6: Axial Load at 9.0 ft, D = 2.720, L = 2.390, S = 0.970 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6021 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +1.105D+0.750L+0.750S Top along Y-Y 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 5.526 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 476.775 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 9.0 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 0.340 0.3112 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L 1.000 0.309 0.5777 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S 1.150 0.273 0.4115 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S 1.150 0.273 0.5844 PASS 0.0 ft 0.0 PASS 9.0 ft +1.140D 1.600 0.201 0.3379 PASS 0.0 ft 0.0 PASS 9.0 ft +1.105D+0.750L+0.750S 1.600 0.201 0.6021 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D 1.600 0.201 0.1778 PASS 0.0 ft 0.0 PASS 9.0 ft +0.460D 1.600 0.201 0.1363 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.720 Project Title: Engineer: Project ID: Project Descr: Wood Column 1s201s20051s2005012 - 22814 Edmonds Way C1wo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec r.rr.. Description : L 2-6 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 5.110 +D+S 3.690 +D+0.750L+0.750S 5.240 +0.60D 1.632 L Only 2.390 S Only 0.970 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches X 4 3.50 in Project Title: Engineer: Project ID: Project Descr: Wood Column 1s201s2005\s2005012 - 22814 Edmonds Way Mwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec ` Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : L 2-4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.25 in12 Cf or Cv for Compression 1.150 Fb + 900.0 psi Fv 180.0 psi Ix 12.505 in14 Cf or Cv for Tension 1.50 Fb - 900.0 psi Ft 575.0 psi I Cm : Wet Use Factor y 12.505 in 4 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 9 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS ... L 2-4: Axial Load at 9.0 ft, D = 0.950, L = 3.160 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7268 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L Top along Y-Y 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 4.110 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 461.640 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 9.0 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 0.327 0.1699 PASS 9.0 ft 0.0 PASS 9.0 ft +D+L 1.000 0.297 0.7268 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L 1.150 0.262 0.5797 PASS 0.0 ft 0.0 PASS 9.0 ft +1.140D 1.600 0.192 0.1850 PASS 0.0 ft 0.0 PASS 9.0 ft +1.105D+0.750L 1.600 0.192 0.5841 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D 1.600 0.192 0.09736 PASS 9.0 ft 0.0 PASS 9.0 ft +0.460D 1.600 0.192 0.07464 PASS 9.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.950 +D+L 4.110 Project Title: Engineer: Project ID: Project Descr: Wood Column 1s201s20051s2005012 - 22814 Edmonds Way Qwo 200521\200521_enercalc trib_190129_2nd floor_s2005012.ec r.rr.. Description : L 2-4 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L 3.320 +0.60D 0.570 L Only 3.160 Maximum Deflections for Load Combinations Load Combination D Only +D+L +D+0.750L +0.60D L Only Sketches c 0 ni Max. X-X Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft Ih4 ■ 4�4 - -- -- 3.50 in Max. Y-Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 4.11 Ok 4.110k Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW' Description : 1-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi L : MOdUIUS of Llasuaty Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp 900.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.012) L(0.04) D( 09) 3.5x11.875 Span = 10.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.129: 1 Maximum Shear Stress Ratio = 0.089 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual 299.24psi fv : Actual 27.55 psi FB : Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.375ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 8077>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.057 in Ratio = 2275>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.103 0.071 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.47 214.94 2092.50 0.55 19.79 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.129 0.089 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.05 299.24 2325.00 0.76 27.55 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.104 0.072 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.91 278.16 2673.75 0.71 25.61 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.066 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.68 245.04 3720.00 0.63 22.56 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor_s2005012.ec, Description : 1-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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=10.750 ft 1 0.081 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.06 300.73 3720.00 0.77 27.68 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.035 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.88 128.97 3720.00 0.33 11.87 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.750 ft 1 0.027 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 98.87 3720.00 0.25 9.10 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0567 5.414 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.763 0.763 Overall MINimum 0.215 0.215 D Only 0.548 0.548 +D+L 0.763 0.763 +D+0.750L 0.710 0.710 +0.60D 0.329 0.329 L Only 0.215 0.215 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.17 D(.05 S 5) D( .0 2 L 0. 4) DLO .17 0.075 S 0.12 9) S(0.97) D(2.56) L(0 89) S(0.97) D 0.012 L 0.04 D(0.018) L(0.06) 7x11.875 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.720, L = 2.390, S = 0.970 k @ 4.250 ft, (L 2-6) Service loads entered. Load Factors will be applied for calculations. Point Load : D = 2.560, L = 0.890, S = 0.970 k @ 10.750 ft, (L 2-7) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =15.0 -->> 16.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 15.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 15.0 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 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 0.6301 Maximum Shear Stress Ratio = 0.416 : 1 7x11.875 Section used for this span 7x11.875 1,825.72 psi fv : Actual = 120.66 psi 2,900.00 psi Fv : Allowable = 290.00 psi +D+L Load Combination +D+L 4.270ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.228 in Ratio = 0.000 in Ratio = Max Downward Total Deflection 0.611 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 854 >=360 0 <360 319 >=240. 0 <240.0 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b D Only Length=16.250 ft 1 0.411 0.275 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.69 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.630 0.416 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.03 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.439 0.297 1.15 1.000 1.00 1.00 1.00 1.00 1.00 20.05 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.577 0.387 1.15 1.000 1.00 1.00 1.00 1.00 1.00 26.36 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.263 0.177 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.75 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.438 0.294 1.60 1.000 1.00 1.00 1.00 1.00 1.00 27.88 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.139 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.82 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.250 ft 1 0.106 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.76 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 1,071.63 2610.00 3.98 71.88 261.00 0.00 0.00 0.00 0.00 1,825.72 2900.00 6.69 120.66 290.00 0.00 0.00 0.00 0.00 1,462.64 3335.00 5.50 99.17 333.50 0.00 0.00 0.00 0.00 1,922.79 3335.00 7.14 128.93 333.50 0.00 0.00 0.00 0.00 1,221.66 4640.00 4.54 81.94 464.00 0.00 0.00 0.00 0.00 2,033.67 4640.00 7.56 136.48 464.00 0.00 0.00 0.00 0.00 642.98 4640.00 2.39 43.13 464.00 0.00 0.00 0.00 0.00 492.95 4640.00 1.83 33.06 464.00 Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.6107 7.947 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.145 5.168 Overall MINimum 1.512 1.115 D Only 3.983 3.003 +D+L 6.686 4.775 +D+S 5.496 4.118 +D+0.750L+0.7505 7.145 5.168 +0.60D 2.390 1.802 L Only 2.703 1.772 S Only 1.512 1.115 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.17) 57) S(0.95) D(0.075) S(0.125) D(0.012) L(0.04) 7 t D(0.018) L(0.06) 7x 11.875 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.720, L = 2.570, S = 0.950 k @ 6.50 ft, (L 2-12.1) 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.050 pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width =17.0 ft, (WALL) DESIGN SUMMARY � • ' Maximum Bending Stress Ratio = 0.6741 Maximum Shear Stress Ratio = 0.333 : 1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb : Actual = 1,955.58 psi fv : Actual = 96.58 psi FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.524ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.230 in Ratio = 846 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.511 in Ratio = 381 > 240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Description : 1-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.403 0.215 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.40 1,050.54 2610.00 3.11 56.20 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.674 0.333 1.00 1.000 1.00 1.00 1.00 1.00 1.00 26.81 1,955.58 2900.00 5.35 96.58 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.430 0.235 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.68 1,435.41 3335.00 4.33 78.22 333.50 +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=16.250 ft 1 0.605 0.309 1.15 1.000 1.00 1.00 1.00 1.00 1.00 27.67 2,017.97 3335.00 5.71 103.00 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.258 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.42 1,197.62 4640.00 3.55 64.07 464.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.459 0.235 1.60 1.000 1.00 1.00 1.00 1.00 1.00 29.18 2,128.28 4640.00 6.03 108.90 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.136 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.64 630.33 4640.00 1.87 33.72 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.104 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.63 483.25 4640.00 1.43 25.85 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.5107 7.651 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.708 3.151 Overall MINimum 1.220 0.543 D Only 3.115 1.568 +D+L 5.352 3.136 +D+S 4.335 2.111 +D+0.750L+0.750S 5.708 3.151 +0.60D 1.869 0.941 L Only 2.238 1.568 S Only 1.220 0.543 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.17) 0.075 S 0.125 D(0.012 L(0.04) 7 S097 D263 L209 S097 .06 rA`ffrc.7 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.660, L = 2.20, S = 0.970 k @ 1.330 ft, (L 2-12) Point Load : D = 2.630, L = 2.090, S = 0.970 k @ 12.0 ft, (L 2-13) Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 12.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 12.0 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-4 DESIGN SUMMARY M • Maximum Bending Stress Ratio = 0.5161 Maximum Shear Stress Ratio = 0.428 : 1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb : Actual = 1,497.38 psi fv : Actual 124.05 psi FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.980ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.196 in Ratio = 995>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.438 in Ratio = 444>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.319 0.259 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.40 831.61 2610.00 3.75 67.62 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.516 0.428 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.53 1,497.38 2900.00 6.87 124.05 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.342 0.277 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.64 1,140.84 3335.00 5.12 92.40 333.50 +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=16.250 ft 1 0.469 0.385 1.15 1.000 1.00 1.00 1.00 1.00 1.00 21.43 1,562.86 3335.00 7.12 128.53 333.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.204 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.00 948.03 4640.00 4.27 77.08 464.00 +1.105D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.356 0.292 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.62 1,650.18 4640.00 7.52 135.62 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.108 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.84 498.97 4640.00 2.25 40.57 464.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.082 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 382.54 4640.00 1.72 31.10 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.4384 8.599 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.122 5.988 Overall MINimum 1.373 1.264 D Only 3.747 3.270 +D+L 6.874 5.630 +D+S 5.120 4.534 +D+0.750L+0.7505 7.122 5.988 +0.60D 2.248 1.962 L Only 3.127 2.361 S Only 1.373 1.264 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 1.75x11.875 Span =4.0ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.117.. 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 273.09psi fv : Actual 67.56 psi FB : Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 8711 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 6700>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.030 0.056 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 63.02 2092.50 0.22 15.59 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.117 0.218 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.94 273.09 2325.00 0.94 67.56 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.082 0.153 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.76 220.57 2673.75 0.76 54.57 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.019 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.25 71.84 3720.00 0.25 17.77 496.00 +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 = 4.0 ft 1 0.061 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 227.19 3720.00 0.78 56.21 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6' Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 it 1 0.010 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 37.81 3720.00 0.13 9.35 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 it 1 0.008 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 28.99 3720.00 0.10 7.17 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0072 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.720 0.720 D Only 0.216 0.216 +D+L 0.936 0.936 +D+0.750L 0.756 0.756 +0.60D 0.130 0.130 L Only 0.720 0.720 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(022), L(0.72) 018 1 75x11.875 Span = 18.0 ft File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 2,325.0 psi E : Modulus of Elasticity 2,325.0 psi Ebend- xx 1,550.0 ksi 2,170.0 psi Eminbend - xx 787.82 ksi 900.0 psi 310.0 psi 1,070.0 psi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.50 ft, (FLOOR) Point Load : D = 0.220, L = 0.720 k @ 1.330 ft, (R 1-5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.47R 1 Maximum Shear Stress Ratio = 0.366 :1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 1,113.07psi fv : Actual = 113.51 psi FB : Allowable 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.080ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.466 in Ratio = 463>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.606 in Ratio = 356>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length =18.0 ft +D+L Length =18.0 ft +D+0.750L Length =18.0 ft +1.140D Length =18.0 ft Max Stress Ratios Moment Values Span # M V C d C FN C i Cr C m C t C L M fb Fb 0.00 1 0.123 0.095 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.88 257.52 2092.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1 0.479 0.366 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.81 1,113.07 2325.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1 0.336 0.257 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.08 899.18 2673.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1 0.079 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 293.57 3720.00 Shear Values V fv Fv 0.00 0.00 0.00 0.37 26.40 279.00 0.00 0.00 0.00 1.57 113.51 310.00 0.00 0.00 0.00 1.27 91.73 356.50 0.00 0.00 0.00 0.42 30.10 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6• Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +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 =18.0 ft 1 0.249 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 926.22 3720.00 1.31 94.50 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.042 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.53 154.51 3720.00 0.22 15.84 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.032 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 118.46 3720.00 0.17 12.14 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.6058 8.803 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.573 0.771 Overall MINimum 1.207 0.593 D Only 0.366 0.178 +D+L 1.573 0.771 +D+0.750L 1.271 0.623 +0.60D 0.219 0.107 L Only 1.207 0.593 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 0.00.. Description : 1-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fib + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,170.0 psi Eminbend - xx 787.82 ksi Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900.0 psi 310.0 psi 1,070.0 psi Density 44.990pcf D(0.22) L(0.72) D(0.22) L(0.72) D 0_ 18 L O.06 D 0.018 L O.06 1.75x11.875 1.75x11.875 Span = 3.750 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 0.220, L = 0.720 k @ 1.330 ft, (R 1-5) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 0.220, L = 0.720 k @ 1.330 ft, (R 1-5) Span = 18.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.4521 Maximum Shear Stress Ratio = 0.413 : 1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 1,066.39 psi fv : Actual 128.16 psi FB : Allowable = 2,325.00 psi 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 = 3.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.206 in Ratio = 1047>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.268 in Ratio = 805>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Wood Beam File = C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 Description : Load Combination Segment Length 1-7 Span # Max Stress M Ratios V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.118 0.107 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.85 247.06 2092.50 0.41 29.80 279.00 Length =18.0 ft 2 0.118 0.107 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.85 247.06 2092.50 0.41 29.80 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.459 0.413 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.66 1,066.39 2325.00 1.78 128.16 310.00 Length =18.0 ft 2 0.459 0.413 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.66 1,066.39 2325.00 1.78 128.16 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.322 0.291 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.95 861.56 2673.75 1.43 103.57 356.50 Length =18.0 ft 2 0.322 0.291 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.95 861.56 2673.75 1.43 103.57 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.076 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 281.65 3720.00 0.47 33.97 496.00 Length =18.0 ft 2 0.076 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.97 281.65 3720.00 0.47 33.97 496.00 +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 = 3.750 ft 1 0.239 0.215 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.04 887.50 3720.00 1.48 106.70 496.00 Length =18.0 ft 2 0.239 0.215 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.04 887.50 3720.00 1.48 106.70 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.040 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 148.24 3720.00 0.25 17.88 496.00 Length =18.0 ft 2 0.040 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 148.24 3720.00 0.25 17.88 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.031 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 113.65 3720.00 0.19 13.71 496.00 Length =18.0 ft 2 0.031 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 113.65 3720.00 0.19 13.71 496.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max.'Y' Defl Location in Span 1 0.0000 0.000 +D+L -0.0104 2.367 +D+L 2 0.2683 9.955 0.0000 2.367 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.222 3.230 0.568 Overall MINimum -0.050 2.480 0.437 D Only -0.050 0.750 0.131 +D+L -0.222 3.230 0.568 +D+0.750L -0.179 2.610 0.459 +0.60D -0.030 0.450 0.079 L Only -0.172 2.480 0.437 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 11 1.75x11.875 Span = 3.750 ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1021 Maximum Shear Stress Ratio = 0.216 : 1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 253.35psi fv : Actual 66.86 psi FB : Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.875ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 10015>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.006 in Ratio = 7704>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.028 0.055 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.20 58.47 2092.50 0.21 15.43 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.109 0.216 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.87 253.35 2325.00 0.93 66.86 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.077 0.151 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.70 204.63 2673.75 0.75 54.00 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.018 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 66.65 3720.00 0.24 17.59 496.00 +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 = 3.750 ft 1 0.057 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 210.77 3720.00 0.77 55.62 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6' Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.009 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 35.08 3720.00 0.13 9.26 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.750 ft 1 0.007 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 26.89 3720.00 0.10 7.10 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0058 1.889 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.926 0.926 Overall MINimum 0.713 0.713 D Only 0.214 0.214 +D+L 0.926 0.926 +D+0.750L 0.748 0.748 +0.60D 0.128 0.128 L Only 0.713 0.713 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 1 2-2x6 Span = 3.250 ft File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 850 psi E : Modulus of Elasticity 850 psi Ebend- xx 1300 ksi 1300 psi Eminbend - xx 470 ksi 405 psi 150 psi 525psi Density 26.83pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width=11.250 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5551 Maximum Shear Stress Ratio = 0.576 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 612.80psi fv : Actual 86.42 psi FB : Allowable = 1,105.00psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.625ft Location of maximum on span = 3.250 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 1856>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.027 in Ratio = 1427>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.142 0.148 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.18 141.42 994.50 0.22 19.94 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.555 0.576 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.77 612.80 1105.00 0.95 86.42 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.389 0.405 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.62 494.95 1270.75 0.77 69.80 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.091 0.095 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 161.21 1768.00 0.25 22.74 240.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.288 0.300 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.64 509.80 1768.00 0.79 71.90 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6' Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.048 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 84.85 1768.00 0.13 11.97 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.037 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 65.05 1768.00 0.10 9.17 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0273 1.637 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.731 0.731 D Only 0.219 0.219 +D+L 0.951 0.951 +D+0.750L 0.768 0.768 +0.60D 0.132 0.132 L Only 0.731 0.731 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC—l.BEL\Desktop\200521—l.EC6' Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi 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 44.99pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2.2) L(1;8) S(2.43I00.21) L(0.73) D(1.31) L(1,.87) S(0.9) D(0.039) L(0.1 09 1.75x11.875 1.75x11.875 A Soan = 2.50 ft Soan = 3.250 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : D = 0.210, L = 0.730 k @ 1.50 ft, (L 1-8) Point Load : D = 2.20, L =1.80, S = 2.440 k @ 0.330 ft, (L 2-22) Load for Span Number 2 Uniform Load : D = 0.010 ksf, Tributary Width = 9.0 ft, (WALL) Point Load : D = 1.310, L=1.870, S = 0.90 k @ 2.670 ft, (R 2-22) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.250 ft, (FLOOR) Service loads entered. Load Factors will be applied for calculations. Project Title: Engineer: Project ID: Project Descr: Wood Beam File = C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 Description : 1-10 DESIGN SUMMARY Mfflff• Maximum Bending Stress Ratio = 0.1881 Maximum Shear Stress Ratio = 0.926 : 1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 437.58psi fv : Actual 330.26 psi FB : Allowable = 2,325.00 psi Fv : Allowable = 356.50 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span = 2.669ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 17692 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 10210 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.086 0.490 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.62 180.29 2092.50 1.89 136.61 279.00 Length = 3.250 ft 2 0.088 0.490 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 183.40 2092.50 1.12 136.61 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.151 0.810 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.21 352.05 2325.00 3.48 251.03 310.00 Length = 3.250 ft 2 0.188 0.810 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.50 437.58 2325.00 2.66 251.03 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.139 0.787 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.27 371.40 2673.75 3.88 280.40 356.50 Length = 3.250 ft 2 0.109 0.787 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.00 292.05 2673.75 1.76 280.40 356.50 +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 = 2.50 ft 1 0.164 0.926 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.50 437.84 2673.75 4.58 330.26 356.50 Length = 3.250 ft 2 0.170 0.926 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.56 455.52 2673.75 2.76 330.26 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.055 0.314 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.70 205.53 3720.00 2.16 155.74 496.00 Length = 3.250 ft 2 0.056 0.314 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 209.07 3720.00 1.28 155.74 496.00 +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 = 2.50 ft 1 0.123 0.695 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.57 456.77 3720.00 4.77 344.61 496.00 Length = 3.250 ft 2 0.128 0.695 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.63 474.78 3720.00 2.88 344.61 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.029 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 108.17 3720.00 1.14 81.97 496.00 Length = 3.250 ft 2 0.030 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 110.04 3720.00 0.67 81.97 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 82.93 3720.00 0.87 62.84 496.00 Length = 3.250 ft 2 0.023 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.29 84.36 3720.00 0.52 62.84 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S 1 0.0023 0.936 0.0000 0.000 +D+L 2 0.0038 2.070 S Only -0.0000 0.054 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.576 3.152 2.759 Overall MINimum 1.992 0.705 0.643 D Only 1.893 1.350 1.122 +D+L 3.478 3.047 2.662 +D+S 3.885 2.055 1.764 +D+0.750L+0.750S 4.576 3.152 2.759 +0.601) 1.136 0.810 0.673 L Only 1.585 1.697 1.540 S Only 1.992 0.705 0.643 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 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 1.75x11.875 Span =4.0ft 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.1241 Maximum Shear Stress Ratio = 0.230 : 1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 288.26psi fv : Actual 71.31 psi FB : Allowable = 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 8252>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.008 in Ratio = 6348>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.032 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.23 66.52 2092.50 0.23 16.46 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.124 0.230 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.99 288.26 2325.00 0.99 71.31 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.087 0.162 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.80 232.83 2673.75 0.80 57.60 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.020 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 75.83 3720.00 0.26 18.76 496.00 +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 = 4.0 ft 1 0.064 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 239.81 3720.00 0.82 59.33 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6' Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.011 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 39.91 3720.00 0.14 9.87 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.008 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 30.60 3720.00 0.10 7.57 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0076 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.760 0.760 D Only 0.228 0.228 +D+L 0.988 0.988 +D+0.750L 0.798 0.798 +0.60D 0.137 0.137 L Only 0.760 0.760 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 0.00.. Description : 1-12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination iBC 2015 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 26.830pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.17) D(0.09) S(0.15) D(0.03 L(0.12) 2-2x6 Span = 3.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Maximum Bending Stress Ratio = 0.411: 1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 522.19psi fv : Actual 73.64 psi FB : Allowable = 1,270.75 psi Fv: Allowable = 172.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 1.625ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 5568>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 1675>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.312 0.324 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.39 310.07 994.50 0.48 43.73 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.394 0.410 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.55 435.77 1105.00 0.68 61.45 150.00 +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: Nood Beam File = C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6 Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION; Description : 1-12 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 3.250 ft 1 0.368 0.382 1.15 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.250 ft 1 0.411 0.427 1.15 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 = 3.250 ft 1 0.200 0.208 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 = 3.250 ft 1 0.314 0.326 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.250 ft 1 0.105 0.109 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 = 3.250 ft 1 0.081 0.084 1.60 1.300 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.750L+0.750S 1 0.0233 1.637 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.810 0.810 Overall MINimum 0.244 0.244 D Only 0.481 0.481 +D+L 0.676 0.676 +D+S 0.725 0.725 +D+0.750L+0.750S 0.810 0.810 +0.60D 0.289 0.289 L Only 0.195 0.195 S Only 0.244 0.244 Moment Values Shear Values M fb F'b V fv F'v 0.59 467.19 1270.75 0.72 65.89 172.50 0.00 0.00 0.00 0.00 0.66 522.19 1270.75 0.81 73.64 172.50 0.00 0.00 0.00 0.00 0.45 353.48 1768.00 0.55 49.85 240.00 0.00 0.00 0.00 0.00 0.70 554.75 1768.00 0.86 78.23 240.00 0.00 0.00 0.00 0.00 0.23 186.04 1768.00 0.29 26.24 240.00 0.00 0.00 0.00 0.00 0.18 142.63 1768.00 0.22 20.11 240.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 1 2-2x6 Span = 3.250 ft 850.0 psi 850.0 psi 1,300.0 psi 405.0 psi 150.0 psi 525.0 psi File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0 ksi Density 26.830 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =13.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.641: 1 Maximum Shear Stress Ratio = 0.666 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual 708.12 psi fv : Actual 99.86 psi FB : Allowable = 1,105.00 psi Fv: Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.625ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 1606>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.032 in Ratio = 1235>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.164 0.171 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.21 163.41 994.50 0.25 23.05 135.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.641 0.666 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.89 708.12 1105.00 1.10 99.86 150.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.450 0.468 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.72 571.95 1270.75 0.89 80.66 172.50 +1.140D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.105 0.109 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 186.29 1768.00 0.29 26.27 240.00 +1.105D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.333 0.346 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.74 589.10 1768.00 0.91 83.08 240.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6 Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION Description : 1-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.055 0.058 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 98.05 1768.00 0.15 13.83 240.00 +0.460D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.043 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 75.17 1768.00 0.12 10.60 240.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0316 1.637 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.845 0.845 D Only 0.254 0.254 +D+L 1.099 1.099 +D+0.750L 0.887 0.887 +0.60D 0.152 0.152 L Only 0.845 0.845 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade : TimberStrand LSL 1.55E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 12) L 3.5x11.875 Span =8.0ft 2,325.0 psi 2,325.0 psi 2,170.0 psi 900.0 psi 310.0 psi 1,070.0 psi File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 E : Modulus of Elasticity Ebend- xx 1,550.0 ksi Eminbend - xx 787.82 ksi Density 44.990 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.261: 1 Maximum Shear Stress Ratio = 0.242 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual 606.86psi fv : Actual 75.07 psi FB : Allowable 2,325.00 psi Fv: Allowable = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.049 in Ratio = 1960>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.064 in Ratio = 1507>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.067 0.062 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.96 140.05 2092.50 0.48 17.32 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.261 0.242 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.16 606.86 2325.00 2.08 75.07 310.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.183 0.170 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.36 490.16 2673.75 1.68 60.63 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.043 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.65 3720.00 0.55 19.75 496.00 +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 = 8.0 ft 1 0.136 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.46 504.86 3720.00 1.73 62.45 496.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File= C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6' Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 1-14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.023 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.58 84.03 3720.00 0.29 10.39 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 it 1 0.017 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 64.42 3720.00 0.22 7.97 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0637 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.600 1.600 D Only 0.480 0.480 +D+L 2.080 2.080 +D+0.750L 1.680 1.680 +0.60D 0.288 0.288 L Only 1.600 1.600 Project Title: Engineer: Project ID: Project Descr: Wood Beam Description : 1-14 DF CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 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 12) L(0.4 4x12 Span = 8.0 ft File = C:1Users\M84CC^1.BEL\Desktop1200521^1.EC6 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580 ksi 625 psi 180 psi 575 psi Density 31.2 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =10.0 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6831 Maximum Shear Stress Ratio = 0.440 :1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual 676.17psi fv : Actual 79.24 psi FB : Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio = 1720>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.073 in Ratio = 1323>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.175 0.113 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.96 156.04 891.00 0.48 18.29 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.683 0.440 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.16 676.17 990.00 2.08 79.24 180.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.480 0.309 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.36 546.13 1138.50 1.68 64.00 207.00 +1.140D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.112 0.072 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.09 177.88 1584.00 0.55 20.85 288.00 +1.105D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.355 0.229 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.46 562.52 1584.00 1.73 65.92 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6 Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION Description : 1-14 DF Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.059 0.038 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 93.62 1584.00 0.29 10.97 288.00 +0.460D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.045 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 71.78 1584.00 0.22 8.41 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L 1 0.0725 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.600 1.600 D Only 0.480 0.480 +D+L 2.080 2.080 +D+0.750L 1.680 1.680 +0.60D 0.288 0.288 L Only 1.600 1.600 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 0.00.. Description : 1-15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2325 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815 ksi 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 800 psi 310 psi 1070 psi Density 44.99 pcf D(0.09 S(0.15) 1.75x11.875 Span = 5.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =12.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (ROOF) Maximum Bending Stress Ratio = 0.3931 Maximum Shear Stress Ratio = 0.556 :1 Section used for this span 1.75x11.875 Section used for this span 1.75x11.875 fb : Actual 914.74psi fv : Actual 172.42 psi FB : Allowable = 2,325.00 psi Fv: Allowable 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.625ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 2774>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.041 in Ratio = 1524>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.197 0.278 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.41 412.14 2092.50 1.08 77.68 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.250 ft 1 0.393 0.556 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.14 914.74 2325.00 2.39 172.42 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Nood Beam File = C:\Users\M84CC-l.BEL\Desktop\200521-l.EC6 Lic. # : KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION; Description : 1-15 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Length = 5.250 ft 1 0.211 0.298 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.250 ft 1 0.337 0.477 1.15 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 = 5.250 ft 1 0.126 0.179 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 = 5.250 ft 1 0.254 0.359 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.250 ft 1 0.066 0.094 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 = 5.250 ft 1 0.051 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Moment Values Shear Values M fb F'b V fv F'v 1.93 562.92 2673.75 1.47 106.11 356.50 0.00 0.00 0.00 0.00 3.09 902.17 2673.75 2.36 170.05 356.50 0.00 0.00 0.00 0.00 1.61 469.83 3720.00 1.23 88.56 496.00 0.00 0.00 0.00 0.00 3.24 945.45 3720.00 2.47 178.21 496.00 0.00 0.00 0.00 0.00 0.85 247.28 3720.00 0.65 46.61 496.00 0.00 0.00 0.00 0.00 0.65 189.58 3720.00 0.50 35.73 496.00 Max. "+" Defl Location in Span +D+L 1 0.0413 2.644 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.389 2.389 Overall MINimum 0.394 0.394 D Only 1.076 1.076 +D+L 2.389 2.389 +D+S 1.470 1.470 +D+0.750L+0.750S 2.356 2.356 +0.60D 0.646 0.646 L Only 1.313 1.313 S Only 0.394 0.394 Project Title: Engineer: Project ID: Project Descr: Wood Beam File =C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 0.00.. Description : 1-16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,325.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,325.0 psi Ebend- xx 1,550.0 ksi 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 1,070.0 psi Density 44.990pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.79) L(0.61) S(0.62) D(1.06) L(tDM29 8(®)87) D(0.012) L(0.04) D(0.012) L( .04) 1.75x11.875 1.75x11.875 Span = 3.250 ft JL Span = 2.50 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =1.0 ft, (FLOOR) Point Load : D = 0.790, L = 0.610, S = 0.620 k @ 0.250 ft, (L 2-20) Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR) Point Load : D=1.060, L=1.620, S = 0.60 k @ 1.50 ft, (R 2-20) Point Load : D = 0.520, S = 0.870 k @ 2.0 ft, (L 3-7) 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 Service loads entered. Load Factors will be applied for calculations. 0.190 1 Maximum Shear Stress Ratio 1.75x11.875 Section used for this span 442.18 psi fv : Actual 2,325.00 psi Fv : Allowable +D+L Load Combination 1.494ft Location of maximum on span Span # 2 Span # where maximum occurs 0.002 in Ratio = 17377>=360 0.000 in Ratio = 0 <360 0.004 in Ratio = 8292>=240. 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations = 0.468 : 1 1.75x11.875 = 166.82 psi 356.50 psi +D+0.750L+0.750S = 2.500 ft = Span # 2 Project Title: Engineer: Project ID: Project Descr: Wood Beam File = C:\Users1M84CC^1.BEL\Desktop1200521-1.EC6 Description : 1-16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.044 0.173 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.32 92.30 2092.50 0.67 48.33 279.00 Length = 2.50 ft 2 0.094 0.243 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.67 195.78 2092.50 0.94 67.88 279.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.088 0.354 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.70 203.78 2325.00 1.52 109.74 310.00 Length = 2.50 ft 2 0.190 0.421 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.52 442.18 2325.00 1.81 130.62 310.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.061 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.56 163.45 2673.75 1.18 85.25 356.50 Length = 2.50 ft 2 0.130 0.384 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.19 348.29 2673.75 1.90 137.06 356.50 +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 = 3.250 ft 1 0.086 0.342 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.79 229.28 2673.75 1.69 122.08 356.50 Length = 2.50 ft 2 0.185 0.468 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.69 494.48 2673.75 2.31 166.82 356.50 +1.140D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.028 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 105.22 3720.00 0.76 55.09 496.00 Length = 2.50 ft 2 0.060 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.76 223.19 3720.00 1.07 77.39 496.00 +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 = 3.250 ft 1 0.064 0.256 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 238.97 3720.00 1.76 127.16 496.00 Length = 2.50 ft 2 0.138 0.351 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.77 515.03 3720.00 2.41 173.95 496.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.015 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 55.38 3720.00 0.40 29.00 496.00 Length = 2.50 ft 2 0.032 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 117.47 3720.00 0.56 40.73 496.00 +0.460D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.250 ft 1 0.011 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 42.46 3720.00 0.31 22.23 496.00 Length = 2.50 ft 2 0.024 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 90.06 3720.00 0.43 31.23 496.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.0001 0.327 +D+0.750L+0.750S -0.0011 2.288 +D+0.750L+0.750S 2 0.0036 1.425 0.0000 2.288 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.407 2.133 2.311 Overall MINimum 0.497 0.634 0.958 D Only 0.651 0.847 0.940 +D+L 1.162 1.927 1.810 +D+S 1.149 1.481 1.899 +D+0.750L+0.750S 1.407 2.133 2.311 +0.60D 0.391 0.508 0.564 L Only 0.511 1.080 0.869 S Only 0.497 0.634 0.958 Project Title: Engineer: Project ID: Project Descr: Wood Column 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec ` Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : L 1-4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 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 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth p 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 in12 Cf or Cv for Compression 1.10 Fb + 900.0 psi Fv 180.0 psi Ix 48.526 in14 Cf or Cv for Tension 1.30 Fb - 900.0 psi Ft 575.0 psi I Cm : Wet Use Factor y 19.651 in 4 1.0 Fc - Prll 1,350.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 8 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 8 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS ... L 1-4: Axial Load at 8.0 ft, D = 3.750, L = 3.130, S = 1.370 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6574 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +1.105D+0.750L+0.750S Top along Y-Y 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 7.519 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 594.10 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 0.415 0.3511 PASS 8.0 ft 0.0 PASS 8.0 ft +D+L 1.000 0.380 0.6332 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.337 0.4623 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S 1.150 0.337 0.6434 PASS 8.0 ft 0.0 PASS 8.0 ft +1.140D 1.600 0.250 0.3738 PASS 0.0 ft 0.0 PASS 8.0 ft +1.105D+0.750L+0.750S 1.600 0.250 0.6574 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.250 0.1967 PASS 0.0 ft 0.0 PASS 8.0 ft +0.460D 1.600 0.250 0.1508 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 3.750 Project Title: Engineer: Project ID: Project Descr: Wood Column 5100100051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1 st floor_s2005012.ec Description : L 1-4 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 6.880 +D+S 5.120 +D+0.750L+0.750S 7.125 +0.60D 2.250 L Only 3.130 S Only 1.370 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches X 4 3.50 in 8 250k 8250k SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Overstrength Calculations 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 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-2 0S CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.17 D(.05 S 5) D( .0 2 L 0. 4) 1275 )D$(0.97) 0.0DR D(2.56) L(0 89) S(0.97) D 0.012 04D(0.018) L(0.06) 7x11.875 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.720, L = 2.390, S = 0.970 k @ 4.250 ft, (L 2-6) Service loads entered. Load Factors will be applied for calculations. Point Load : D = 2.560, L = 0.890, S = 0.970 k @ 10.750 ft, (L 2-7) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =15.0 -->> 16.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 15.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 15.0 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Point Load : E=14.339 k @ 4.250 ft, (OS) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-2 OS DESIGN SUMMARY NONE Maximum Bending Stress Ratio = 0.8051 Maximum Shear Stress Ratio = 0.508 : 1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb : Actual 3,735.97 psi fv : Actual 235.59 psi FB : Allowable = 4,640.00 psi Fv : Allowable = 464.00 psi Load Combination +1.088D+0.750L+0.750S+0.5250E Load Combination +1.088D+0.750L+0.750S+0.5250E Location of maximum on span = 4.270ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.751 in Ratio = 259 <360 Max Upward Transient Deflection -0.751 in Ratio = 259 <360 Max Downward Total Deflection 1.003 in Ratio = 194 <240.0 Max Upward Total Deflection -0.323 in Ratio = 604>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.411 0.275 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.69 1,071.63 2610.00 3.98 71.88 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.630 0.416 1.00 1.000 1.00 1.00 1.00 1.00 1.00 25.03 1,825.72 2900.00 6.69 120.66 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.439 0.297 1.15 1.000 1.00 1.00 1.00 1.00 1.00 20.05 1,462.64 3335.00 5.50 99.17 333.50 +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=16.250 ft 1 0.577 0.387 1.15 1.000 1.00 1.00 1.00 1.00 1.00 26.36 1,922.79 3335.00 7.14 128.93 333.50 +1.118D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.748 0.461 1.60 1.000 1.00 1.00 1.00 1.00 1.00 47.59 3,471.54 4640.00 11.86 214.08 464.00 +1.118D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.241 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.30 1,116.25 4640.00 4.25 76.78 464.00 +1.088D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.805 0.508 1.60 1.000 1.00 1.00 1.00 1.00 1.00 51.22 3,735.97 4640.00 13.06 235.59 464.00 +1.088D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.245 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.59 1,137.29 4640.00 3.46 62.51 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.139 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.82 642.98 4640.00 2.39 43.13 464.00 +0.4824D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.604 0.363 1.60 1.000 1.00 1.00 1.00 1.00 1.00 38.42 2,802.22 4640.00 9.33 168.43 464.00 +0.4824D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.385 0.235 1.60 1.000 1.00 1.00 1.00 1.00 1.00 24.48 1,785.58 4640.00 6.05 109.16 464.00 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 1.0029 7.651 0.0000 0.000 Vertical Reactions I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.704 7.137 Overall MINimum -10.589 -3.750 D Only 3.983 3.003 +D+L 6.686 4.775 +D+S 5.496 4.118 +D+0.750L+0.7505 7.145 5.168 +D+0.70E 11.395 5.628 +D-0.70E -3.429 0.378 +D+0.750L+0.750S+0.5250E 12.704 7.137 +D+0.750L+0.750S-0.5250E 1.586 3.199 +0.60D 2.390 1.802 +0.60D+0.70E 9.802 4.427 +0.60D-0.70E -5.022 -0.823 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Description : 1-2 OS Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 1.512 1.115 E Only 10.589 3.750 E Only * -1.0-10.589 -3.750 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-2 OT CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0 D(0.01 5.25x14.0 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.720, L = 2.390, S = 0.970 k @ 4.250 ft, (L 2-6) D(2.56) L(0,89) S(0.97) D(0.17) D(0.0 ) S 25) vvavv Service loads entered. Load Factors will be applied for calculations. Point Load : D = 2.560, L = 0.890, S = 0.970 k @ 10.750 ft, (L 2-7) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =15.0 -->> 16.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 15.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 15.0 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Point Load : W = 1.787, E = 7.456 k @ 4.250 ft, (OT) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONt Description : 1-2 OT 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 . • 0.6141 Maximum Shear Stress Ratio = 0.471 : 1 5.25x14.0 Section used for this span 5.25x14.0 1,751.39 psi fv : Actual 136.46 psi 2,850.80 psi Fv : Allowable = 290.00 psi +D+L Load Combination +D+L 4.270ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.318 in Ratio = -0.318 in Ratio = Max Downward Total Deflection 0.663 in Ratio = Max Upward Total Deflection -0.060 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length=16.250 ft 1 0.401 0.311 +D+L Length=16.250 ft 1 0.614 0.471 +D+S Length=16.250 ft 1 0.428 0.336 +D+0.750L+0.750S Length=16.250 ft 1 0.563 0.437 +D+0.60W Length=16.250 ft 1 0.273 0.210 +D-0.60W Length=16.250 ft 1 0.201 0.140 +1.118D+0.70E Length=16.250 ft 1 0.499 0.365 +1.118D-0.70E Length=16.250 ft 1 0.136 0.088 +D+0.750L+0.750S+0.450W Length=16.250 ft 1 0.443 0.340 +D+0.750L+0.750S-0.450W Length=16.250 ft 1 0.372 0.288 +1.088D+0.750L+0.750S+0.5250E Length=16.250 ft 1 0.612 0.457 +1.088D+0.750L+0.750S-0.5250E Length=16.250 ft 1 0.319 0.203 +0.60D+0.60W Length=16.250 ft 1 0.185 0.140 +0.60D-0.60W Length=16.250 ft 1 0.111 0.070 +0.4824D+0.70E Length=16.250 ft 1 0.358 0.254 +0.4824D-0.70E Length=16.250 ft 1 0.144 0.110 Overall Maximum Deflections 613 >=360 613 >=360 294 >=240. 3258 >=240. Moment Values Shear Values C d C FN C i Cr C m C t C L M fb F'b V fv F'v 0.00 0.00 0.00 0.00 0.90 0.983 1.00 1.00 1.00 1.00 1.00 14.69 1,028.00 2565.72 3.98 81.29 261.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.983 1.00 1.00 1.00 1.00 1.00 25.03 1,751.39 2850.80 6.69 136.46 290.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 0.983 1.00 1.00 1.00 1.00 1.00 20.05 1,403.10 3278.42 5.50 112.15 333.50 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 0.983 1.00 1.00 1.00 1.00 1.00 26.36 1,844.51 3278.42 7.14 145.81 333.50 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.81 1,245.89 4561.28 4.77 97.45 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.13 918.81 4561.28 3.19 65.13 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 32.50 2,273.93 4561.28 8.31 169.50 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.88 621.01 4561.28 1.99 40.63 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 28.88 2,020.63 4561.28 7.74 157.93 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 24.25 1,696.91 4561.28 6.55 133.70 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 39.90 2,791.66 4561.28 10.39 211.98 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 20.80 1,455.73 4561.28 4.61 93.99 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 12.03 841.56 4561.28 3.18 64.93 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.26 508.00 4561.28 1.60 32.61 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 23.32 1,631.85 4561.28 5.78 117.87 464.00 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 9.38 656.60 4561.28 2.49 50.84 464.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.6626 7.769 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.036 6.192 Overall MINimum -5.506 -1.950 D Only 3.983 3.003 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814EdmondsWayMwo2005211200521_enercalctrib_190129_1stfloor_s2005012.ec, TIO Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION) Description : 1-2 OT Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+S 5.496 4.118 +D+0.750L+0.750S 7.145 5.168 +D+0.60W 4.775 3.283 +D-0.60W 3.191 2.722 +D+0.70E 7.837 4.368 +D-0.70E 0.129 1.638 +D+0.750L+0.7505+0.450W 7.739 5.378 +D+0.750L+0.750S-0.450W 6.551 4.958 +D+0.750L+0.7505+0.5250E 10.036 6.192 +D+0.750L+0.750S-0.5250E 4.254 4.144 +0.60D+0.60W 3.182 2.082 +0.60D-0.60W 1.598 1.521 +0.60D+0.70E 6.244 3.167 +0.60D-0.70E -1.464 0.437 L Only 2.703 1.772 S Only 1.512 1.115 W Only 1.320 0.467 -W -1.320 -0.467 E Only 5.506 1.950 E Only * -1.0 -5.506 -1.950 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-3 0S CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination IBC 2015 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.17) H741_1�(0.95) 075) S(0.125) D(0.012 L(0.04) D10.0181 L10.061 7x 11.875 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.720, L = 2.570, S = 0.950 k @ 6.50 ft, (L 2-12.1) 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.050 pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width =17.0 ft, (WALL) Point Load : E=14.339 k @ 2.0 ft, (OS) Point Load : E _-14.339 k @ 6.50 ft, (OS) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, -ic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOW Description : 1-3 OS DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7741 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb : Actual 3,589.57 psi fv : Actual 189.15 psi FB : Allowable = 4,640.00 psi Fv : Allowable = 464.00 psi Load Combination +1.088D+0.750L+0.750S-0.5250E Load Combination +1.088D+0.750L+0.750S-0.5250E Location of maximum on span = 6.524ft Location of maximum on span = 2.016 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.603 in Ratio = 323 <360 Max Upward Transient Deflection -0.603 in Ratio = 323 <360 Max Downward Total Deflection 0.827 in Ratio = 235 <240.0 Max Upward Total Deflection -0.264 in Ratio = 739>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.403 0.215 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.40 1,050.54 2610.00 3.11 56.20 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.674 0.333 1.00 1.000 1.00 1.00 1.00 1.00 1.00 26.81 1,955.58 2900.00 5.35 96.58 290.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.430 0.235 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.68 1,435.41 3335.00 4.33 78.22 333.50 +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=16.250 ft 1 0.605 0.309 1.15 1.000 1.00 1.00 1.00 1.00 1.00 27.67 2,017.97 3335.00 5.71 103.00 333.50 +1.118D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.186 0.243 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.83 863.19 4640.00 6.26 112.97 464.00 +1.118D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.678 0.394 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.13 3,146.01 4640.00 10.12 182.60 464.00 +1.088D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.239 0.314 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.19 1,108.09 4640.00 8.07 145.57 464.00 +1.088D+0.750L+0.750S-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.774 0.408 1.60 1.000 1.00 1.00 1.00 1.00 1.00 49.21 3,589.57 4640.00 10.48 189.15 464.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.136 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.64 630.33 4640.00 1.87 33.72 464.00 +0.4824D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.316 0.257 1.60 1.000 1.00 1.00 1.00 1.00 1.00 20.09 1,465.14 4640.00 6.61 119.33 464.00 +0.4824D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.534 0.330 1.60 1.000 1.00 1.00 1.00 1.00 1.00 33.98 2,478.71 4640.00 8.49 153.25 464.00 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 0.8267 7.828 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.792 5.236 Overall MINimum -3.971 3.971 D Only 3.115 1.568 +D+L 5.352 3.136 +D+S 4.335 2.111 +D+0.750L+0.7505 5.708 3.151 +D+0.70E 5.894 -1.211 +D-0.70E 0.335 4.348 +D+0.750L+0.750S+0.5250E 7.792 1.066 +D+0.750L+0.750S-0.5250E 3.623 5.236 +0.60D 1.869 0.941 +0.60D+0.70E 4.648 -1.839 +0.60D-0.70E -0.911 3.721 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Description : 1-3 OS Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 1.220 0.543 E Only 3.971 -3.971 E Only * -1.0 -3.971 3.971 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-3 OT CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling W 1.814 E 7.4 17 D Q 8 53o--8(1:5®p) D 0.075.S 0.125 D 0.012 L 0.04 D 0.018 L 0.06 5.25x14.0 Span = 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.720, L = 2.570, S = 0.950 k @ 6.50 ft, (L 2-12.1) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width =1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.50 ft, Tributary Width =17.0 ft, (WALL) Point Load : W = 1.814, E = 7.456 k @ 2.0 ft, (OT) Point Load : W =-1.814, E _ -7.456 k @ 6.50 ft, (OT) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 1-3 OT 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 . • 0.658 1 Maximum Shear Stress Ratio = 0.377 : 1 5.25x14.0 Section used for this span 5.25x14.0 1,875.97 psi fv : Actual 109.23 psi 2,850.80 psi Fv : Allowable = 290.00 psi +D+L Load Combination +D+L 6.524ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.255 in Ratio = -0.255 in Ratio = Max Downward Total Deflection 0.549 in Ratio = Max Upward Total Deflection -0.050 in Ratio = Maximum Forces & Stresses for Load Combinations 764 >=360 764 >=360 355 >=240. 3880 >=240. Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length=16.250 ft 1 0.393 0.244 0.90 0.983 +D+L 0.983 Length=16.250 ft 1 0.658 0.377 1.00 0.983 +D+S 0.983 Length=16.250 ft 1 0.420 0.265 1.15 0.983 +D+0.750L+0.750S 0.983 Length=16.250 ft 1 0.590 0.349 1.15 0.983 +D+0.60W 0.983 Length=16.250 ft 1 0.176 0.150 1.60 0.983 +D-0.60W 0.983 Length=16.250 ft 1 0.266 0.147 1.60 0.983 +1.118D+0.70E 0.983 Length=16.250 ft 1 0.141 0.217 1.60 0.983 +1.118D-0.70E 0.983 Length=16.250 ft 1 0.463 0.292 1.60 0.983 +D+0.750L+0.750S+0.450W 0.983 Length=16.250 ft 1 0.391 0.261 1.60 0.983 +D+0.750L+0.750S-0.450W 0.983 Length=16.250 ft 1 0.458 0.241 1.60 0.983 +1.088D+0.750L+0.750S+0.5250E 0.983 Length=16.250 ft 1 0.283 0.311 1.60 0.983 +1.088D+0.750L+0.750S-0.5250E 0.983 Length=16.250 ft 1 0.606 0.346 1.60 0.983 +0.60D+0.60W 0.983 Length=16.250 ft 1 0.088 0.095 1.60 0.983 +0.60D-0.60W 0.983 Length=16.250 ft 1 0.178 0.102 1.60 0.983 +0.4824D+0.70E 0.983 Length=16.250 ft 1 0.109 0.138 1.60 0.983 +0.4824D-0.70E 0.983 Length=16.250 ft 1 0.322 0.220 1.60 0.983 Overall Maximum Deflections Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 14.40 1,007.78 2565.72 3.11 63.56 261.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 26.81 1,875.97 2850.80 5.35 109.23 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 19.68 1,376.98 3278.42 4.33 88.46 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 27.67 1,935.82 3278.42 5.71 116.49 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 11.48 803.11 4561.28 3.42 69.72 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 17.33 1,212.90 4561.28 3.35 68.31 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.22 645.33 4561.28 4.93 100.54 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 30.15 2,109.91 4561.28 6.64 135.41 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 25.47 1,781.98 4561.28 5.93 121.10 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 29.86 2,089.66 4561.28 5.48 111.87 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 18.43 1,289.32 4561.28 7.07 144.21 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 39.48 2,762.42 4561.28 7.87 160.60 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 5.72 400.40 4561.28 2.17 44.29 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 11.57 809.79 4561.28 2.32 47.41 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 7.11 497.47 4561.28 3.13 63.86 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 21.01 1,469.77 4561.28 5.01 102.22 464.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+0.750L+0.750S-0.5250E 1 0.5492 7.769 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum D Only Support 1 Support 2 -2.065 2.065 3.115 1.568 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814EdmondsWayMwo2005211200521_enercalctrib_190129_1stfloor_s2005012.ec, TIO Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION) Description : 1-3 OT Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+S 4.335 2.111 +D+0.750L+0.750S 5.708 3.151 +D+0.60W 3.416 1.267 +D-0.60W 2.813 1.870 +D+0.70E 4.560 0.123 +D-0.70E 1.669 3.014 +D+0.750L+0.7505+0.450W 5.934 2.925 +D+0.750L+0.750S-0.450W 5.482 3.377 +D+0.750L+0.7505+0.5250E 6.792 2.067 +D+0.750L+0.750S-0.5250E 4.624 4.235 +0.60D+0.60W 2.170 0.640 +0.60D-0.60W 1.567 1.242 +0.60D+0.70E 3.314 -0.504 +0.60D-0.70E 0.423 2.386 L Only 2.238 1.568 S Only 1.220 0.543 W Only 0.502 -0.502 -W -0.502 0.502 E Only 2.065 -2.065 E Only * -1.0 -2.065 2.065 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-4 0S CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling (0.97) .06 rA`ffrc.7 Span = 16.250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.660, L = 2.20, S = 0.970 k @ 1.330 ft, (L 2-12) Point Load : D = 2.630, L = 2.090, S = 0.970 k @ 12.0 ft, (L 2-13) D(0.17) 0.075 S 0.125 D(0.012 L(0.04) Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 12.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 12.0 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Point Load : E=14.339 k @ 1.330 ft, (OS) Point Load : E =-14.339 k @ 12.0 ft, (OS) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONt Description : 1-4 OS DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6821 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb : Actual = 3,164.73 psi fv : Actual FB : Allowable = 4,640.00 psi Fv : Allowable Load Combination +1.088D+0.750L+0.750S-0.5250E Load Combination Location of maximum on span = 11.980ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.516 in Ratio = 377>=360 Max Upward Transient Deflection -0.516 in Ratio = 377>=360 Max Downward Total Deflection 0.704 in Ratio = 276>=240. Max Upward Total Deflection -0.229 in Ratio = 851 >=240. Maximum Forces & Stresses for Load Combinations = 0.482 : 1 7x11.875 = 223.69 psi = 464.00 psi +1.088D+0.750L+0.750S+0.5250E = 0.000 ft = Span # 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only Length=16.250 ft 1 0.319 0.259 +D+L Length=16.250 ft 1 0.516 0.428 +D+S Length=16.250 ft 1 0.342 0.277 +D+0.750L+0.750S Length=16.250 ft 1 0.469 0.385 +1.118D+0.70E Length=16.250 ft 1 0.239 0.419 +1.118D-0.70E Length=16.250 ft 1 0.640 0.398 +1.088D+0.750L+0.750S+0.5250E Length=16.250 ft 1 0.252 0.482 +1.088D+0.750L+0.750S-0.5250E Length=16.250 ft 1 0.682 0.436 +0.60D Length=16.250 ft 1 0.108 0.087 +0.4824D+0.70E Length=16.250 ft 1 0.353 0.327 +0.4824D-0.70E Length=16.250 ft 1 0.526 0.318 Overall Maximum Deflections 0.00 0.00 0.00 0.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.40 831.61 2610.00 3.75 67.62 261.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.53 1,497.38 2900.00 6.87 124.05 290.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.64 1,140.84 3335.00 5.12 92.40 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 21.43 1,562.86 3335.00 7.12 128.53 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.20 1,108.62 4640.00 10.78 194.50 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40.68 2,967.43 4640.00 10.24 184.87 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.04 1,169.79 4640.00 12.40 223.69 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 43.39 3,164.73 4640.00 11.22 202.46 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.84 498.97 4640.00 2.25 40.57 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 22.44 1,636.86 4640.00 8.40 151.55 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 33.44 2,439.20 4640.00 8.17 147.39 464.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S-0.5250E 1 0.7041 9.133 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.065 10.931 Overall MINimum -9.415 9.415 D Only 3.747 3.270 +D+L 6.874 5.630 +D+S 5.120 4.534 +D+0.750L+0.7505 7.122 5.988 +D+0.70E 10.338 -3.321 +D-0.70E -2.844 9.860 +D+0.750L+0.750S+0.5250E 12.065 1.045 +D+0.750L+0.750S-0.5250E 2.179 10.931 +0.60D 2.248 1.962 +0.60D+0.70E 8.839 -4.629 +0.60D-0.70E -4.342 8.552 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Description : 1-4 OS Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 1.373 1.264 E Only 9.415 -9.415 E Only * -1.0 -9.415 9.415 Project Title: Engineer: Project ID: Project Descr: Wood Beam 3Is201s20051s2005012 - 22814 Edmonds Way Mwo 2005211200521_enercalc trib_190129_1st floor_s2005012.ec Description : 1-4 OT CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D D(M D(0.018) L(0.06 5.25x14.0 Span = 16250 ft plied Loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 2.660, L = 2.20, S = 0.970 k @ 1.330 ft, (L 2-12) 0 Service loads entered. Load Factors will be applied for calculations. Point Load : D = 2.630, L = 2.090, S = 0.970 k @ 12.0 ft, (L 2-13) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 1.330 ft, Tributary Width =17.0 ft, (WALL) Uniform Load : D = 0.0120, L = 0.040 ksf, Extent =12.0 -->> 16.250 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 12.0 -->> 16.250 ft, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.010 ksf, Extent = 12.0 -->> 16.250 ft, Tributary Width =17.0 ft, (WALL) Point Load : W = 1.814, E = 7.456 k @ 1.330 ft, (OT) Point Load : W =-1.814, E = -7.456 k @ 12.0 ft, (OT) Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814Edmonds Way Mwo2005211200521_enercalctrib_190129_1stfloor _s2005012.ec, Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 1-4 OT DESIGN SUMMARY Maximum Bending Stress Ratio = 0.511: 1 Section used for this span 5.25x14.0 fb : Actual = 2,332.04 psi FB : Allowable = 4,561.28 psi Load Combination +1.088D+0.750L+0.750S-0.5250E Location of maximum on span = 11.980ft Span # where maximum occurs = Span # 1 Maximum Shear Stress Ratio = 0.484 : 1 Section used for this span 5.25x14.0 fv : Actual 140.29 psi Fv : Allowable = 290.00 psi Load Combination +D+L Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.218 in Ratio = 892>=360 Max Upward Transient Deflection -0.218 in Ratio = 892>=360 Max Downward Total Deflection 0.469 in Ratio = 416>=240. Max Upward Total Deflection -0.047 in Ratio = 4125>=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length=16.250 ft 1 0.311 0.293 0.90 0.983 +D+L 0.983 Length=16.250 ft 1 0.504 0.484 1.00 0.983 +D+S 0.983 Length=16.250 ft 1 0.334 0.313 1.15 0.983 +D+0.750L+0.750S 0.983 Length=16.250 ft 1 0.457 0.436 1.15 0.983 +D+0.60W 0.983 Length=16.250 ft 1 0.128 0.196 1.60 0.983 +D-0.60W 0.983 Length=16.250 ft 1 0.221 0.175 1.60 0.983 +1.118D+0.70E 0.983 Length=16.250 ft 1 0.151 0.335 1.60 0.983 +1.118D-0.70E 0.983 Length=16.250 ft 1 0.418 0.311 1.60 0.983 +D+0.750L+0.750S+0.450W 0.983 Length=16.250 ft 1 0.294 0.337 1.60 0.983 +D+0.750L+0.750S-0.450W 0.983 Length=16.250 ft 1 0.364 0.290 1.60 0.983 +1.088D+0.750L+0.750S+0.5250E 0.983 Length=16.250 ft 1 0.204 0.441 1.60 0.983 +1.088D+0.750L+0.750S-0.5250E 0.983 Length=16.250 ft 1 0.511 0.389 1.60 0.983 +0.60D+0.60W 0.983 Length=16.250 ft 1 0.061 0.130 1.60 0.983 +0.60D-0.60W 0.983 Length=16.250 ft 1 0.151 0.118 1.60 0.983 +0.4824D+0.70E 0.983 Length=16.250 ft 1 0.139 0.230 1.60 0.983 +0.4824D-0.70E 0.983 Length=16.250 ft 1 0.307 0.220 1.60 0.983 Overall Maximum Deflections Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 11.40 797.75 2565.72 3.75 76.47 261.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20.53 1,436.42 2850.80 6.87 140.29 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 15.64 1,094.40 3278.42 5.12 104.50 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 21.43 1,499.23 3278.42 7.12 145.36 333.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 8.37 585.76 4561.28 4.46 91.06 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 14.43 1,009.75 4561.28 3.98 81.31 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.82 687.26 4561.28 7.61 155.40 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 27.27 1,908.16 4561.28 7.08 144.51 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 19.15 1,340.24 4561.28 7.66 156.29 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 23.70 1,658.23 4561.28 6.59 134.42 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 13.27 928.66 4561.28 10.02 204.55 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 33.33 2,332.04 4561.28 8.85 180.55 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.96 276.81 4561.28 2.96 60.47 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.87 690.65 4561.28 2.68 54.62 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.03 631.76 4561.28 5.23 106.83 464.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 20.03 1,401.43 4561.28 5.00 102.13 464.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+0.750L+0.750S-0.5250E 1 0.4686 8.955 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.693 8.559 Overall MINimum -4.896 4.896 D Only 3.747 3.270 Project Title: Engineer: Project ID: Project Descr: Wood Beam>1s201s20051s2005012-22814EdmondsWayMwo2005211200521_enercalctrib_190129_1stfloor_s2005012.ec, TIO Lic. #: KW-06006655 Licensee: SOUND STRUCTURAL SOLUTION) Description : 1-4 OT Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+S 5.120 4.534 +D+0.750L+0.750S 7.122 5.988 +D+0.60W 4.462 2.555 +D-0.60W 3.032 3.984 +D+0.70E 7.174 -0.157 +D-0.70E 0.320 6.697 +D+0.750L+0.7505+0.450W 7.658 5.452 +D+0.750L+0.750S-0.450W 6.586 6.524 +D+0.750L+0.7505+0.5250E 9.693 3.418 +D+0.750L+0.750S-0.5250E 4.552 8.559 +0.60D+0.60W 2.963 1.247 +0.60D-0.60W 1.534 2.676 +0.60D+0.70E 5.675 -1.465 +0.60D-0.70E -1.179 5.389 L Only 3.127 2.361 S Only 1.373 1.264 W Only 1.191 -1.191 -W -1.191 1.191 E Only 4.896 -4.896 E Only * -1.0 -4.896 4.896 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S GRAVITY ANALYSIS Truss Layout 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis As201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor_s2005012.ec r.rr.. Description : 3-1 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 20.50 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 075) Sf0.1 Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 10.506 k- Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 10.250 ft Maximum Deflection Max Downward Transient Deflection 0.173 in Max Upward Transient Deflection 0.003 in Max Downward Total Deflection 0.276 in Max Upward Total Deflection 0.001 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Maximum Shear = 2.050 k Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 0.000 ft 1424 89764 890 249346 Moment Values (k-ft) Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 20.50 ft 1 10.51 10.51 2.05 D Only Dsgn. L = 20.50 ft 1 3.94 3.94 0.77 +D+S Dsgn. L = 20.50 ft 1 10.51 10.51 2.05 +D+0.750S Dsgn. L = 20.50 ft 1 8.86 8.86 1.73 +1.140D Dsgn. L = 20.50 ft 1 4.49 4.49 0.88 +1.105D+0.750S Dsgn. L = 20.50 ft 1 9.28 9.28 1.81 +0.60D Dsgn. L = 20.50 ft 1 2.36 2.36 0.46 +0.460D Dsgn. L = 20.50 ft 1 1.81 1.81 0.35 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2762 10.353 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.050 2.050 Overall MINimum 0.461 0.461 D Only 0.769 0.769 +D+S 2.050 2.050 +D+0.750S 1.730 1.730 +0.60D 0.461 0.461 S Only 1.281 1.281 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis As201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor_s2005012.ec r.rr.. Description : 3-2 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.250 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 1 X CX- Span = 22.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 12.377 k-ft Maximum Shear = 2.225 k Load Combination +D+S Load Combination +D+S Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 11.125 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.240 in 1114 Max Upward Transient Deflection 0.004 in 70206 Max Downward Total Deflection 0.383 in 696 Max Upward Total Deflection 0.001 in 195017 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 22.25 ft 1 12.38 12.38 2.23 D Only Dsgn. L = 22.25 ft 1 4.64 4.64 0.83 +D+S Dsgn. L = 22.25 ft 1 12.38 12.38 2.23 +D+0.750S Dsgn. L = 22.25 ft 1 10.44 10.44 1.88 +1.140D Dsgn. L = 22.25 ft 1 5.29 5.29 0.95 +1.105D+0.750S Dsgn. L = 22.25 ft 1 10.93 10.93 1.96 +0.60D Dsgn. L = 22.25 ft 1 2.78 2.78 0.50 +0.460D Dsgn. L = 22.25 ft 1 2.13 2.13 0.38 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max.'W' Defl Location in Span +D+S 1 0.3833 11.236 0.0000 0.000 Vertical Reactions I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.225 2.225 Overall MINimum 0.501 0.501 D Only 0.834 0.834 +D+S 2.225 2.225 +D+0.750S 1.877 1.877 +0.60D 0.501 0.501 S Only 1.391 1.391 Project Title: Engineer: Project ID: Project Descr: General Beam Analysiss1s201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor _s2005012.ec ` KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIONS Description : 3-3 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 18.250 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in"4 D(077)�S(128) D(0.03) S(o.05) Span = 18.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 10.670 ft, Tributary Width =10.0 ft, (ROOF) Point Load : D = 0.770, S =1.280 k @ 10.670 ft, (R 3-1) DESIGN SUMMARY Maximum Bending = 22.059 k-ft Maximum Shear = 4.602 k Load Combination +D+S Load Combination +D+S Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 9.581 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.274 in 798 Max Upward Transient Deflection 0.004 in 51297 Max Downward Total Deflection 0.439 in 498 Max Upward Total Deflection 0.002 in 142369 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 18.25 ft 1 22.06 22.06 4.60 D Only Dsgn. L = 18.25 ft 1 8.28 8.28 1.73 +D+S Dsgn. L = 18.25 ft 1 22.06 22.06 4.60 +D+0.750S Dsgn. L = 18.25 ft 1 18.61 18.61 3.88 +1.140D Dsgn. L = 18.25 ft 1 9.44 9.44 1.97 +1.105D+0.750S Dsgn. L = 18.25 ft 1 19.48 19.48 4.06 +0.60D Dsgn. L = 18.25 ft 1 4.97 4.97 1.04 +0.460D Dsgn. L = 18.25 ft 1 3.81 3.81 0.79 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4389 9.034 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.036 0.715 D Only 1.726 1.192 +D+S 4.602 3.176 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis As201s200%2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor_s2005012.ec-Fwpx. 0 , =,, I 1 11 1 1 1 1 1 1 1 1 M I I 2!1�� A Description : 3-3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 1.036 0.715 S Only 2.876 1.984 Project Title: Engineer: Project ID: Project Descr: General Beam Analysiss1s201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor _s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 3-4 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.330 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 D(0-04M@(6)99M251 X CX- Span = 22.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 6.670 --» 17.330 ft, Tributary Width = 1.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 10.525 k-ft Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 11.277ft Maximum Deflection Max Downward Transient Deflection 0.203 in Max Upward Transient Deflection 0.003 in Max Downward Total Deflection 0.325 in Max Upward Total Deflection 0.001 in Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1318 83801 823 232781 1.792 k +D+S Span # 1 22.330 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega vveidu MIXA11nuni rarvewpe Dsgn. L = 22.33 ft 1 D Only Dsgn. L = 22.33 ft 1 +D+S Dsgn. L = 22.33 ft 1 +D+0.750S Dsgn. L = 22.33 ft 1 +1.140D Dsgn. L = 22.33 ft 1 +1.105D+0.750S Dsgn. L = 22.33 ft 1 +0.60D Dsgn. L = 22.33 ft 1 +0.460D Dsgn. L = 22.33 ft 1 Overall Maximum Deflections 10.53 10.53 1.79 3.95 3.95 0.67 10.53 10.53 1.79 8.88 8.88 1.51 4.50 4.50 0.77 9.29 9.29 1.58 2.37 2.37 0.40 1.82 1.82 0.31 Load Combination Span Max. ' -" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3253 11.277 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.760 1.792 Overall MINimum 0.396 0.403 D Only 0.660 0.672 +D+S 1.760 1.792 +D+0.750S 1.485 1.512 +0.60D 0.396 0.403 S Only 1.100 1.120 Project Title: Engineer: Project ID: Project Descr: General Beam Analysiss1s201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor _s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 3-5 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.330 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 D(O.0525) S(O.0875) D(O.015) S(O.025) X CX- Span = 22.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 9.416 --» 20.167 ft, Tributary Width = 1.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 10.301 k-ft Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 11.612ft Maximum Deflection Max Downward Transient Deflection 0.199 in Max Upward Transient Deflection 0.003 in Max Downward Total Deflection 0.319 in Max Upward Total Deflection 0.001 in Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1344 85993 840 238869 1.848 k +D+S Span # 1 22.330 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega vveidu MIXA11nuni rarvewpe Dsgn. L = 22.33 ft 1 D Only Dsgn. L = 22.33 ft 1 +D+S Dsgn. L = 22.33 ft 1 +D+0.750S Dsgn. L = 22.33 ft 1 +1.140D Dsgn. L = 22.33 ft 1 +1.105D+0.750S Dsgn. L = 22.33 ft 1 +0.60D Dsgn. L = 22.33 ft 1 +0.460D Dsgn. L = 22.33 ft 1 Overall Maximum Deflections 10.30 10.30 1.85 3.86 3.86 0.69 10.30 10.30 1.85 8.69 8.69 1.56 4.40 4.40 0.79 9.10 9.10 1.63 2.32 2.32 0.42 1.78 1.78 0.32 Load Combination Span Max. ' -" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3190 11.277 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.708 1.848 Overall MINimum 0.384 0.416 D Only 0.641 0.693 +D+S 1.708 1.848 +D+0.750S 1.441 1.559 +0.60D 0.384 0.416 S Only 1.068 1.155 Project Title: Engineer: Project ID: Project Descr: General Beam Analysiss1s201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor _s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 3-6 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.330 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in"4 D(O.0525) S(O.08tb_015) S(O.025) X CX- Span = 22.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 8.670 -->> 19.330 ft, Tributary Width = 1.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 10.387 k-ft Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 11.500ft Maximum Deflection Max Downward Transient Deflection 0.201 in Max Upward Transient Deflection 0.003 in Max Downward Total Deflection 0.321 in Max Upward Total Deflection 0.001 in Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1334 85270 833 236861 1.830 k +D+S Span # 1 22.330 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega vveidu MIXA11nuni rarvewpe Dsgn. L = 22.33 ft 1 D Only Dsgn. L = 22.33 ft 1 +D+S Dsgn. L = 22.33 ft 1 +D+0.750S Dsgn. L = 22.33 ft 1 +1.140D Dsgn. L = 22.33 ft 1 +1.105D+0.750S Dsgn. L = 22.33 ft 1 +0.60D Dsgn. L = 22.33 ft 1 +0.460D Dsgn. L = 22.33 ft 1 Overall Maximum Deflections 10.39 10.39 1.83 3.90 3.90 0.69 10.39 10.39 1.83 8.76 8.76 1.54 4.44 4.44 0.78 9.17 9.17 1.62 2.34 2.34 0.41 1.79 1.79 0.32 Load Combination Span Max. ' -" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3214 11.277 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.722 1.830 Overall MINimum 0.387 0.412 D Only 0.646 0.686 +D+S 1.722 1.830 +D+0.750S 1.453 1.544 +0.60D 0.387 0.412 S Only 1.076 1.144 Project Title: Engineer: Project ID: Project Descr: General Beam Analysiss1s201s20051s2005012-22814Edmonds Way Qwo2005211200521_enercalctdb_190129_3rdfloor _s2005012.ec KW-06006655 Licensee: SOUND STRUCTURAL SOLUTIOU Description : 3-7 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 18.583 ft Area = 10.0 in"2 Moment of Inertia = 100.0 inA4 D(O.0525) S(O.0875) X Span = 18.583 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.50 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 9.250 -->> 17.0 ft, Tributary Width =1.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending = 6.911 k-ft Maximum Shear = 1.520 k Load Combination +D+S Load Combination +D+S Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 9.756 ft Location of maximum on span 18.583 ft Maximum Deflection Max Downward Transient Deflection 0.093 in 2399 Max Upward Transient Deflection 0.001 in 153460 Max Downward Total Deflection 0.149 in 1499 Max Upward Total Deflection 0.001 in 426278 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega vveidu MIXA11nuni rarvewpe Dsgn. L = 18.58 ft 1 D Only Dsgn. L = 18.58 ft 1 +D+S Dsgn. L = 18.58 ft 1 +D+0.750S Dsgn. L = 18.58 ft 1 +1.140D Dsgn. L = 18.58 ft 1 +1.105D+0.750S Dsgn. L = 18.58 ft 1 +0.60D Dsgn. L = 18.58 ft 1 +0.460D Dsgn. L = 18.58 ft 1 Overall Maximum Deflections 6.91 6.91 1.52 2.59 2.59 0.57 6.91 6.91 1.52 5.83 5.83 1.28 2.95 2.95 0.65 6.10 6.10 1.34 1.56 1.56 0.34 1.19 1.19 0.26 Load Combination Span Max. ' -" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1487 9.384 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.392 1.520 Overall MINimum 0.313 0.342 D Only 0.522 0.570 +D+S 1.392 1.520 +D+0.750S 1.174 1.282 +0.60D 0.313 0.342 S Only 0.870 0.950 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S FOUNDATION ANALYSIS 6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490 FWS - FOUNDATION WALL STEM Dead Live Snow Deck 20 60 25 Floor 12 40 Fnd 100 Roof 15 25 Wall 10 Bearing Capacity 2000 (0-1) (0-2) Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 13 Roof 195 0 325 520 22 Floor 264 880 0 1144 25 Wall 250 0 0 250 3 Fnd 300 0 0 300 Total 1009 880 325 2214 Minimum Ft Width USE (in) Stress 1.107 16 83% Tributary Dimension Type of Load Dead Load Live Load Snow Load Total Load 22 Roof 330 0 550 880 44 Floor 528 1760 0 2288 37.5 Wall 375 0 0 375 4 Fnd 400 0 0 400 Total 1633 1760 550 3943 Minimum Ft Width USE (in) Stress 1.9715 30 79% FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf -F COWW FTG FOXING, TYPICAL N T,S FrGA FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH LENGTH THICKNESS LONGITUDE TRANSVERSE (Transverse) (Longitude) F2 2'-0" 2'-0" toll (3) #4's (3) #4's Total Load 8,000 H L D W A��B� rC 6"MIN &18"MAX BACKFILL / WALL i HORIZ LAP CONT BRG SOIL TOE FfG VERT 2" CLR @ VERT & DOWEL DOWEL w/ STD HOOK CANTILEVERED FOUNDATION WALL N.T.S. SCHEDULE ACI 318-14 FWC-BA ( 45 2000 350 0.45 8H) (BSFO S40 SLO.35-0.5 AFO) DIMENSIONS H (FT -IN) E (FT -IN) S (IN) D (IN) K (IN) A (IN) B (IN) C (IN) W (IN) 10-0 9-8 4 16 0 80 8 8 96 8-0 7-8 4 10 0 50 8 8 66 6-0 5-8 4 10 0 32 8 8 48 4-0 3-8 4 10 0 20 8 8 36 REINFORCEMENT *1 H (FT -IN) DOWE3L (IN) LAP (IN) VERT (IN) HORIZ (IN) LONG (IN) TOE (IN) HEEL (IN) KEY (IN) 10-0 #6 @ 7 30 #4 @ 7 #4 @ 12 #4 @ 6 #6 @ 7 NR NR 8-0 #5@7 24 #5@14 #4@12 #4@8 #5@7 NR NR 6-0 #4 @ 8 20 #4 @ 12 #4 @ 12 #4 @ 8 #4 @ 8 NR NR 4-0 #4 @ 10 20 1 #4 @ 10 #4 @ 12 #4 @ 8 1 NR I NR I NR *NOTES: 1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations 2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is used. 3 Extend the DOWEL to within 2" of the TOE edge FWCB 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 = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = 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 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.36 OK Slab Resists All Sliding ! Total Bearing Load = 1,418 Ibs ...resultant ecc. = 1.10 in Soil Pressure @ Toe = 559 psf OK Soil Pressure @ Heel = 386 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 783 psf ACI Factored @ Heel = 541 psf Footing Shear @ Toe = 6.6 psi OK Footing Shear @ Heel = 1.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 525.6 Ibs Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) 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 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 = Shear..... Actual 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 = Shear..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable ) 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 = psi = psf = Bottom 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 OK 0.00 Concrete LRFD 8.00 # 4 10.00 5.687 0.140 612.0 816.0 5,836.1 9.0 75.0 5.69 100.0 = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 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 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0338 in2/ft (4/3)' As : 0.045 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy : 200(12)(5.687)/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 : 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 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 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 783 541 psf Mu': Upward = 1,025 124 ft-# Mu': Downward = 243 176 ft-# Mu: Design = 782 52 ft-# Actual 1-Way Shear = 6.59 1.55 psi Allow 1-Way Shear = 40.00 40.00 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 2.67 781.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 350.0 2.00 700.1 Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 525.6 O.T.M. 846.8 Stem Weight(s) = 400.0 2.00 800.1 Earth @ Stem Transitions = _ = Footing Weighl = 375.0 1.50 562.5 Resisting/Overturning Ratio = 3.36 Key Weight = Vertical Loads used for Soil Pressure = 1,418.2 Ibs Vert. Component = 3.00 Total = 1,418.2 Ibs R.M.= 2,844.6 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. 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 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) 0.021 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. 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 = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.94 OK Slab Resists All Sliding ! Total Bearing Load = 1,945 Ibs ...resultant ecc. = 0.04 in Soil Pressure @ Toe = 644 psf OK Soil Pressure @ Heel = 652 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 902 psf ACI Factored @ Heel = 913 psf Footing Shear @ Toe = 8.5 psi OK Footing Shear @ Heel = 0.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 586.0 Ibs Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) 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 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 = Shear..... Actual 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 = Shear..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable ) 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 = psi = psf = Bottom 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 OK 0.00 Concrete LRFD 8.00 # 4 12.00 5.687 0.313 723.3 1,038.5 3,317.8 10.6 75.0 5.69 100.0 = Medium Weight = ASD psi = 2,500.0 psi = 40,000.0 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 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0645 in2/ft (4/3)' As : 0.086 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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: 1.1556 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 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 902 913 psf Mu': Upward = 1,256 203 ft-# Mu': Downward = 243 191 ft-# Mu: Design = 1,013 -12 ft-# Actual 1-Way Shear = 8.55 0.37 psi Allow 1-Way Shear = 40.00 40.00 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 2.67 781.9 Surcharge over Heel = 60.4 2.42 146.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 26.7 2.67 71.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 350.0 2.00 700.1 Load @ Stem Above Soil = * Axial Live Load on Stem = 500.0 2.00 1,000.2 = Soil Over Toe = Surcharge Over Toe = Total 586.0 O.T.M. 992.8 Stem Weight(s) = 400.0 2.00 800.1 Earth @ Stem Transitions = _ = Footing Weighl = 375.0 1.50 562.5 Resisting/Overturning Ratio = 2.94 Key Weight = Vertical Loads used for Soil Pressure = 1,944.8 Ibs Vert. Component = 3.00 Total = 1,444.8 Ibs R.M.= 2,915.7 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. 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 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) 0.021 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. 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 = 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 = Water height over heel = 0.0 ft Passive Pressure = 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 5.600 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 2.40 OK Slab Resists All Sliding ! Total Bearing Load = 1,945 Ibs ...resultant ecc. = 1.33 in Soil Pressure @ Toe = 792 psf OK Soil Pressure @ Heel = 505 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,109 psf ACI Factored @ Heel = 706 psf Footing Shear @ Toe = 10.1 psi OK Footing Shear @ Heel = 0.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 677.6 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 Uniform Seismic Force = 27.067 Total Seismic Force = 130.822 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 = 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 = Bottom 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 OK 0.00 Concrete LRFD 8.00 # 4 12.00 5.687 0.378 831.5 1,255.1 3,317.8 12.2 75.0 5.69 0111111 Equiv. Solid Thlck. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 40,000.0 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 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0779 in2/ft (4/3)' As : 0.1039 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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: 1.1556 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 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,109 706 psf Mu': Upward = 1,437 163 ft-# Mu': Downward = 243 191 ft-# Mu: Design = 1,194 27 ft-# Actual 1-Way Shear = 10.06 0.75 psi Allow 1-Way Shear = 40.00 40.00 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 Surcharge over Heel = 60.4 2.42 146.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 91.6 2.42 221.3 Total 677.6 O.T.M. 1,214.2 Resisting/Overturning Ratio = 2.40 Vertical Loads used for Soil Pressure = 1,944.8 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. Soil Over Heel = 293.2 2.67 781.9 Sloped Soil Over Heel = Surcharge Over Heel = 26.7 2.67 71.1 Adjacent Footing Load = Axial Dead Load on Stem = 350.0 2.00 700.1 • Axial Live Load on Stem = 500.0 2.00 1,000.2 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 2.00 800.1 Earth @ Stem Transitions = Footing Weighl = 375.0 1.50 562.5 Key Weight = Vert. Component = 3.00 Total = 1,444.8 Ibs R.M.= 2,915.7 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 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) 0.029 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. 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 = 4.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 45.0 psf/ft = Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 30.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 350.0 Ibs Axial Live Load = 375.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.03 OK Slab Resists All Sliding ! Total Bearing Load = 1,813 Ibs ...resultant ecc. = 0.19 in Soil Pressure @ Toe = 623 psf OK Soil Pressure @ Heel = 586 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 872 psf ACI Factored @ Heel = 820 psf Footing Shear @ Toe = 8.1 psi OK Footing Shear @ Heel = 0.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 570.9 Ibs Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) 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 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 = Shear..... Actual 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 = Shear..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable ) 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 = psi = psf = Bottom 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 OK 0.00 Concrete LRFD 8.00 # 4 12.00 5.687 0.296 695.5 982.9 3,317.8 10.2 75.0 5.69 100.0 = Medium Weight = ASD psi = 2,500.0 psi = 40,000.0 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 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.061 in2/ft (4/3)' As : 0.0814 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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: 1.1556 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 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 872 820 psf Mu': Upward = 1,199 183 ft-# Mu': Downward = 243 187 ft-# Mu: Design = 955 4 ft-# Actual 1-Way Shear = 8.06 0.11 psi Allow 1-Way Shear = 40.00 40.00 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 2.67 781.9 Surcharge over Heel = 45.3 2.42 109.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 20.0 2.67 53.3 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 350.0 2.00 700.1 Load @ Stem Above Soil = * Axial Live Load on Stem = 375.0 2.00 750.1 = Soil Over Toe = Surcharge Over Toe = Total 570.9 O.T.M. 956.3 Stem Weight(s) = 400.0 2.00 800.1 Earth @ Stem Transitions = _ = Footing Weighl = 375.0 1.50 562.5 Resisting/Overturning Ratio = 3.03 Key Weight = Vertical Loads used for Soil Pressure = 1,813.2 Ibs Vert. Component = 3.00 Total = 1,438.2 Ibs R.M.= 2,897.9 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. 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 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) 0.023 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. RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2006,AC1 318-05,AC1 530-05 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 = 350.0 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 = 350.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.28 OK Slab Resists All Sliding ! Total Bearing Load = 1,890 Ibs ...resultant ecc. = 4.51 in Soil Pressure @ Toe = 739 psf OK Soil Pressure @ Heel = 206 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,034 psf ACI Factored @ Heel = 289 psf Footing Shear @ Toe = 18.7 psi OK Footing Shear @ Heel = 4.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,050.6 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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 = Live Load (L) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2006,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 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 f m psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 12.00 8.00 5.687 5.687 0.306 0.528 900.0 1,296.0 1,500.0 2,592.0 4,905.9 4,905.9 13.2 19.0 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 40,000.0 RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2006,AC1 318-05,AC1 530-05 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0621 in2/ft (4/3)' As : 0.0828 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(5.687)/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 : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1609 in2/ft (4/3)' As : 0.2146 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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 : 0.2146 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1556 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,034 289 psf Total Footing Width = 4.00 Mu': Upward = 3,088 73 ft-# Footing Thickness = 10.00 in Mu': Downward = 533 209 ft-# Mu: Design = 2,555 136 ft-# Key Width = 0.00 in Actual 1-Way Shear = 18.69 4.10 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 36.67 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 8.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2006,AC1 318-05,AC1 530-05 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 3.67 1,612.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 350.0 3.00 1,050.1 Load @ Stem Above Soil = ' Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 1,050.6 O.T.M. 2,393.1 Stem Weight(s) = 600.0 3.00 1,800.2 Earth @ Stem Transitions = _ = Footing Weighi = 500.0 2.00 1,000.0 Resisting/Overturning Ratio = 2.28 Key Weight = Vertical Loads used for Soil Pressure = 1,889.8 Ibs Vert. Component = 4.00 Total = 1,889.8 Ibs R.M.= 5,462.9 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 11 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) 0.031 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. RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2006,AC1 318-05,AC1 530-05 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 = 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 40.0 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 = 350.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.07 OK Slab Resists All Sliding ! Total Bearing Load = 2,416 Ibs ...resultant ecc. = 2.27 in Soil Pressure @ Toe = 775 psf OK Soil Pressure @ Heel = 433 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,086 psf ACI Factored @ Heel = 606 psf Footing Shear @ Toe = 22.0 psi OK Footing Shear @ Heel = 2.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,136.0 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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 = Live Load (L) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2006,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 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 f m psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 12.00 8.00 5.687 5.687 0.551 0.624 1,030.9 1,453.1 1,827.3 3,063.3 3,317.8 4,905.9 15.1 21.3 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 40,000.0 40,000.0 RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2006,AC1 318-05,AC1 530-05 License To: SOUND STRUCTURAL SOLUTIONS, INC Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1135 in2/ft (4/3)' As : 0.1513 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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: 1.1556 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1902 in2/ft (4/3)' As : 0.2536 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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 : 0.2536 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1556 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,086 606 psf Total Footing Width = 4.00 Mu': Upward = 3,482 140 ft-# Footing Thickness = 10.00 in Mu': Downward = 533 223 ft-# Mu: Design = 2,948 83 ft-# Key Width = 0.00 in Actual 1-Way Shear = 22.02 2.50 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 36.67 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 8.00 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 11.32 in, #5@ 17.55 in, #6@ 24.91 in, #7@ 33.96 in, #8@ 44.72 in, #9@ 5 Heel: Not req'd: Mu < phi`5'lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057724 Cantilevered Retaining Wall Code: IBC 2006,AC1 318-05,AC1 530-05 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 Surcharge over Heel = 85.4 3.42 291.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,136.0 O.T.M. 2,684.9 Resisting/Overturning Ratio = 2.07 Vertical Loads used for Soil Pressure = 2,416.4 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 Heel = 439.8 3.67 1,612.6 Sloped Soil Over Heel = Surcharge Over Heel = 26.7 3.67 97.7 Adjacent Footing Load = Axial Dead Load on Stem= 350.0 3.00 1,050.1 Axial Live Load on Stem = 500.0 3.00 1,500.2 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 3.00 1,800.2 Earth @ Stem Transitions = Footing Weighi = 500.0 2.00 1,000.0 Key Weight = Vert. Component = 4.00 Total = 1,916.4 Ibs R.M.= 5,560.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 11 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) 0.032 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. 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 = 350.0 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 = 350.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 5.600 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.81 OK Slab Resists All Sliding ! Total Bearing Load = 1,890 Ibs ...resultant ecc. = 8.48 in Soil Pressure @ Toe = 974 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,364 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 22.2 psi OK Footing Shear @ Heel = 7.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,233.7 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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 = Live Load (L) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 Uniform Seismic Force = 38.267 Total Seismic Force = 261.489 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 = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 12.00 8.00 5.687 5.687 0.422 0.702 1,147.6 1,606.6 2,072.1 3,442.8 4,905.9 4,905.9 16.8 23.5 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thlck. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 40,000.0 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 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0858 in2/ft (4/3)' As : 0.1144 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(5.687)/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 : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2138 in2/ft (4/3)' As : 0.285 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(5.687)/40000 : 0.3412 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 : 0.285 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.1556 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,364 0 psf Total Footing Width = 4.00 Mu': Upward = 3,739 10 ft-# Footing Thickness = 10.00 in Mu': Downward = 622 244 ft-# Mu: Design = 3,116 234 ft-# Key Width = 0.00 in Actual 1-Way Shear = 22.21 7.08 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 @ 8.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 183.0 3.42 625.4 Total 1,233.7 O.T.M. 3,018.5 Resisting/Overturning Ratio = 1.81 Vertical Loads used for Soil Pressure = 1,889.8 Ibs Soil Over Heel = 439.8 3.67 1,612.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 350.0 3.00 1,050.1 Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 3.00 1,800.2 Earth @ Stem Transitions = Footing Weighi = 500.0 2.00 1,000.0 Key Weight = Vert. Component = 4.00 Total = 1,889.8 Ibs R.M.= 5,462.9 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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 11 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) 0.041 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. 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 = 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 30.0 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 = 350.0 Ibs Axial Live Load = 375.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 4.200 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.80 OK Slab Resists All Sliding ! Total Bearing Load = 2,285 Ibs ...resultant ecc. = 5.20 in Soil Pressure @ Toe = 942 psf OK Soil Pressure @ Heel = 200 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,319 psf ACI Factored @ Heel = 280 psf Footing Shear @ Toe = 23.7 psi OK Footing Shear @ Heel = 5.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,252.0 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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 = Live Load (L) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 Uniform Seismic Force = 28.700 Total Seismic Force = 196.117 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 = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 12.00 8.00 5.687 5.687 0.451 0.506 1,204.1 1,674.4 2,213.3 3,646.1 4,905.9 7,199.6 17.6 24.5 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thlck. _ 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 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 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0916 in2/ft (4/3)' As : 0.1222 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(5.687)/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 : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1509 in2/ft (4/3)' As : 0.2012 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(5.687)/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 : 0.2012 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,319 280 psf Total Footing Width = 4.00 Mu': Upward = 3,870 75 ft-# Footing Thickness = 10.00 in Mu': Downward = 622 255 ft-# Mu: Design = 3,248 180 ft-# Key Width = 0.00 in Actual 1-Way Shear = 23.65 5.44 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 @ 8.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in 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(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 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 = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,050.6 2.28 2,393.1 64.1 3.42 218.9 137.3 3.42 469.0 Total 1,252.0 O.T.M. 3,081.0 Resisting/Overturning Ratio = 1.80 Vertical Loads used for Soil Pressure = 2,284.8 Ibs Soil Over Heel = 439.8 3.67 1,612.6 Sloped Soil Over Heel = Surcharge Over Heel = 20.0 3.67 73.3 Adjacent Footing Load = Axial Dead Load on Stem= 350.0 3.00 1,050.1 Axial Live Load on Stem = 375.0 3.00 1,125.1 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 3.00 1,800.2 Earth @ Stem Transitions = Footing Weighi = 500.0 2.00 1,000.0 Key Weight = Vert. Component = 4.00 Total = 1,909.8 Ibs R.M.= 5,536.2 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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 11 Horizontal Deflection at Too 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) 0.039 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. 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 = 350.0 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 = 350.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.95 OK Slab Resists All Sliding ! Total Bearing Load = 2,424 Ibs ...resultant ecc. = 8.61 in Soil Pressure @ Toe = 786 psf OK Soil Pressure @ Heel = 96 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,100 psf ACI Factored @ Heel = 134 psf Footing Shear @ Toe = 28.2 psi OK Footing Shear @ Heel = 8.4 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 FootingIlSoil Friction = 0.300 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) 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 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 f m psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 2.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 16.00 8.00 5.687 5.687 0.486 0.607 1,377.0 2,448.0 2,754.0 6,528.0 5,663.0 10,751.9 20.2 35.9 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 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 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.114 in2/ft (4/3)' As : 0.152 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(5.687)/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: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2702 in2/ft (4/3)' As : 0.3603 in2/ft Min Stem T&S Reinf Area 0.384 in2 200bd/fy : 200(12)(5.687)/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 : 0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 4.17 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,100 134 psf Total Footing Width = 5.50 Mu': Upward = 7,432 38 ft-# Footing Thickness = 10.00 in Mu': Downward = 1,519 312 ft-# Mu: Design = 5,913 274 ft-# Key Width = 0.00 in Actual 1-Way Shear = 28.19 8.43 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 14.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 9.23 in, #5@ 14.31 in, #6@ 20.31 in, #7@ 27.69 in, #8@ 36.46 in, #9@ 46 Heel: Not req'd: Mu < phi`5'lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.19 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 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 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 = 1.95 Vertical Loads used for Soil Pressure = 2,423.9 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 Heel = 586.4 5.17 3,029.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 350.0 4.50 1,575.1 Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 4.50 3,600.3 Earth @ Stem Transitions = Footing Weighi = 687.5 2.75 1,890.6 Key Weight = Vert. Component = 5.50 Total = 2,423.9 Ibs R.M.= 10,095.7 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 11 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) 0.032 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. 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 = 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 40.0 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 = 350.0 Ibs Axial Live Load = 500.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.81 OK Slab Resists All Sliding ! Total Bearing Load = 2,951 Ibs ...resultant ecc. = 5.24 in Soil Pressure @ Toe = 792 psf OK Soil Pressure @ Heel = 281 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,109 psf ACI Factored @ Heel = 394 psf Footing Shear @ Toe = 32.4 psi OK Footing Shear @ Heel = 7.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,866.0 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) 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 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 f m psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 2.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 16.00 8.00 5.687 5.687 0.575 0.690 1,543.9 2,670.5 3,254.7 7,418.2 5,663.0 10,751.9 22.6 39.1 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 2,500.0 2,500.0 60,000.0 60,000.0 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 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1347 in2/ft (4/3)' As : 0.1796 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(5.687)/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 : 0.1796 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: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3071 in2/ft (4/3)' As : 0.4094 in2/ft Min Stem T&S Reinf Area 0.384 in2 200bd/fy : 200(12)(5.687)/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 : 0.3071 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: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 4.17 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,109 394 psf Total Footing Width = 5.50 Mu': Upward = 8,057 94 ft-# Footing Thickness = 10.00 in Mu': Downward = 1,519 327 ft-# Mu: Design = 6,537 234 ft-# Key Width = 0.00 in Actual 1-Way Shear = 32.44 7.21 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 8.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 9.23 in, #5@ 14.31 in, #6@ 20.31 in, #7@ 27.69 in, #8@ 36.46 in, #9@ 46 Heel: Not req'd: Mu < phi`5'lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.19 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 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 Surcharge over Heel = 110.4 4.42 487.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,866.0 O.T.M. 5,657.0 Resisting/Overturning Ratio = 1.81 Vertical Loads used for Soil Pressure = 2,950.5 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. Soil Over Heel = 586.4 5.17 3,029.7 Sloped Soil Over Heel = Surcharge Over Heel = 26.7 5.17 137.7 Adjacent Footing Load = Axial Dead Load on Stem= 350.0 4.50 1,575.1 Axial Live Load on Stem = 500.0 4.50 2,250.2 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 4.50 3,600.3 Earth @ Stem Transitions = Footing Weighi = 687.5 2.75 1,890.6 Key Weight = Vert. Component = 5.50 Total = 2,450.5 Ibs R.M.= 10,233.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 11 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) 0.032 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. 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 = 350.0 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 = 350.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 5.600 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.55 OK Slab Resists All Sliding ! Total Bearing Load = 2,424 Ibs ...resultant ecc. = 15.30 in Soil Pressure @ Toe = 1,095 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,534 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 34.0 psi OK Footing Shear @ Heel = 9.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,061.5 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 Uniform Seismic Force = 49.467 Total Seismic Force = 436.956 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 = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 2.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 14.00 7.00 5.687 5.687 0.567 0.670 1,673.8 2,843.7 3,644.4 8,110.9 6,425.1 12,100.4 24.5 41.7 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thlck. _ 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 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 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1509 in2/ft (4/3)' As : 0.2011 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(5.687)/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 : 0.2011 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2657 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3358 in2/ft (4/3)' As : 0.4477 in2/ft Min Stem T&S Reinf Area 0.384 in2 200bd/fy : 200(12)(5.687)/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 : 0.3358 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.5314 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 4.17 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,534 0 psf Total Footing Width = 5.50 Mu': Upward = 9,136 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 1,519 312 ft-# Mu: Design = 7,616 312 ft-# Key Width = 0.00 in Actual 1-Way Shear = 33.95 9.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 8.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 8.76 in, #5@ 13.59 in, #6@ 19.28 in, #7@ 26.29 in, #8@ 34.62 in, #9@ 43 Heel: Not req'd: Mu < phi`5'lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.19 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 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 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 305.9 4.42 1,350.9 Total 2,061.5 O.T.M. 6,520.3 Resisting/Overturning Ratio = 1.55 Vertical Loads used for Soil Pressure = 2,423.9 Ibs Soil Over Heel = 586.4 5.17 3,029.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 350.0 4.50 1,575.1 Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 4.50 3,600.3 Earth @ Stem Transitions = Footing Weighi = 687.5 2.75 1,890.6 Key Weight = Vert. Component = 5.50 Total = 2,423.9 Ibs R.M.= 10,095.7 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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 11 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) 0.044 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. 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 = 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 30.0 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 = 350.0 Ibs Axial Live Load = 375.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 4.200 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.56 OK Slab Resists All Sliding ! Total Bearing Load = 2,819 Ibs ...resultant ecc. = 10.27 in Soil Pressure @ Toe = 991 psf OK Soil Pressure @ Heel = 34 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,388 psf ACI Factored @ Heel = 47 psf Footing Shear @ Toe = 35.8 psi OK Footing Shear @ Heel = 9.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,067.8 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 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) Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.400 1.700 1.700 1.300 1.000 Uniform Seismic Force = 37.100 Total Seismic Force = 327.717 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 = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = Short Term Factor = 2nd 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 Bottom Stem OK Stem OK 2.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 5 # 5 14.00 7.00 5.687 5.687 0.591 0.693 1,724.8 2,911.7 3,797.3 8,382.8 6,425.1 12,100.4 25.3 42.7 75.0 75.0 5.69 5.69 100.0 100.0 Equiv. Solid Thlck. _ 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 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 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1572 in2/ft (4/3)' As : 0.2096 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(5.687)/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 : 0.2096 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2657 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.347 in2/ft (4/3)' As : 0.4627 in2/ft Min Stem T&S Reinf Area 0.384 in2 200bd/fy : 200(12)(5.687)/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 : 0.347 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.5314 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.7704 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 4.17 ft Toe Heel Heel Width = 1.33 Factored Pressure = 1,388 47 psf Total Footing Width = 5.50 Mu': Upward = 9,109 23 ft-# Footing Thickness = 10.00 in Mu': Downward = 1,519 324 ft-# Mu: Design = 7,590 301 ft-# Key Width = 0.00 in Actual 1-Way Shear = 35.83 9.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 7.00 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 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: #4@ 8.80 in, #5@ 13.63 in, #6@ 19.35 in, #7@ 26.39 in, #8@ 34.74 in, #9@ 43 Heel: Not req'd: Mu < phi`5'lambda*sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.19 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 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 = 586.4 5.17 3.029.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 82.8 4.42 365.8 229.4 4.42 1,013.2 Total 2,067.8 O.T.M. 6,548.3 Resisting/Overturning Ratio = 1.56 Vertical Loads used for Soil Pressure = 2,818.9 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 = 20.0 5.17 103.3 Adjacent Footing Load = Axial Dead Load on Stem= 350.0 4.50 1,575.1 • Axial Live Load on Stem = 375.0 4.50 1,687.6 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 4.50 3,600.3 Earth @ Stem Transitions = Footing Weighi = 687.5 2.75 1,890.6 Key Weight = Vert. Component = 5.50 Total = 2,443.9 Ibs R.M.= 10,199.0 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt 11 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.