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REVIEWED BLD2024-0617+Calculations+5.6.2024_11.37.19_PM+4240613BLD2024-0617 REVIEWED CITY OF EDMONDS Askren-Holmes Deck Edmonds, WA Deck Repair/Reconstruction Structural Design Calculations Prepared for B.T. Contracting, LLC May 2, 2024 E O U Cn Cn O L I.L. GROSS z--_ZTv = RECEIVED May 0! 2024 Design Criteria Live Loads Dead Loads Askren-Holmes Deck Edmonds, WA 2021 International building Code/International Residential Code 2016 ASCE 7 Seismic analysis I = 1.0 Ss= 128% S1= 45% Sds= 102% Shc= 56% R = 6.5 Seismic Design Category u Wind analysis Wind Speed (V3s) mph 100 Exposure C Importance Factor 1 = 1.0 topographic Factor Kzt = 1.00 Roof 25 psf snow Deck 60 psf Residential 40 psf Storage 125 psf Stairs / Corridors 60 psf Existina Roof Assemb/ Shingle Roofing 4.5 psf roof sheathing 1.4 psf finish ceiling 2.8 psf roof framing 2.5 psf Insulation 1.5 psf Beams and Framing 0.5 psf Misc. 0.8 psf 14.0 psf Tvpical Existina interior Floor Finish Floor 5.0 psf Finished Ceiling 2.8 psf subfloor sheathing - 3/4" 2.2 psf floorjoists - 2X10 2.0 psf Insulation 1.0 psf beams & framing 1.0 psf Misc M&E 1.0 psf 15.0 psf Deck Assembly Elastomeric Deck Surface 3.0 psf 3/4" Plywood shthg 2.2 psf 2x8 deck joists 1.6 psf beams & framing 0.5 psf Misc 0.7 psf 8.0 psf Exterior Light Framed Walls Siding 3.5 psf Interior Finish 2.8 psf 1/2" CDX plywood sheathing 1.4 psf 2x6 studs @ 16" o.c. 1.5 psf Insulation 1 psf Misc 0.8 psf 11.0 psf Interior Light Framed Walls GWB Finish Ea Side 5.2 psf 2x4 studs @ 16" oc 1.1 psf Misc 1.7 psf 8 psf Concrete Foundation walls Finish 5 psf 8" concrete wall 95 psf 100 psf Soil bearing pressure = 1500 psf (Assumed) A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ C\TC Hazards by Location Search Information Address: 9017 Park Rd, Edmonds, WA 98026, USA Coordinates: 47.8065138,-122.3549402 Elevation: 386 ft Ti m esta m p: 2024-03-28T21:39:06.813Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.284 MCER ground motion (period=0.2s) SI 0.452 MCER ground motion (period=1.0s) SMS 1.541 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.027 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 1-7 Google -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CRI 0.895 Coefficient of risk (1.Os) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.656 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.284 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.411 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.232 Factored deterministic acceleration value (0.2s) S1 RT 0.452 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.908 Factored deterministic acceleration value (1.0s) PGAd 0.784 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Martha Lake 386 ft Xk Lynnwood tW © js Alderwood Manor 52] Norl c Mountlake Terrace Brier Map data ©2024 Google The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 60 Cu V (-, 25 14, Le vf-4 2- Vv u <& S54+ Yk`—I'-o" 10' —10, ,, I X4-Y.MSOA 1 N5MCA �D I WA1'Fppp00F ( + 2nd 5TOpY PACK _ kflMOV� & V MAa 1'0 MATCH MAIN I �I FL00P ma 7 I I � I I %t, fHI5 5�C11ON a e� Prop05rn -� ►� L U / _i I a I -� ZYI-o l b`'1c t Courts t�- lam& r-WMC Q Cz ►S' &--C-V 6v� 2- r-r-CL -A $- 5fan. Z c o ` z I'deZ. c. ks ck- It 9-r 2��� tCokOf� 3 (. Spe- -i , -1 � (9 ?�T lkf m _ Gam Is c�?sa) 134 to ' Z �/d-c 5 tj� � � � 1�7- ?-T +X to �2i '� 2�t0 L0,� � Zy©`okp 'Z7 d,�akb 1,o�"� o,5-fk( 1,23k L G .1+*``S SHEET TIi L SCALE DATE PROJECT DESIGNED BY LL.GROSS �Cr STRUCTURAL ENGINEERS CLIENT CHECKED SHEET www.ilgross.com LeN I- f o-A-. iut e S.,� L4ovd-, (,vk U ?.-X- zTjy1r-xe-.lAo u� ojsKo O, (7 ks `f-p4r rA f C-ea ,u - U Lo " IV f2 keuj L,11L 4 -p- R �-h L"4gz- t- -t a t�7 T-- 2,1ct a iL4k i ,ciSA L I ,opb'-1 V-nZ 1.70"-tp 2,Ct&"L t, (.Ek.r 2`cAPT � rib k` tL:� t-S pU*-r Sf-/'ecfJ — j-PjZotAP f- A*(Pl7lV4-c Yl 2C161 STML P L &, C i&'l 1;-Np f- 2' 1 lit o T31 k�P,�N csW�-kf-+M -tx(v cy' (3') j*r, '5jetpw 5*1 z +►5,° n 5 9w"L 3.�µs SHEET TITLE SCALE DATE PROJECT DESIGNED BY I.L. GROSS STIUCTURAt (;INEFR5 CLIENT CHECKED SHEET ENG�NfER$ www.ilgross.com Flitch Beam Design spreadsheet Beam loading and span information: main span 6 ft dead load (plf) 411 plf live load (plf 475 plf Point Load 1 location 8 ft P1-Dead 1700lbs P1-Live 3472lbs Applied Moment 12140 lb-ft Maximum shear 6106 Ibs Wood Member Information type of beam DF width = 3.5 in depth = 11.25 in A = 39.38 in12 Sx = 73.83 inA3 Ix = 415.28 inA4 fb = 1000 psi fv = 180 psi E = 1600000 psi Wood member Design Checks Fb applied= 700 psi Allowable F'b= 1000 psi Bending OK Fv applied= 83 psi Allowable F'v= 180 psi Shear OK Project: Askren-Holmes Deck Loading Distribution E*I steel= 1.208E+09 E*I wood= 6.645E+08 Ww= 35.48% Mw= 4307lb-ft Ws= 64.52% Ms= 7833lb-ft Flitch Plate Information Lb = 6 thickness 0.5 in compact section depth/height 10 in F'b= 21.56 ksi A = 5 in12 F'c= 20.74 ksi Sx = 8.33 inA3 F'v= 14.40 ksi Ix = 41.67 inA4 F't= 21.557 ksi Fy= 36.00 ksi Omega 1.67 (ASD) E = 29000000 psi k = 0.65 Steel Design checks r = 0.14 Fb applied 11279 psi Lp= 7.22 in iwable Fb 21557 psi KI/r= 27.02 Bending OK Lr= 210.00 Fv applied 1182 psi P= 0.09 Allowable Fv 14400 psi Fu= 65 ksi Shear OK Unity Check: 0.70034 Unity Check: 0.2805 Unity check OK Unity check OK Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: 40 Project Descr: Replacement of Existing Deck I.L. GROSS STRUCTURAL ENGINEERS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Description : Level 2 Deck Framing Wood Beam Design: J1 (ripped 2x10) Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 1.50 X 8.250, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, Design Summary L = 0.060, S = 0.0250 k/ft, Trib= 1.330 ft Max fb/Fb Ratio = 0.927. 1 fb : Actual : 797.27 psi at Fb: Allowable: 860.20 psi Load Comb: +D+L Max fv/FvRatio = 0.396 : 1 fv : Actual : 47.50 psi at Fv : Allowable: 120.00 psi Load Comb: +D+L D 0.01064 L 0.07980 S 0.03325 5.000 ft in Span # 1 1.50 x 8.250 10.0 ft 9.333 ft in Span # 1 Max Reactions (k) D Lr L S W E Left Support 0.05 0.40 0.17 Right Support 0.05 0.40 0.17 Wood Beam Design: J2 Max Deflections H Transient Downward 0.198 in Ratio 606 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.237 in Ratio 507 LC: +D+0.750L+0.750S Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.704: 1 D 0.01064 L 0.07980 S 0.03325 fb : Actual : 660.72 psi at 4.000 ft in Span # 1 Fb: Allowable: 938.40 psi Load Comb: +D+L 2xs Max fv/FvRatio = 0.355 : 1 8.0 ft fv : Actual : 42.58 psi at 0.000 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.119 in Total Downward 0.143 in Left Support 0.04 0.32 0.13 Ratio 804 Ratio 672 Right Support 0.04 0.32 0.13 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: Rim R1 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.330 ft Unif Load: D = 0.0150, L = 0.050 k/ft, Trib= 1.0 ft Design Summary - Max fb/Fb Ratio = 0.729 : 1 fb : Actual : 545.01 psi at 5.000 ft in Span # 1 ER Fb: Allowable: 748.00 psi Load Comb: +D+L 2-2x10 Max fv/FvRatio = 0.296 : 1 10.0 ft fv : Actual : 35.57 psi at 9.233 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.114 in Total Downward 0.137 in Left Support 0.13 0.65 0.17 Ratio 1051 Ratio 877 Right Support 0.13 0.65 0.17 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: Beam B1 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 5.0 ft Unif Load: D = 0.0150, L = 0.050 k/ft, Trib= 1.0 ft Design Summary ❑io.g�tp�(zQjRQSo> Max fb/Fb Ratio = 0.731 • 1 fb : Actual : 596.41 psi at 3.500 ft in Span # 1 Fb: Allowable: 816.00 psi Load Comb: +D+L 4x10 Max fv/FvRatio = 0.427 : 1 7.0 ft fv : Actual : 51.23 psi at 6.230 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.063 in Total Downward 0.074 in Left Support 0.19 1.23 0.44 Ratio 1326 Ratio 1128 Right Support 0.19 1.23 0.44 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: Beam B2 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 4.0 ft Unif Load: D = 0.0150, L = 0.050 k/ft, Trib= 1.0 ft Design Summary D(o10) Max fb/Fb Ratio = 0.608 : 1 fb : Actual : 496.27 psi at 3.500 ft in Span # 1 - - ON Fb: Allowable: 816.00 psi Load Comb: +D+L 4x10 Max fv/FvRatio = 0.355 : 1 7.0 ft fv : Actual : 42.63 psi at 6.230 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.052 in Total Downward 0.061 in Left Support 0.16 1.02 0.35 Ratio 1600 Ratio 1367 Right Support 0.16 1.02 0.35 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: Beam B3 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.946. 1 fb : Actual : 772.03 psi at 3.500 ft in Span # 1 Fb: Allowable: 816.00 psi Load Comb: +D+L Max fv/FvRatio = 0.463 : 1 fv : Actual : 55.53 psi at 6.417 ft in Span # 1 Fv : Allowable: 120.00 psi D(0.0320) L(0.240) S(0.10) 2-2x8 7.0 ft Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.105 in Left Support 0.13 0.84 0.35 Ratio 798 Right Support 0.13 0.84 0.35 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.128 in Ratio 658 LC: +D+0.750L+0.750S Total Upward 0.000 in Ratio 9999 LC: Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: Beam B4 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.946 : 1 D 0.0320 L 0.240 S 0.10 fb : Actual : 772.03 psi at 3.500 ft in Span # 1 - - Fb: Allowable: 816.00 psi Load Comb: +D+L 2-2x8 Max fv/FvRatio = 0.463 : 1 7.0 ft fv : Actual : 55.53 psi at 6.417 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.105 in Total Downward 0.128 in Left Support 0.13 0.84 0.35 Ratio 798 Ratio 658 Right Support 0.13 0.84 0.35 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: Beam B5 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.330 ft 1 Point: D = 0.130, L = 0.840, S = 0.350 k @ 2.0 ft Design Summary - Max fb/Fb Ratio = 0.886. 1 D 0.01064 L 0.07980 S 0.03325 fb : Actual : 662.52 psi at 2.967 ft in Span # 1 Fb: Allowable: 748.00 psi Load Comb: +D+L 2-2x 10 Max fv/FvRatio = 0.532 : 1 10.0 ft fv : Actual : 63.82 psi at 0.000 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.138 in Total Downward 0.171 in Left Support 0.18 1.07 0.45 Ratio 869 Ratio 701 Right Support 0.11 0.57 0.24 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: Rim/Ledger R3 New LVL Rim Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-1.75x9.25, Microllam LVL, Braced @ 1/4 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade: Microl-am LVL 2.0 E Fb - Tension 2,600.0 psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 42.010 pcf Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 5.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0110 k/ft, Trib= 8.0 ft Unif Load: D = 0.0140, S = 0.0210 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.791 : 1 fb : Actual : 2,116.46 psi at 5.760 ft in Span # 1 Fb: Allowable: 2,674.96 psi Load Comb: +D+L Max fv/FvRatio = 0.481 : 1 fv : Actual : 137.19 psi at 11.280 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E Left Support 1.12 1.95 1.08 Right Support 1.70 2.98 1.65 IWX Sai).QQ) U(6='d&v) 2-1.75x925 ';�,2-1.75x9.25 12.0 ft Max Deflections H Transient Downward 0.310 in Ratio 463 LC: L Only Transient Upward -0.183 in Ratio 326 <0 LC: L Only Wood Beam Design: Ex 4x12 support Beam check 2.50 ft Total Downward 0.539 in Ratio 267 LC: +D+0.750L+0.750S Total Upward -0.318 in Ratio 188 <240 LC: +D+0.750L+0.750S Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x12, Sawn, Braced @ 1/4 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DF 80's Construction Standard Wood Grade: Sawn, No. 3 -> Sel Str Fb - Tension 1,000.0 psi Fc - Prll 1,000.0 psi Fv 120.0 psi Ebend- xx 1,760.0 ksi Density 34.0 pcf Fb - Compr 1,000.0 psi Fc - Perp 390.0 psi Ft 1,000.0 psi Eminbend - xx 1,600.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 8.50 ft Unif Load: D = 0.0110 k/ft, Trib= 8.0 ft Unif Load: D = 0.0140, S = 0.0210 k/ft, Trib= 14.0 ft 1 Point: D = 1.70, L = 2.980, S = 1.650 k @ 8.0 ft Design Summary Max fb/Fb Ratio = 1.770. 1 fb : Actual : 1,768.63 psi at 6.000 ft in Span # 1 Fb: Allowable: 999.10 psi Load Comb: +D+L Max fv/FvRatio = 1.744 : 1 fv : Actual : 209.30 psi at 6.000 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E H Left Support 0.56 -0.09 0.23 Right Support 4.51 5.79 3.77 1 4x12 4x12 6.0 ft 2.0 ft Max Deflections Transient Downward 0.069 in Total Downward 0.113 in Ratio 698 Ratio 422 LC: L Only Transient Upward -0.023 in Ratio 3071 LC: L Only LC: +D+0.750L+0.750S Total Upward -0.033 in Ratio 2192 LC: +D+0.750L+0.750S Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Steel Beam Design : Ex 4x12 support Beam - Angle Replacement STEEL Section : LL 6x4x7/8x3/8 LLBB, Braced @ 1/4 Points Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 8.50 ft Unif Load: D = 0.0110 k/ft, Trib= 8.0 ft Unif Load: D = 0.0140, S = 0.0210 k/ft, Trib= 14.0 ft 1 Point: D = 1.70, L = 2.980, S = 1.650 k @ 8.0 ft Steel Beam Design : Ex 4x12 support Beam - Angle Replacement Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Fy = 36.0 ksi E = 29,000.0 ksi Calculations per AISC 360-16, IBC 2021, ASCE 7-16 STEEL Section : LL UW/8x3/8 LLBB, Braced @ 1/4 Points Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi Design Summary Max fb/Fb Ratio = 0.360 : 1 D(1.70) L(2.980) S(1.650) Mu: Applied 12.227 k-ft at 6.000 ft in Span # 1 1 Mn / Omega: Allow 33.991 k-ft Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.052 : 1,* Vu : Applied 7.055 k at 6.000 ft in Span # 1 6.0 ft Vn / Omega: Allow 135.808 k - 2.0 ft Load Comb: +D+0.750L+0.750S Max Reactions (k) D Lr L S W E H Max Deflections Left Support 0.68 -0.09 0.23 Transient Downward 0.031 in Total Downward 0.051 in Right Support 4.75 5.79 3.77 Ratio 1536 936 LC: L Only LC: +D+0.750L+0.750S Transient Upward -0.011 in Total Upward -0.014 in Ratio 6751 Ratio 4987 LC: L Only LC: +D+0.750L+0.750S q a O ►1 '9 t,_ (,(,2 0 M(f SL,CUAl# ,� 12' spa A - 415 11 ,�T j;ffo p w4t Z f` 6.3o�s �5 s�a"t, A( -,Ckz G h � tza [A,,.- 6.q S-e& rl-7 -3 .6 3�� ,21 L SHEET TITLE SCALE DATE 44,( PROJECT DESIGNED BY I.L. GROSS1111.1. ENGINEERSRS FCLIENT CHECKED SHEET ENGN www.ilgross.com ,l(kw 12Li�`l. ,VAL I �3ks ,I 11'S 4 a —5, L` l" 444 5' (o c>.alkL 0,6*ks C� 248 ITA 6►73"'L o, 2skf SHEET TITLE PROJECT I.L. GROSS STRUCTURAL CLIENT ENGINEERS s-C •1"a,nLd? �I 4-9tAl ;1.0 ki. '� ► t , ceily 9-t-_ , L01<4 '(elks t?3kL , jj- kf I L"s SCALE DESIGNED BY CHECKED DATE SHEET www.ilgross.com Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: 40 Project Descr: Replacement of Existing Deck I.L. GROSS STRUCTURAL ENGINEERS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Description : Level 1 Deck Framing Wood Beam Design: J1 (ripped 2X10) Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 1.50 X 8.250, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.922. 1 fb : Actual : 792.77 psi at 5.750 ft in Span # 1 Fb: Allowable: 860.20 psi Load Comb: +D+L Max fv/FvRatio = 0.350 : 1 fv : Actual : 42.02 psi at 0.000 ft in Span # 1 Fv : Allowable: 120.00 psi D 0.0080 L 0.060 S 0.0250 1.50 X 8.250 11.50 ft Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.260 in Total Downward 0.311 in Left Support 0.05 0.35 0.14 Ratio 530 Ratio 443 Right Support 0.05 0.35 0.14 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: J2 (ripped 2X10) Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 1.50 X 8.250, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.330 f Design Summary - Max fb/Fb Ratio = 0.836 : 1 fb : Actual : 719.53 psi at 4.750 ft in Span # 1 Fb: Allowable: 860.20 psi Load Comb: +D+L Max fv/FvRatio = 0.373 : 1 fv : Actual : 44.78 psi at 0.000 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E Left Support 0.05 0.38 0.16 Right Support 0.05 0.38 0.16 D 0.01064 L 0.07980 S 0.03325 1.50 X 8250 9.50 ft Max Deflections H Transient Downward 0.161 in Total Downward 0.193 in Ratio 707 Ratio 591 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: Header 1-11 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 4x6, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 6.0 ft Unif Load: D = 0.0110 k/ft, Trib= 8.0 ft Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 1.30 ft Design Summary o Max fb/Fb Ratio = 0.700 : 1 fb : Actual : 771.85 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,103.36 psi Load Comb: +D+L 4x64.0 Max fv/FvRatio = 0.456 : 1 fv : Actual : 68.39 psi at 0.000 ft in Span # 1 ft Fv : Allowable: 150.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.038 in Total Downward 0.053 in Left Support 0.31 0.82 0.30 Ratio 1269 Ratio 906 Right Support 0.31 0.82 0.30 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: Beam B1 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x10, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.330 ft Unif Load: D = 0.0150, L = 0.050 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.352. 1 fb : Actual : 261.60 psi at 4.000 ft in Span # 2 Fb: Allowable: 743.33 psi Load Comb: +D+L Max fv/FvRatio = 0.228 : 1 fv : Actual : 27.34 psi at 7.253 ft in Span # 2 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E Left Support 0.15 0.78 0.20 Right Support 0.15 0.78 0.20 2.0ft 8.0ft 2.0ft Max Deflections H Transient Downward 0.033 in Ratio 2921 LC: L Only Transient Upward -0.022 in Ratio 2230 LC: L Only Total Downward 0.039 in Ratio 2439 LC: +D+L Total Upward -0.026 in Ratio 1862 LC: +D+L Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: Beam B2 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: U10, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 6.0 ft Unif Load: D = 0.0150, L = 0.050 k/ft, Trib= 1.0 ft Design Summary nin Max fb/Fb Ratio = 0.167 : 1 fb : Actual : 124.38 psi at 1.250 ft in Span # 1 Fb: Allowable: 746.02 psi INM3X10,,� Load Comb: +D+L Max fv/FvRatio = 0.124 : 1 fv : Actual 14.83 psi at 1.733 ft in Span # 1 ft Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.002 in Total Downward 0.002 in Left Support 0.08 0.51 0.19 Ratio 9999 Ratio 9999 Right Support 0.08 0.51 0.19 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: Stair Rim Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 3x8, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.0 ft Unif Load: D = 0.0080, L = 0.060 k/ft, Trib= 1.0 ft Design Summary o o.o0d�pe�Pb�tq 9ti9.bzso> Max fb/Fb Ratio = 0.140. 1 fb : Actual : 114.10 psi at 1.750 ft in Span # 1 Fb: Allowable: 813.39 psi Load Comb: +D+L Max fv/FvRatio = 0.108 : 1 3x8 fv : Actual : 13.00 psi at 2.905 ft in Span # 1 3.50 ft Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.004 in Total Downward 0.004 in Left Support 0.03 0.21 0.04 Ratio 9999 Ratio 9389 Right Support 0.03 0.21 0.04 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Mark Speidel, PE, SE I.L. Gross Structural Engineers LLC www.ilgross.com I.L. GROSS E NRGINEE RS Project Title: Askren- Holmes Deck Engineer: MTS Project ID: Project Descr: Replacement of Existing Deck Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: B3 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x8, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, 0.0 ft to 5.0 ft, Trib= 2.50 ft 1 Point: D = 0.030, L = 0.210, S = 0.040 k @ 7.0 ft Unif Load: D= 0.0160->0.0, L = 0.120->0.0, S = 0.050->0.0 k/ft, 5.0 to 7.0 ft Design Summary Max fb/Fb Ratio = 0.320 : 1 D o.02o L 0.150 S 0.06250 D(0.0160,0.0)-L(0.120,0-0) S(o1050,0.0) fb : Actual : 260.56 psi at 5.000 ft in Span # 1 Fb: Allowable: 813.40 psi Load Comb: +D+L 2-2x8 2-2x8 Max fv/Fv= 0.251 : 1 Actual : ft fv :Actual 30.15 psi at 4.400 in Span # 1 s.o n + z.o� Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.010 in Total Downward 0.012 in Left Support 0.04 0.28 0.13 Ratio 4740 Ratio 4088 Right Support 0.11 0.80 0.27 LC: L Only LC: +D+L Transient Upward -0.002 in Total Upward -0.001 in Ratio 9999 Ratio 9999 LC: S Only LC: +D+S Wood Beam Design: B4 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x8, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, 0.0 ft to 5.0 ft, Trib= 2.50 ft Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, 5.0 to 6.0 ft, Trib= 1.50 ft 1 Point: D = 0.030, L = 0.210, S = 0.040 k @ 6.0 ft Design Summary Max fb/Fb Ratio = 0.222 ; 1 D(0.020) L(09150) S(0.06250) D(0.0120) L(0.090) S 0.03750) fb : Actual : 180.68 psi at 2.150 ft in Span # 1 Fb: Allowable: 813.40 psi Load Comb: +D+L Max fv/FvRatio = 0.278 : 1 * 2-2x8 #, 2-2x8 fv : Actual : 33.32 psi at 5.000 ft in Span # 1 5.0 ft 1.0 ft Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.012 in Total Downward 0.015 in Left Support 0.04 0.32 0.14 Ratio 5159 Ratio 4101 Right Support 0.10 0.73 0.25 LC: L Only LC: +D+0.750L+0.750S Transient Upward -0.004 in Total Upward -0.006 in Ratio 6246 Ratio 4338 LC: L Only LC: +D+0.750L+0.750S Mark Speidel, PE, SE Project Title: Askren- Holmes Deck I.L. Gross Structural Engineers LLC Engineer: MTS www.ilgross.com Project ID: Project Descr: Replacement of Existing Deck I.L. GROSS E NRGINEE RS Multiple Simple Beam Project File: Askren-Holmes.ec6 LIC# : KW-06016108, Build:20.23.08.30 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: B5 Calculations per NDS 2018, IBC 2021, ASCE 7-16 BEAM Size: 2-2x10, Sawn, Braced @ 1/3 Points Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0080, L = 0.060, S = 0.0250 k/ft, Trib= 1.30 ft 1 Point: D = 0.040, L = 0.320, S = 0.140 k @ 4.50 ft 2Point: D = 0.040, L = 0.280, S = 0.130 k @ 7.0 ft Design Summary Max fb/Fb Ratio = 0.841 : 1 D(0.01040) L( .0780) S(0.03250) fb : Actual : 624.13 psi at 4.497 ft in Span # 1 Fb: Allowable: 742.34 psi Load Comb: +D+L 2-2x10 Max fv/FvRatio = 0.342 : 1 9.50 ft fv : Actual : 41.03 psi at 8.740 ft in Span # 1 Fv : Allowable: 120.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.119 in Total Downward 0.143 in Left Support 0.08 0.61 0.26 Ratio 961 Ratio 796 Right Support 0.10 0.73 0.32 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: