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Specifications (3) Page 1 of 45 FROELICH ENGINEERS ; Scope of Work Client: Eric Lanciault Arch Project: Tigard Futsal Project Number: 15-T201 Date: May. 26, 16 By: YSP Protect Description: The Structural portion of this project consists of a tenant improvement that will subdivide the existing warehouse into a Futsal Fields. The existing cast-in-place concrete walls connection to roof have been detailed per IBC 2012 and OSSC 2014 code for in-plane and out-of-plane seismic load. New wood-stud partitions walls will be installed as part of the partition several of these walls have been designed as shear walls to the seismic resistance of the building. The walls have been designed for 2012 IBC loads. A mezzanines have been added between grids 3&4. ♦Main Office FROELICH ENGINEERS ♦Central Oregon 6969 SW Hampton St. 745 NW Mt.Washington Dr.#205 Portland,Oregon 97223 Bend,Oregon 97701 503-624-7005 www.froelich-engineers.com 541-383-1828 �' r,.cvtr CLIENT: • 6969 SW Hampton St. E A(A Portland,Oregon 97223 Page 2 of 45 503.624-7005 PROJECT: / l Cj AR.D / JM ;„ 745 NW Mt.Washington Dr.#205 NUMBER: I rj_r1 2 O 1 Bend,Oregon 97703 541-383-1828 FROELICH DATE: MAY _ 2o16 ENGIN EER58 2303 Airport Way,Suite 200 Broomfield,Colorado 80021 cg :fn elkch-Pnpinee s.c n 720-560-2269 BY: Y 5 f� ,goo t= DDst c,.v D 25 PsF S 2 SP5F Aooi 8EAM SPAN o'" ccooxiotocte . DLs(6o) (2s )C )1' 1 = 0. 625 s (Flo) ) (2-S' ' } ( It ) " 425 1cLF AJ,E0Q CoLu A1 1-1014017: 23 - 0 PF QLx (G5 ) C9$ )Oz. ) c2- )= 3k 4SLS b3k fooTlijc, _D6 tCAJ : 0.1410,41.4.11.rn ...100810214.11. c 711-le AD t 4J c% of Co 4-LIAN ,/ A €a o✓c' ,� .. ►, k Title Block Line 1 Project Title: You can change this area Engineer: pPOe§t8fJ45 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:29 JUN 2016,4:06PM Steel BeamFife=P:V201511XVF2A-KEHTEC6-Q1C7A4YC-RRJ0FZC-91RZ5FWV-Z.EC6� ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16.6.7 Lic,#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Double Beam concept CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam=4.0 ft at0,6250t0-625t 'Pr , -E '�I� sem' -ate ( - Applied Loads Service loads entered..Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.6250, S=0.6250 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi 11 Det Maximum Bending Stress Ratio = 0.856 1 Maximum Shear Stress Ratio= 0.136 : 1 Section used for this span W33x118 Section used for this span W33x118 Mu:Applied 1,225.849 k-ft Vu:Applied 68.103 k Mn"Phi:Allowable 1,431.750 k-ft Vn *Phi:Allowable 499.422 k Load Combination +1.200+0.50L+1.60S+1.60H Load Combination +1.20D+0.50L+1.605+1.60H Location of maximum on span 36.000ft 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 2.216 in Ratio= 389>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 2.638 in Ratio= 328>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span it M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn.L= 3.91 ft 1 0.097 0.075 138.44 138.44 1,590.83 1,431.75 1.70 1.00 37.45 499.42 499.42 Dsgn.L= 3.91 ft 1 0.182 0.067 260.99 138.44 260.99 1,590.83 1,431.75 1.24 1.00 33.39 499.42 499.42 Dsgn.L= 4.11 ft 1 0.260 0.059 372.82 260.99 372.82 1,590.83 1,431.75 1.13 1.00 29.32 499.42 499.42 Dsgn,L= 3.91 ft 1 0.323 0.050 462.74 372.82 462.74 1,590.83 1,431.75 1.09 1.00 25.04 499.42 499.42 Dsgn,L= 4.11 ft 1 0.377 0.042 540.23 462.74 540.23 1,590.83 1,431.75 1.06 1.00 20.97 499.42 499.42 Dsgn,L= 3.91 ft 1 0.417 0.033 597.53 540.23 597.53 1,590.83 1,43t75 1.04 1.00 16.69 499.42 499.42 Dsgn,L= 4.11 ft 1 0.447 0.025 640.68 597.53 640.68 1,590.83 1,431.75 1,03 1.00 12.63 499.42 499.42 Dsgn,L= 3.91 ft 1 0.465 0.017 665.35 640.68 665.35 1,590.83 1,431.75 1,01 1.00 8.35 499.42 499.42 Dsgn,L= 4.11 ft 1 0.471 0.009 674.16 665.35 674.16 1,590.83 1,431.75 1.00 1.00 4.28 499.42 499.42 Dsgn,L= 3.91 ft 1 0.471 0.008 674.16 666.21 674.16 1,590.83 1,431.75 1.00 1.00 4.07 499.42 499.42 Dsgn.L= 3.91 ft 1 0.465 0.016 666.21 642.37 666.21 1,590.83 1,431.75 1.01 1.00 8.13 499.42 499.42 Dsgn,L= 4.11 ft 1 0.449 0.025 642.37 600.10 642.37 1,590.83 1,431.75 1,03 1.00 12.41 499.42 499.42 Dsgn.L= 3.91 ft 1 0.419 0.033 600.10 543.64 600.10 1,590.83 1,431.75 1.04 1.00 16.48 499.42 499.42 Dsgn,L= 4.11 ft 1 0.380 0.042 543.64 467.03 543.64 1,590.83 1,431.75 1.06 1.00 20.76 499.42 499.42 Dsgn.L= 3.91 ft 1 0.326 0.050 467.03 377.95 467.03 1,590.83 1,431.75 1,08 1.00 24.83 499.42 499.42 Dsgn,L= 4.11 ft 1 0.264 0.058 377.95 267.00 377.95 1,590.83 1,431.75 1.13 1.00 29.11 499,42 499.42 Dsgn.L= 3.91 ft 1 0.186 0.066 267.00 145.29 267.00 1,590.83 1,431.75 1.20 1.00 33.17 499.42 499.42 Dsgn.L= 4.11 ft 1 0.101 0.075 145.29 145.29 1,590.83 1,431.75 1.64 1.00 37,45 499.42 499.42 +1.20D+0.50Lr+1.60L+1.60H Dsgn.L= 3.91 ft 1 0.083 0.064 118.66 118.66 1,590.83 1,431.75 1.70 1,00 32.10 499.42 499.42 Dsgn.L= 3.91 ft 1 0.156 0.057 223.71 118.66 223.71 1,590.83 1,431,75 1.24 1.00 28.62 499.42 499.42 Title Block Line 1 Project Title: You can change this area Engineer: PIdgit ,r:5 using the"Settings"menu item Project Descr: and then using the"Printing& - Title Block"selection. Title Block Line 6 Pnned:29JUN2016,4:06PM Steed Beam File P:12015i1XVF2A-KIEHTEC6-01C7A4YC-F1RJOPZCr9IRZ5FWV-Z.EC6 ENERCALC,INC.1983-2016,Build:6.16.6.7„Ver.6.16.6.7 Lic.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: Double Beam concept Load Combination MaxStress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 4.11 ft- 1 0.223 0.050 319.56 223.71 319.56 1,590.83 1,431.75 1.13 1.00 25.13 499.42 499.42 Dsgn.L= 3.91 ft 1 0.277 0.043 396.64 319.56 396.64 1,590.83 1,431.75 1.09 1,00 21.46 499.42 499.42 Dsgn„L= 4.11 ft 1 0.323 0.036 463.05 396.64 463.05 1,590.83 1,431.75 1.06 1,00 17.98 499.42 499.42 Dsgn.L= 3.91 ft 1 0358 0.029 512.17 463.05 512.17 1,590.83 1,431.75 1.04 1,00 14.31 499.42 499.42 Dsgn.L= 4.11 ft 1 0.384 0.022 549.15 512.17 549.15 1,590.83 1,431.75 1.03 1.00 10.82 499.42 499.42 Dsgn:L= 3.91 ft 1 0.398 0.014 570.30 549.15 570.30 1,590.83 1,431.75 1.01 1,00 7.15 499.42 499.42 Dsgn.L= 4.11 ft 1 0.404 0.007 577.85 570.30 577.85 1,590.83 1,431.75 1.00 1.00 3.67 499.42 499.42 Dsgn,L= 3.91 ft 1 0.404 0.007 577.85 571.04 577.85 1,590.83 1,431.75 1.00 1.00 3.49 499.42 499.42 Dsgn.L= 3.91 ft 1 0.399 0.014 571.04 550.60 571.04 1,590.83 1,431.75 1.01 1.00 6.97 499.42 499.42 Dsgn,L= 4.11 ft 1 0.385 0.021 550.60 514.38 550.60 1,590.83 1,431.75 1.03 1.00 10.64 499.42 499.42 Dsgn.L= 3.91 ft 1 0.359 0.028 514.38 465.98 514.38 1,590.83 1,431.75 1.04 1,00 14.13 499.42 499.42 Dsgn,L= 4.11 ft 1 0.325 0.036 465.98 400.32 465.98 1,590.83 1,431.75 1.06 1..00 17.79 499.42 499.42 Dsgn.L= 3.91 ft 1 0.280 0.043 400.32 323.95 400.32 1,590.83 1,431.75 1.08 1,00 21.28 499.42 499.42 Dsgn,L= 4.11 ft 1 0.226 0.050 323.95 228.86 323.95 1,590.83 1,431,75 1.13 1,00 24.95 499.42 499.42 Dsgn,L= 3.91 ft 1 0.160 0.057 228.86 124.53 228.86 1,590.83 1,431,75 1.20 1,00 28.43 499.42 499.42 Dsgn,L= 4.11 ft 1 0.087 0.064 124.53 124.53 1,590.83 1,431.75 1.64 1.00 32.10 499.42 499.42 +1.20D+1.60L+0.50S+1.60H Dsgn,L= 3.91 ft 1 0.112 0.087 160.25 160.25 1,590.83 1,431.75 1.70 1,00 43.35 499.42 499.42 Dsgn,L= 3.91 ft 1 0.211 0.077 302.10 160.25 302.10 1,590.83 1,431.75 1.24 1.00 38.65 499.42 499.42 Dsgn.L= 4.11 ft 1 0.301 0.068 431.54 302.10 431.54 1,590.83 1,431.75 1.13 1,00 33.94 499.42 499.42 Dsgn.L= 3.91 ft 1 0.374 0.058 535.63 431.54 535.63 1,590.83 1,431.75 1.09 1.00 28.98 499.42 499.42 Dsgn,L= 4.11 ft 1 0.437 0.049 625.32 535.63 625.32 1,590.83 1,431.75 1.06 1,00 24.28 499.42 499.42 Dsgn„L= 3.91 ft 1 0.483 0.039 691.65 625.32 691.65 1,590.83 1,431.75 1.04 1,00 19.32 499.42 499.42 Dsgn„L= 4.11 ft 1 0.518 0.029 741.59 691.65 741.59 1,590.83 1,431.75 1.03 1.00 14.62 499.42 499.42 Dsgn.L= 3.91 ft 1 0.538 0.019 770.16 741.59 770.16 1,590.83 1,431.75 1.01 1,00 9.66 499.42 499.42 Dsgn.L= 4.11 ft 1 0.545 0.010 780.35 770.16 780.35 1,590.83 1,431.75 1.00 1:00 4.95 499.42 499.42 Dsgn„L= 3.91 ft 1 0.545 0.009 780.35 771.15 780.35 1,590.83 1,431.75 1.00 1.00 4.71 499.42 499.42 Dsgn.L= 3.91 ft 1 0.539 0.019 771.15 743.55 771.15 1,590.83 1,431.75 1.01 1.00 9.41 499.42 499.42 - Dsgn:L= 4.11 ft 1 0.519 0.029 743.55 694.63 743.55 1,590.83 1,431.75 1.03 '1.00 14.37 499.42 499.42 Dsgn.L= 3.91 ft 1 0.485 0.038 694.63 629.27 694.63 1,590.83 1,431.75 1.04 1,00 19.08 499.42 499.42 Dsgn.L= 4.11 ft 1 0.440 0.048 629.27 540.60 629.27 1,590.83 1,431.75 1.06 1,00 24.03 499.42 499.42 Dsgn,L= 3.91 ft 1 0.378 0.058 540.60 437.48 540.60 1,590.83 1,431.75 1.08 1,00 28.74 499.42 499.42 - Dsgn..L= 4.11 ft 1 0.306 0.067 437.48 309.06 437.48 1,590.83 1,431.75 1.13 1.00 33.69 499.42 499.42 Dsgn.,L= 3.91 ft 1 0.216 0.077 309.06 168.17 309.06 1,590.83 1,431.75 1.20 1,00 38.40 499.42 499.42 Dsgn.L= 4.11 ft 1 0.117 0.087 168.17 168.17 1,590.83 1,431.75 1.64 1.00 43.35 499.42 499.42 +1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 3.91 ft 1 0.083 0.064 118.66 118.66 1,590.83 1,431.75 1.70 1.00 32.10 499.42 499.42 Dsgn.L= 3.91 ft 1 0.156 0.057 223.71 118.66 223.71 1,590,83 1,431.75 1.24 1.00 28.62 499.42 499.42 Dsgn.L= 4.11 ft 1 0.223 0.050 319.56 223.71 319.56 1,590,83 1,431,75 1.13 1.00 25.13 499.42 499.42 Dsgn.L= 3.91 ft 1 0.277 0.043 396.64 319.56 396.64 1,59033 1,431,75 1.09 1,00 21.46 499.42 499.42 Dsgn.L= 4.11 ft 1 0.323 0.036 463.05 396.64 463.05 1,590.83 1,431„75 1.06 1.00 17.98 499.42 499.42 Dsgn.L= 3.91 ft 1 0.358 0.029 512.17 463.05 512.17 1,590,83 1,431,75 1.04 1.00 14.31 499.42 499.42 Dsgn.L= 4.11 ft 1 0.384 0.022 549.15 512.17 549.15 1,590,83 1,431,75 1.03 1,00 10.82 499.42 499.42 Dsgn.L= 3.91 ft 1 0.398 0.014 570.30 549.15 570.30 1,590.83 1,431,75 1.01 1,00 7.15 499.42 499.42 Dsgn.L= 4.11 ft 1 0.404 0.007 577.85 570.30 577.85 1,590.83 1,431,75 1.00 1.00 3.67 499.42 499.42 Dsgn.L= 3.91 ft 1 0.404 0.007 577.85 571.04 577.85 1,590.83 1,431,75 1.00 1.00 3.49 499.42 499.42 Dsgn.L= 3.91 ft 1 0.399 0.014 571.04 550.60 571.04 1,590.83 1,431,75 1.01 1,00 6.97 499.42 499.42 Dsgn.L= 4.11 ft 1 0.385 0.021 550.60 514.38 550.60 1,590.83 1,431,75 1.03 1,00 10.64 499.42 499.42 Dsgn.L= 3.91 ft 1 0.359 0.028 514.38 465.98 514.38 1,590.83 1,431.75 1.04 1.00 14.13 499.42 499.42 Dsgn.L= 4.11 ft 1 0.325 0.036 465.98 400.32 465.98 1,590.83 1,431,75 1.06 1,00 17.79 499.42 499.42 Dsgn.L= 3.91 ft 1 0.280 0.043 400.32 323.95 400.32 1,590.83 1,431.75 1.08 1,00 21.28 499.42 499.42 Dsgn.L= 4.11 ft 1 0.226 0.050 323.95 228.86 323.95 1,590.83 1,431,75 1.13 1,00 24.95 499.42 499.42 Dsgn.L= 3.91 ft 1 0.160 0.057 228.86 124.53 228.86 1,590.83 1,431.75 1.20 1,00 28.43 499.42 499.42 Dsgn.L= 4.11 ft 1 0.087 0.064 124.53 124.53 1,590.83 1,431.75 1.64 1.00 32.10 499.42 499.42 +1.200+1.60Lr+0.50W+1.60H Dsgn.L= 3.91 ft 1 0.083 0.064 118.66 118.66 1,590.83 1,431.75 1.70 1.00 32.10 499.42 499.42 Dsgn,L= 3.91 ft 1 0.156 0.057 223.71 118.66 223.71 1,590.83 1,431.75 1.24 1.00 28.62 499.42 499.42 Dsgn.L= 4.11 ft 1 0.223 0.050 319.56 223.71 319.56 1,590.83 1,431.75 1.13 1.00 25.13 499.42 499.42 Dsgn,L= 3.91 ft 1 0.277 0.043 396.64 319.56 396.64 1,590,83 1,431.75 1.09 1.00 21.46 499.42 499.42 Dsgn,L= 4,11 ft 1 0.323 0.036 463.05 396.64 463.05 1390,83 1,431.75 1.06 1.00 17.98 499.42 499.42 Dsgn;L= 3,91 ft 1 0.358 0.029 512.17 463.05 512.17 1,590.83 1,431.75 1.04 1.00 14.31 499.42 499.42 Dsgn,L= 4.11 ft 1 0.384 0.022 549.15 512.17 549.15 1,590,83 1,431.75 1.03 1.00 10.82 499.42 499.42 Dsgn,L= 3,91 ft 1 0.398 0.014 570.30 549.15 570.30 1,59033 1,431.75 1.01 1.00 7.15 499.42 499.42 Dsgn.L= 4,11 ft 1 0.404 0.007 577.85 570.30 577.85 1,590,83 1,431.75 1.00 1.00 3.67 499.42 499.42 Dsgn.L= 331 ft 1 0.404 0.007 577.85 571.04 577.85 1,590,83 1,431.75 1.00 1.00 3.49 499.42 499.42 Dsgn,L= 3,91 ft 1 0.399 0.014 571.04 550.60 571.04 1,590.83 1,431.75 1.01 1.00 6.97 499.42 499.42 Dsgn,L= 4.11 ft 1 0.385 0.021 550.60 514.38 550.60 1,590.83 1,431.75 1.03 1.00 10.64 499.42 499.42 - Dsgn.L= 3.91 It 1 0.359 0.028 514.38 465.98 514.38 1,590.83 1,431.75 1.04 1.00 14.13 499.42 499.42 Dsgn.L= 4.11 ft 1 0.325 0.036 465.98 400.32 465.98 1,590.83 1,431.75 1.06 1.00 17.79 499.42 499.42 Title Block Line 1 Project Title: You can change this area Engineer: Pkoierbt 5 using the"Settings"menu item Project Descr: and then using the"Printing& - Title Block"selection. Title Block Line 6 Printed:29 JUN 2016,4.06PM Steed Beam File=P 1201511XVF2A-KiEHTEC6--01C7A4Y0-FIRJ0?ZC-9IRZSFWV-Z.EC6 ENERCALC,INC.1983-2016.Build:6.16.6.7,Ver..6.16.6.7 Ltc.#: W-08002304 Licensee FROELI H CONSULTING ENGINEERS Description: Double Beam concept Load Combination Max Stress Ratios Summary of Moment Values Summaryof Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 3.91 ft 1 0.280 0.043 400.32 323.95 400.32 1,590.83 1,431.75 1.08 1.00 21.28 499.42 499.42 Dsgn.L= 4.11 ft 1 0.226 0.050 323.95 228.86 323.95 1,590.83 1,431.75 1.13 1.00 24.95 499.42 499.42 Dsgn.L= 3.91 ft 1 0.160 0.057 228.86 124.53 228.86 1,590.83 1,431.75 1.20 1.00 28.43 499.42 499.42 Dsgn.L= 4.11 ft 1 0.087 0.064 124.53 124.53 1,590.83 1,431.75 1.64 1.00 32.10 499.42 499.42 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 3.91 ft 1 0.176 0.136 251.73 251.73 1,590.83 1,431.75 1.70 1.00 68.10 499.42 499.42 Dsgn.L= 3.91 ft 1 0.331 0.122 474.57 251.73 474.57 1,590.83 1,431.75 1.24 1.00 60.71 499.42 499.42 Dsgn.L= 4.11 ft 1 0.473 0.107 677.91 474.57 677.91 1,590.83 1,431.75 1.13 1.00 53.31 499.42 499.42 Dsgn.L= 3.91 ft 1 0.588 0.091 841.42 677.91 841.42 1,590.83 1,431.75 1.09 1.00 45.53 499.42 499.42 Dsgn.L= 4.11 ft 1 0.686 0.076 982.32 841.42 982.32 1,590.83 1,431.75 1.06 1.00 38.14 499.42 499.42 Dsgn.L= 3.91 ft 1 0.759 0.061 1,086.51 982.32 1,086.51 1,590.83 1,431.75 1.04 1.00 30.35 499.42 499.42 Dsgn.L= 4.11 ft 1 0.814 0.046 1,164.97 1,086.51 1,164.97 1,590.83 1,431.75 1.03 1.00 22.96 499.42 499.42 Dsgn.L= 3.91 ft 1 0.845 0.030 1,209.84 1,164.97 1,209.84 1,590.83 1,431.75 1.01 1.00 15.18 499.42 499.42 Dsgn.L= 4.11 ft 1 0.856 0.016 1,225.85 1,209.84 1,225.85 1,590.83 1,431.75 1.00 1.00 7.78 499.42 499.42 Dsgn.L= 3.91 ft 1 0.856 0.015 1,225.85 1,211.40 1,225.85 1,590.83 1,431.75 1.00 1.00 7.39 499.42 499,42 Dsgn.L= 3.91 ft 1 0.846 0.030 1,211.40 1,168.05 1,211.40 1,590.83 1,431.75 1.01 1.00 14.79 499.42 499.42 Dsgn.L= 4.11 ft 1 0.816 0.045 1,168.05 1,091.20 1,168.05 1,590.83 1,431.75 1.03 1.00 22.57 499.42 499.42 Dsgn.L= 3.91 ft 1 0.762 0.060 1,091.20 988.52 1,091.20 1,590.83 1,431.75 1.04 1.00 29.97 499.42 499.42 Dsgn.L= 4.11 ft 1 0.690 0.076 988.52 849.23 988.52 1,590.83 1,431.75 1.06 1.00 37.75 499.42 499.42 Dsgn.L= 3.91 ft 1 0.593 0.090 849.23 687.24 849.23 1,590.83 1,431.75 1.08 1.00 45.14 499.42 499.42 Dsgn.L= 4.11 ft 1 0.480 0.106 687.24 485.50 687.24 1,590.83 1,431.75 1.13 1.00 52.93 499.42 499.42 Dsgn.L= 3.91 ft 1 0.339 0.121 485.50 264.18 485.50 1,590.83 1,431.75 1.20 1.00 60.32 499.42 499.42 Dsgn.L= 4.11 ft 1 0.185 0.136 264.18 264.18 1,590.83 1,431.75 1.64 1.00 68.10 499.42 499.42 +1.20D+1.60S+0.50W+1.60H Dsgn.L= 3.91 ft 1 0.176 0.136 251.73 251.73 1,590.83 1,431.75 1.70 1,00 68.10 499.42 499.42 Dsgn.L= 3.91 ft 1 0.331 0.122 474.57 251.73 474.57 1,590.83 1,431.75 1.24 1,00 60.71 499.42 499.42 Dsgn.L= 4.11 ft 1 0.473 0.107 677.91 474.57 677.91 1,590.83 1,431.75 1.13 1.00 53.31 499.42 499.42 Dsgn.L= 3.91 ft 1 0.588 0.091 841.42 677.91 841.42 1,590.83 1,431.75 1.09 1.00 45.53 499.42 499.42 - Dsgn.L= 4.11 ft 1 0.686 0.076 982.32 841.42 982.32 1,590.83 1,431.75 1.06 1:00 38.14 499.42 499.42 Dsgn.L= 3.91 ft 1 0.759 0.061 1,086.51 982.32 1,086.51 1,590.83 1,431.75 1.04 1,00 30.35 499.42 499.42 Dsgn.L= 4.11 ft 1 0.814 0.046 1,164.97 1,086.51 1,164.97 1,590.83 1,431.75 1.03 1.00 22.96 499.42 499.42 Dsgn.L= 3.91 ft 1 0.845 0.030 1,209.84 1,164.97 1,209.84 1,590.83 1,431.75 1.01 1,00 15.18 499.42 499.42 - Dsgn.L= 4.11 ft 1 0.856 0.016 1,225.85 1,209.84 1,225.85 1,590.83 1,431.75 1.00 1,00 7.78 499.42 499.42 Dsgn.L= 3.91 ft 1 0.856 0.015 1,225.85 1,211.40 1,225.85 1,590,83 1,431.75 1.00 100 7.39 499.42 499.42 Dsgn.L= 3.91 ft 1 0.846 0.030 1,211.40 1,168.05 1,211.40 1,590.83 1,431.75 1.01 1.00 14.79 499.42 499.42 Dsgn.L= 4.11 ft 1 0.816 0.045 1,168.05 1,091.20 1,168.05 1,590.83 1,431.75 1.03 1.00 22.57 499.42 499.42 Dsgn.L= 3.91 ft 1 0.762 0.060 1,091.20 988.52 1,091.20 1,590.83 1,431.75 1.04 1,00 29.97 499.42 499.42 Dsgn.L= 4.11 ft 1 0.690 0.076 988.52 849.23 988.52 1,590.83 1,431.75 1.06 1.00 37.75 499.42 499.42 Dsgn.L= 3.91 ft 1 0.593 0.090 849.23 687.24 849.23 1,59083 1,431.75 1.08 1,00 45.14 499.42 499.42 Dsgn.L= 4.11 ft 1 0.480 0.106 687.24 485.50 687.24 1,590.83 1,431.75 1.13 1;00 52.93 499.42 499.42 Dsgn.L= 3.91 ft 1 0.339 0.121 485.50 264.18 485.50 1,590,83 1,431.75 1.20 1,00 60.32 499.42 499.42 Dsgn.L= 4.11 ft 1 0.185 0.136 264.18 264.18 1,590.83 1,431.75 1.64 1,00 68.10 499.42 499.42 +1.20D+0.50Lr+0.50L+W+1.60F1 Dsgn„L= 3.91 ft 1 0.083 0.064 118.66 118.66 1,590.83 1,431.75 1.70 1.00 32.10 499.42 499.42 Dsgn.L= 3.91 ft 1 0.156 0.057 223.71 118.66 223.71 1,590.83 1,431.75 1.24 1.00 28.62 499.42 499.42 Dsgn.L= 4.11 ft 1 0.223 0.050 319.56 223.71 319.56 1,590.83 1,431.75 1.13 1.00 25.13 499.42 499.42 Dsgn.L= 3.91 ft 1 0.277 0.043 396.64 319.56 396.64 1,590.83 1,431.75 1.09 1.00 21.46 499.42 499.42 Dsgn.L= 4.11 ft 1 0.323 0.036 463.05 396.64 463.05 1,590.83 1,431.75 1.06 1.00 17.98 499.42 499.42 Dsgn.L= 3.91 ft 1 0.358 0.029 512.17 463.05 512.17 1,590.83 1,431.75 1.04 1.00 14.31 499.42 499.42 Dsgn.L= 4.11 ft 1 0.384 0.022 549.15 512.17 549.15 1,590.83 1,431.75 1.03 1.00 10.82 499.42 499.42 Dsgn.L= 3.91 ft 1 0.398 0.014 570.30 549.15 570.30 1,590.83 1,431.75 1.01 1.00 7.15 499.42 499.42 Dsgn.L= 4.11 ft 1 0.404 0.007 577.85 570.30 577.85 1,590.83 1,431.75 1.00 1.00 3.67 499.42 499.42 Dsgn.L= 3.91 ft 1 0.404 0.007 577.85 571.04 577.85 1,590.83 1,431.75 1.00 1.00 3.49 499.42 499.42 Dsgn.L= 3.91 ft 1 0.399 0.014 571.04 550.60 571.04 1,590.83 1,431.75 1.01 1.00 6.97 499.42 499.42 Dsgn.L= 4.11 ft 1 0.385 0.021 550.60 514.38 550.60 1,590.83 1,431.75 1.03 1.00 10.64 499.42 499.42 Dsgn.L= 3.91 ft 1 0.359 0.028 514.38 465.98 514.38 1,590.83 1,431.75 1.04 1.00 14.13 499.42 499.42 Dsgn.L= 4.11 ft 1 0.325 0.036 465.98 400.32 465.98 1,590.83 1,431.75 1.06 1.00 17.79 499.42 499.42 Dsgn.L= 3.91 ft 1 0.280 0.043 400.32 323.95 400.32 1,590.83 1,431.75 1.08 1.00 21.28 499.42 499.42 Dsgn.L= 4.11 ft 1 0.226 0.050 323.95 228.86 323.95 1,590.83 1,431.75 1.13 1.00 24.95 499.42 499.42 Dsgn.L= 3.91 ft 1 0.160 0.057 228.86 124.53 228.86 1,590.83 1,431.75 1.20 1.00 28.43 499.42 499.42 Dsgn.L= 4.11 ft 1 0.087 0.064 124.53 124.53 1,590.83 1,431.75 1.64 1.00 32.10 499.42 499.42 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 3.91 ft 1 0.112 0.087 160.25 160.25 1,590.83 1,431.75 1.70 1.00 43.35 499.42 499.42 Dsgn.L= 3.91 ft 1 0.211 0.077 302.10 160.25 302.10 1,590.83 1,431.75 1.24 1.00 38.65 499.42 499.42 Dsgn,L= 4.11 ft 1 0.301 0.068 431.54 302.10 431.54 1,590.83 1,431.75 1.13 1.00 33.94 499.42 499.42 Dsgn.L' 3.91 ft 1 0.374 0.058 535.63 431.54 535.63 1,590.83 1,431.75 1.09 1.00 28.98 499.42 499.42 Dsgn,L= 4.11 ft 1 0.437 0.049 625.32 535.63 625.32 1,590.83 1,431.75 1.06 1.00 24.28 499.42 499.42 Dsgn.L 7- 3.91 ft 1 0.483 0.039 691.65 625.32 691.65 1,590.83 1,431.75 1.04 1.00 19.32 499.42 499.42 Dsgn.L= 4.11 ft 1 0.518 0.029 741.59 691.65 741.59 1,590.83 1,431.75 1.03 1.00 14.62 499.42 499.42 Title Block Line 1 Project Title: You can change this area Engineer: PR@I3fpf5 using the'Setting?menu item Project Descr: and then using the'Printing& - Title Block"selection. Title Block Line8 Printed:29 JUN 2416,a:oePM Steel Beam Rie P:1201511XVF7A-K{EHTEC6-QIC7A4YC-FlRJOPZC-91RZ5FWV-Z.EC6 ENERCALC,INC.1983-2016,Build:6.16,6.7,Ver.6.16.6.7 - Lic.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: Double Beam concept Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 3.91 ft 1 0.538 0.019 770.16 741.59 770.16 1,590.83 1,431 75 1.01 1,00 9.66 499.42 499.42 Dsgn,L= 4.11 ft 1 0.545 0.010 780.35 770.16 780.35 1,590.83 1,431.75 1.00 1.00 4.95 499.42 499.42 Dsgn,L= 3.91 ft 1 0.545 0.009 780.35 771.15 780.35 1,590.83 1,431.75 1.00 '1.00 4.71 499.42 499.42 Dsgn,L= 3.91 ft 1 0.539 0.019 771.15 743.55 771.15 1,590.83 1,431.75 1.01 1,00 9.41 499.42 499.42 Dsgn.L= 4.11 ft 1 0.519 0.029 743.55 694.63 743.55 1,590.83 1,431.75 1.03 1.00 14.37 499.42 499.42 Dsgn.L= 3.91 ft 1 0.485 0.038 694.63 629.27 694.63 1,590.83 1,431.75 1.04 1.00 19.08 499.42 499.42 Dsgn,L= 4.11 ft 1 0.440 0.048 629.27 540.60 629.27 1,590.83 1,431.75 1.06 1,00 24.03 499.42 499.42 Dsgn,L= 3.91 ft 1 0.378 0.058 540.60 437.48 540.60 1,590.83 1,431.75 1.08 1,00 28.74 499.42 499.42 Dsgn.L= 4.11 ft 1 0.306 0.067 437.48 309.06 437.48 1,590.83 1,431.75 1.13 1,00 33.69 499.42 499.42 Dsgn,L= 3.91 ft 1 0.216 0.077 309.06 168.17 309.06 1,590.83 1,431.75 1.20 1,00 38.40 499.42 499.42 Dsgn.L= 4.11 ft 1 0.117 0.087 168.17 168.17 1,590.83 1,431.75 1.64 '1.00 43.35 499.42 499.42 +1.200+0.50L+0.205+E+1.60H Dsgn.L= 3.91 ft 1 0.094 0.073 135.30 135.30 1,590.83 1,431.75 1.70 1,00 36.60 499.42 499.42 Dsgn.L= 3.91 ft 1 0.178 0.065 255.06 135.30 255.06 1,590.83 1,431.75 1.24 1:00 32.63 499.42 499.42 Dsgn.L= 4.11 ft 1 0.254 0.057 364.35 255.06 364.35 1,590.83 1,431.75 1.13 1.00 28.65 499.42 499.42 Dsgn.L= 3.91 ft 1 0.316 0.049 452.23 364.35 452.23 1,590.83 1,431.75 1.09 1.00 24.47 499.42 499.42 Dsgn.L= 4.11 ft 1 0.369 0.041 527.96 452.23 527.96 1,590.83 1,431.75 1.06 1,00 20.50 499.42 499.42 Dsgn.L= 3.91 ft 1 0.408 0.033 583.96 527.96 583.96 1,590.83 1,431.75 1.04 1.00 16.31 499.42 499.42 Dsgn.L= 4.11 ft 1 0.437 0.025 626.13 583.96 626.13 1,590.83 1,431.75 1.03 1.00 12.34 499.42 499.42 Dsgn.L= 3.91 ft 1 0.454 0.016 650.24 626.13 650.24 1,590.83 1,431.75 1.01 1,00 8.16 499,42 499.42 Dsgn.L= 4.11 ft 1 0.460 0.008 658.85 650.24 658.85 1,590.83 1,431.75 1.00 1.00 4.18 499.42 499.42 Dsgn.L= 3.91 ft 1 0.460 0.008 658.85 651.08 658.85 1,590.83 1,431.75 1.00 1,00 3.97 499.42 499.42 Dsgn.L= 3.91 ft 1 0.455 0.016 651.08 627.78 651.08 1,590.83 1,431.75 1.01 1.00 7.95 499.42 499.42 Dsgn.L= 4.11 ft 1 0.438 0.024 627.78 586.48 627.78 1,590.83 1,431.75 1.03 1.00 12.13 499.42 499.42 Dsgn.L= 3.91 ft 1 0.410 0.032 586.48 531.30 586.48 1,590.83 1,431.75 1.04 1.00 16.11 499.42 499.42 Dsgn.L= 4.11 ft 1 0.371 0.041 531.30 456.43 531.30 1,590.83 1,431.75 1.06 1,00 20.29 499.42 499.42 Dsgn.L= 3.91 ft 1 0.319 0.049 456.43 369.36 456.43 1,590.83 1,431.75 1.08 1,00 24.26 499.42 499.42 Dsgn.L= 4.11 ft 1 0.258 0.057 369.36 260.94 369.36 1,590.83 1,431.75 1.13 1,00 28.45 499.42 499.42 Dsgn.L= 3.91 ft 1 0.182 0.065 260.94 141.99 260.94 1,590.83 1,431.75 1.20 1,00 32.42 499.42 499.42 Dsgn.L= 4.11 ft 1 0.099 0.073 141.99 141.99 1,590.83 1,431.75 1.64 1,00 36.60 499.42 499.42 +0.90D+W+0.90H Dsgn.L= 3.91 ft 1 0.062 0.048 89.00 89.00 1,590.83 1,431.75 1.70 1.00 24.08 499.42 499.42 _ Dsgn.L= 3.91 ft 1 0.117 0.043 167.78 89.00 167.78 1,590.83 1,431.75 1.24 1.00 21.46 499.42 499.42 Dsgn.L= 4.11 ft 1 0.167 0.038 239.67 167.78 239.67 1,590.83 1,431.75 1.13 1.00 18.85 499.42 499.42 Dsgn.L= 3.91 ft 1 0,208 0.032 297.48 239.67 297.48 1,590,83 1,431.75 1.09 1.00 16.10 499.42 499.42 Dsgn.L= 4.11 ft 1 0.243 0.027 347.29 297.48 347.29 1,590.83 1,431.75 1.06 1.00 13.48 499.42 499.42 Dsgn.L= 3.91 ft 1 0.268 0.021 384,13 347.29 384.13 1,590„83 1,431.75 1.04 1.00 10.73 499.42 499,42 Dsgn.L= 4.11 ft 1 0.288 0.016 411.86 384.13 411.86 1,590.83 1,431.75 1.03 1.00 8.12 499.42 499.42 Dsgn.L= 3.91 ft 1 0.299 0.011 427,73 411.86 427.73 1,590,83 1,431.75 1.01 1.00 5.37 499.42 499.42 Dsgn.L= 4.11 ft 1 0.303 0.006 433.39 427.73 433.39 1,590.83 1,431.75 1.00 1.00 2.75 499.42 499.42 Dsgn.L= 3.91 ft 1 0.303 0.005 433,39 428.28 433.39 1,590,83 1,431.75 1.00 1.00 2.61 499.42 499.42 Dsgn.L= 3.91 ft 1 0.299 0.010 428.28 412.95 428.28 1,590,83 1,431.75 1.01 1.00 5.23 499.42 499.42 Dsgn.L= 4.11 ft 1 0.288 0.016 412.95 385.78 412.95 1,590.83 1,431.75 1.03 1,00 7.98 499.42 499.42 Dsgn.L= 3.91 ft 1 0.269 0.021 385.78 349.48 385.78 1,590,83 1,431.75 1.04 1.00 10.59 499.42 499.42 Dsgn.L= 4.11 ft 1 0.244 0.027 349.48 300.24 349.48 1,590.83 1,431.75 1.06 1.00 13.35 499.42 499.42 Dsgn.L= 3.91 ft 1 0.210 0.032 300.24 242.97 300.24 1,590,83 1,431.75 1.08 1.00 15.96 499.42 499.42 Dsgn.L= 4.11 ft 1 0.170 0.037 242.97 171.64 242.97 1,590.83 1,431.75 1.13 1,00 18.71 499.42 499.42 Dsgn.L= 3.91 ft 1 0.120 0.043 171.64 93.40 171.64 1,590.83 1,431.75 1,20 1.00 21.33 499.42 499.42 Dsgn.L= 4.11 ft 1 0.065 0.048 93.40 93.40 1,590.83 1,431.75 1.64 1.00 24.08 499.42 499.42 +0,90D+E+0.90H Dsgn.L= 3.91 ft 1 0.062 0.048 89.00 89.00 1,590.83 1,431.75 1.70 1,00 24.08 499.42 499.42 Dsgn.L= 3.91 ft 1 0.117 0.043 167.78 89.00 167.78 '1,590..83 1,431.75 1.24 1.00 21.46 499.42 499.42 Dsgn.L= 4.11 ft 1 0.167 0.038 239.67 167.78 239.67 1;590,83 1,431.75 1.13 1.00 18.85 499.42 499.42 Dsgn.L= 3.91 ft 1 0.208 0.032 297.48 239.67 297.48 1,590:83 1,431.75 1.09 1,00 16.10 499.42 499.42 Dsgn.L= 411 ft 1 0.243 0.027 347.29 297.48 347.29 1,590.83 1,431.75 1.06 1:00 13.48 499.42 499.42 Dsgn,L= 3.91 ft 1 0.268 0.021 384,13 347.29 384.13 1,590.83 1,431.75 1.04 1.00 10.73 499.42 499.42 Dsgn.L= 4.11 ft 1 0.288 0.016 411.86 384.13 411.86 1,590.83 1,431.75 1.03 1,00 8.12 499.42 499.42 Dsgn.L= 3.91 ft 1 0.299 0.011 427.73 411.86 427.73 1,590,83 1,431.75 1.01 1,00 5.37 499.42 499.42 Dsgn,L= 4.11 ft 1 0.303 0.006 433.39 427.73 433.39 1,590,83 1,431.75 1.00 1.00 2.75 499.42 499.42 Dsgn.L= 3.91 ft 1 0.303 0.005 433.39 428.28 433.39 1,590.83 1,431.75 1.00 1.00 2.61 499.42 499.42 Dsgn.L= 3.91 ft 1 0.299 0.010 428.28 412.95 428.28 1,590 83 1,431.75 1.01 1.00 5.23 499.42 499.42 Dsgn,L= 4.11 ft 1 0.288 0.016 412.95 385.78 412.95 1,590.83 1,431.75 1.03 1.00 7.98 499.42 499.42 Dsgn,L= 3.91 ft 1 0.269 0.021 385.78 349.48 385.78 1,590.83 1,431.75 1.04 1.00 10.59 499.42 499.42 - Dsgn.L= 4.11 ft 1 0.244 0.027 349.48 300.24 349.48 1,590,83 1,431.75 1.06 1,00 13.35 499.42 499.42 Dsgn.L= 3.91 ft 1 0.210 0.032 300.24 242.97 300.24 1,590,83 1,431.75 1.08 1,00 15.96 499.42 499,42 Dsgn.L= 4.11 ft 1 0.170 0.037 242.97 171.64 242.97 1,590.83 1,431.75 1.13 1.00 18.71 499.42 499,42 Dsgn.L= 3.91 ft 1 0.120 0.043 171.64 93.40 171.64 1,590,83 1,431.75 1.20 1,00 21.33 499.42 499.42 - Dsgn,L= 4.11 ft 1 0.065 0.048 93.40 93.40 1,590,83 1,431.75 1.64 1.00 24.08 499.42 499.42 Title Block Line 1 Project Title: You can change this area Engineer: Pae§ieictiCh5 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line a Printed:29 JUN ane,4:06PM Steel Beam File=P.1201 1 A-i£iEn _ 'C7 AAMC- zG-JtRz w-2: 6 ENERCALC.INC.19864616&nld:6.16.6.7,Ver.6.16.6.7 Lic.#;KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Double Beam concept Overall Maximum Deflections Load Combination Span Max."=Den Location in Span Load Combination Max."+"Dell Location in Span D Only 1 2.6382 36.206 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum X9.252 49-152` Overall MINimum 16.051 16.051 +D+H 26.752 26.752 +D+L+H 26.752 26.752 +D+Lr+H 26.752 26.752 +04541 49.252 49.252 +D+0.750Lr+0.750L+H 26.752 26.752 +D+0.750L+0.750S+H 43.627 43.627 +D+0.60W+H 26.752 26.752 +D+0.70E+H 26.752 26.752 +D+0.750Lr+0.750L+0,450W+4-1 26.752 26.752 +D+0.750L+0.750S+0.450W+H 43.627 43.627 +0+0.750L+0.750S+0.5250E+H 43.627 43.627 +0.600+0.60W+0.60H 16.051 16.051 +0.600+0.70E+0.60H 16.051 16.051 D Only 26.752 26.752 Lr Only L Only S Only 22.500 22.500 W Only E Only H Only +D41 26.752 26.752 +D-4.4 26.752 26.752 +D+Lr+H 26.752 26.752 +D+541 49.252 49.252 +D+0.750Lr+0.750L+H 26.752 26.752 +D+0.750L+0.750S+H 43.627 43.627 +D+0.60W+H 26.752 26.752 +D+0.70E+H 26.752 26.752 +0+0.750Lr+0.750L+0.450W41 26.752 26.752 +0+0.750L+0.750S+0.450W++l 43.627 43.627 Title Block Line 1 Project Title: You can change this area Engineer: PRiejecbf115 using the"Settings"menu item Project Descr: and then using the Printing& - Title Block"selection, Title Block Line 6 Printed:30 JUN 2016,2:21 PM General Footing File=P:1201511XVF2A-KIEHTEC6-Q1C7A4YC-FIRJOPZC-91RZ5FWV-Z.EC6 ENERCALC,INC.1983 2016,Build:6.16.6.7,Ver.6.16.6.7 LIG.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: New Ftg Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) .- 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, 0.30 cp Values Flexure .= 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel oe Bending Reinf, Allow press.increase per foot of depth ksf Min Allow/0 Temp Reinf. _. 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than Use Pedestal wt for stability,mom&shear , Yes _ ft Dimensions Width parallel to X-X Axis = 10.50 ft Length parallel to Z-Z Axis = 10.50 ft Footing Thickness 24.0 in _ Pedestal dimensions.,. ` �� .�_ px:parallel to X-X Axis = in i pz:parallel to Z-Z Axis _ in Height - Inm Rebar Centerline to Edge of Concrete... t a. € at Bottom of footing = 3.0 in . . ,, ,___ ., __-___Ie n Reinforcing .- 10 W Bars parallel to X-X Axis Number of Bars 13.0 Reinforcing Bar Size # 6 Bars parallel to Z-Z Axis Number of Bars = 13,0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 96.50 85.0 k OB:Overburden = ksf M-xx = k-ft M-zz k-ft _ V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: PRIBieeall215 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _ Printed:30 JUN 2016,221PM General Footing File=P:1201511X/F2A-KIEHTEC6-QIC7A4YC-FIRJOPZC-91RZ5FWV-Z.EC6 ' ENERCALC,INC.1983-2016,Bufld:6.16.6.7,Ver.&16.6.7 Lic.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: New Ftg DESIGN SUMMARY Design OK Min.Ratio hem Applied Capacity Governing Load Combination PASS 0.9680 Soil Bearing 1.936 ksf 2,0 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0,0 k No Uplift PASS 0.6274 Z Flexure(+X) 31.475 k-ft 50.171 k-ft +1.20D+0,50L+1.60S PASS 0.6274 Z Flexure(-X) 31.475 k-ft 50.171 k-ft +1.20D+0.50L+1.605 PASS 0.6274 X Flexure(+Z) 31.475 k-ft 50.171 k-ft +1.20D+0.50L+1.60S PASS 0.6274 X Flexure(-Z) 31.475 k-ft 50.171 k-ft +1,20D+0.50L+1.60S PASS 0.3861 1-way Shear(+X) 31,721 psi 82.158 psi +1.20D+0.50L+1.60S PASS 0.3861 1-way Shear(-X) 31721 psi 82.158 psi +1.200+0.50L+1.60S PASS 0.3861 1-way Shear(+Z) 31,721 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.3861 1-way Shear(-Z) 31,721 psi 82.158 psi +1.20D+0.50L+1.605 PASS 0.8446 2-way Punching 138.779 psi 164.317 psi +1.20D+0,50L+1.60S Detailed Results Soil Bearing Rotation Axis& XeccZecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination.., Gross Allowable (In) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.0 n/a 0,0 1165 1.165 n/a n/a 0.583 X-X.+D+L+H 2,0 n/a 0,0 1.165 1.165 n/a n/a 0.583 X-X,+D+Lr+H 2.0 n/a 0,0 1,165 1.165 n/a n/a 0.583 • X-X.+D+S+H 2,0 n/a 0,0 1.936 1.936 n/a n/a 0.968 X-X,+D+0.750Lr+0.750L+H 2,0 n/a 0.0 1.165 1.165 n/a n/a 0.583 X-X,+D+0.750L+0.750S+H 2,0 n/a 0,0 1.744 1.744 n/a n/a 0.872 X-X,+D+W+H 2,0 n/a 0.0 1.165 1.165 n/a n/a 0:583 - X-X.+D+0.70E+H 2,0 n/a 0.0 1.165 1.165 n/a n/a 0.583 X-X,+D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0,0 1.165 1.165 n/a n/a 0.583 X-X,+D+0.750L+0.750S+0,750W+H 2.0 n/a 0,0 1.744 1.744 n/a n/a 0.872 X-X,+D+0.750Lr+0,750L+0.5250E+H 2.0 n/a 0.0 1.165 1.165 n/a n/a 0.583 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.744 1.744 n/a n/a 0.872 X-X,+0,60D+W+H 2,0 n/a 0,0 0.6992 0.6992 n/a n/a 0.350 X-X,+0.60D+0.70E+H 2.0 n/a 0.0 0.6992 0.6992 n/a n/a 0.350 Z-Z.D Only 20 0,0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+Lr+H 2.0 00 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+S+H 2.0 0,0 n/a n/a n/a 1.936 1.936 0.968 Z-Z,+D+0.750Lr+0,750L+H 2.0 0„0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+0,750L+0,750S+H 2.0 0.0 n/a n/a n/a 1.744 1.744 0.872 Z-Z,+D+W+H 2,0 0.0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+0.70E+H 2.0 0,0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+0.750Lr+0.750L+0.750W+H 2.0 0,0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+0.750L+0.750S+0.750W+H 2,0 0,0 n/a n/a n/a 1.744 1.744 0.872 Z-Z.+D+0.750Lr+0.750L+0.5250E+H 2,0 0,0 n/a n/a n/a 1.165 1.165 0.583 Z-Z,+D+0.750L+0.7505+0.5250E+H 2,0 0.0 n/a n/a n/a 1.744 1.744 0.872 Z-Z,+0.60D+W+H 2.0 0,0 n/a n/a n/a 0,6992 0.6992 0.350 Z-Z.+0.60D+0.70E+H 2,0 0,0 n/a n/a n/a 0.6992 0.6992 0.350 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer, PaTrowC4fo5 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Tale Block Line 6 Pnnled:30 JUN 2016,2:21 PM General Footing Fife=r,u2016%1XVF 7E ,C7A4Y0- OPZ,C- Fwv z:Ec ENERCALC INC.1983-2016 Build:6.16=6.7,Ver:6.16.6.7 Lit.#_KIN.06002304 Licensee FROELICH CONSULTING ENGINEERS Description: New Ftg Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X.+1.400 16.888 +Z Bottom 0.5184 Min Temo% 0.5448 50.171 OK X-X,+1.400 16.888 -Z Bottom 0.5184 Min Temo% 0,5448 50.171 OK X-X,+1.20D+0,50Lr+1.60L+1.60H 14.475 +Z Bottom 0.5184 Min Temo% 0.5448 50.171 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 14.475 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.200+1.60L+0.50S+1.60H 19.788 +Z Bottom 0.5184 Min Temo% 0.5448 50.171 OK X-X.+1.200+1.60L+0,50S+1.601-1 19.788 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.200+1.60Lr+0.50L 14.475 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.20D+1.60Lr+0.50L 14.475 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.200+1.60Lr+0.80W 14.475 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.20D+1.60Lr+0.80W 14.475 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X.+1.20D+0.50L+1.60S 31.475 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.20D+0.50L+1.60S 31.475 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.200+1.60S+0.80W 31.475 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.20D+1.60S+0.80W 31.475 -Z Bottom 0.5184 Min Temp% 0,5448 50.171 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 14.475 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X.+1.20D+0.50Lr+0.50L+1,60W 14.475 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X,+1.200+0.50L+0.50S+1.60W 19.788 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X.+1.200+0.50L+0.50S+1.60W 19.788 -Z Bottom 0.5184 Min Temo% 0.5448 50.171 OK X-X,+1.20D+0.50L+0.20S+E 16.60 +Z Bottom 0.5184 Min Temo% 0.5448 50.171 OK X-X,+1.20D+0.50L+0.20S+E 16.60 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X.+0.90D+1.60W+1.60H 10.856 +Z Bottom 0.5184 Min Temo% 0.5448 50.171 OK X-X,+0.90D+1.60W+1,60H 10.856 -Z Bottom 0,5184 Min Temp% 0.5448 50.171 OK X-X,+0.90D+E+1.60H 10.856 +Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK X-X.+0.90D+E+1.60H 10.856 -Z Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z.+1.400 16,888 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.400 16.888 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 14.475 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 14.475 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.200+1.60L+0.50S+1.60H 19.788 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.200+1,60L+0.50S+1.60H 19.788 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.20D+1.60Lr+0.50L 14.475 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.200+1.60Lr+0.50L 14.475 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z.+1.20D+1.60Lr+0.80W 14.475 -X Bottom 0.5184 Min Temp% 0,5448 50.171 OK Z-Z,+1.200+1.60Lr+0.80W 14.475 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.20D+0,50L+1.60S 31,475 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z.+1.20D+0.50L+1.60S 31.475 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.20D+1.60S+0,80W 31.475 -X Bottom 0.5184 Min Temo% 0.5448 50.171 OK Z-Z,+1.200+1,60S+0,80W 31.475 +X Bottom 0.5184 Min Temp% 0,5448 50.171 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 14.475 -X Bottom 0.5184 Min Temp% 0.5448 50,171 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 14.475 +X Bottom 0.5184 Min Temp% 0.5448 50,171 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 19.788 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 19.788 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1.200+0.50L+0.20S+E 16.60 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+1,20D+0.50L+0.20S+E 16.60 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+0.900+1.60W+1.60H 10.856 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+0.90D+1.60W+1.60H 10.856 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+0.90D+E+1.60H 10.856 -X Bottom 0.5184 Min Temp% 0.5448 50.171 OK Z-Z,+0.90D+E+1.60H 10.856 +X Bottom 0.5184 Min Temp% 0.5448 50.171 OK One Way Shear Load Combination... Vu 0-X Vu @+X Vu @-Z Vu 0+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 17.019 psi 17.019 psi 17.019 osi 17.019 psi 17.019 psi 82.158 psi 0.2072 OK +1.200+0.50Lr+1.60L+1.60H 14.588 psi 14.588 osi 14.588 psi 14.588 psi 14,588 psi 82.158 osi 0.1776 OK +1.200+1.60L+0.50S+1.60H 19.942 psi 19.942 osi 19.942 osi 19.942 psi 19.942 psi 82.158 psi 0.2427 OK +1.200+1.60Lr+0.50L 14.588 psi 14.588 psi 14.588 psi 14.588 psi 14,588 psi 82.158 psi 0.1776 OK +1.20D+1.60Lr+0.80W 14,588 psi 14,588 osi 14.588 psi 14.588 psi 14.588 psi 82.158 psi 0.1776 OK +1.20D+0.50L+1.60S 31.721 psi 31.721 psi 31.721 psi 31.721 psi 31.721 psi 82.158 psi 0.3861 OK +1.20D+1.60S+0,80W 31,721 psi 31.721 psi 31.721 psi 31.721 psi 31.721 psi 82.158 psi 0.3861 OK +1.20D+0.50Lr+0.50L+1.60W 14.588 psi 14.588 psi 14.588 psi 14.588 psi 14.588 psi 82.158 osi 0,1776 OK +1.20D+050L+0.50S+1.60W 19.942 psi 19,942 psi 19.942 psi 19.942 psi 19.942 psi 82.158 psi 0.2427 OK +1.20D+0.50L+0.20S+E 16.73 psi 16,73 psi 16.73 psi 16.73 psi 16.73 psi 82.158 psi 0.2036 OK +0.900+1.60W+1.601-1 10.941 psi 10.941 osi 10.941 psi 10.941 osi 10.941 osi 82.158 osi 0.1332 OK +0.90D+E+1.60H 10.941 psi 10.941 psi 10.941 psi 10.941 psi 10.941 osi 82.158 psi 0.1332 OK Title Block Line 1 Project Title: You can change this area Engineer: PadardiedflEt5 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:30 JUNE 2016 2:21PM General Footing File=1=:via_51M za= lr1~e 7A4Yc- zc= wv-z8c ENERQI.C,INC.19834016,Build:6.18.6.7,Ver.6.16.6.7 Lic.#:KW-06002304 Licensee tFROELICK CONSULTING ENGINEERS Description: New Ftg Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 74.46 osi 164.317osi 0.4531 OK +1.20D+0.50Lr+1,60L+1.60H 63,823 osi 164.317osi 0.3884 OK +1.200+1.60L+0.50S+1.60H 87.246 psi 164.317osi 0.531 OK +1.20D+1.60Lr+0.50L 63.823 osi 164.317osi 0.3884 OK +1.20D+1.60Lr+0.80W 63.823 psi 164.317osi 0.3884 OK +1.20D+0.50L+1,605 138.779 psi 164.317osi 0.8446 OK +1.20D+1.60S+0.80W 138.779 osi 164.317osi 0.8446 OK +1.20D+0.50Lr+0.50L+1.60W 63.823 osi 164.317osi 0.3884 OK +1.20D+0.50L+0.50S+1.60W 87.246 osi 164.317osi 0.531 OK +1.20D+0.50L+0.20S+E 73.192 psi 164.317 osi 0.4454 OK +0.90D+1.60W+1.60H 47.867 osi 164.317osi 0.2913 OK +0.90D+E+1,60H 47.867 osi 164.317osi 0.2913 OK Title Block Line 1 Project Title: You can change this area Engineer: Pa4f®144t,r 45 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:29 JUN 2016,4:17PM Steel Column File=P:1201511XVF2A-KIEHTEC6-Q1C7A4YC-FtRJOPZC-91RZ5FVW-Z.EC6 ENERCALC,INC.1983-2016,&ald:6.16.6.7,Ver:6.16,6.7 Lie.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: New Column Code References Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS10x10x1/2 Overall Column Height 23.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=23.0 ft,K=1.0 Y-Y'((depth)axis: Unbraced Length for Y-Y Axis buckling=23.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:1,436.58 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 23.0 ft,Xecc=1.0 in,Yecc=1.0 in,0=85.0,S=83.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6335 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50L+1.60S Top along X-X 0.6087 k Location of max.above base 22.846 ft Bottom along X-X 0.6087 k At maximum location values are... Top along Y-Y 0.6087 k Pu 236.524 k Bottom along Y-Y 0.6087 k 0.9'Pn 504.86 k Maximum SERVICE Load Deflections,.. Mu-x 19.435 k-ft 0.9.Mn-x: 209.415 k-ft Along Y-Y 0.05644 in at 13.430ft above base Mu-y 19.435 k-ft for load combination:D Only 0.9*Mn-y: 209.415 k-ft Along X-X 0.05644 in at 13.430ft above base for load combination:D Only PASS Maximum Shear Stress Ratio= 0.005136 :1 Load Combination +1.20D+0.50L+1.60S Location of max.above base 0.0 ft At maximum location values are., Vu:Applied 0.8507 k Vn*Phi:Allowable 165.655 k Load Combination Results Maximum Axial+Benevnding Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.323 PASS 22.85 ft 0.003 PASS 0.00 ft +1.20D+0.50Lr+1,60L+1.60H 0.277 PASS 22.85 ft 0.002 PASS 0.00 ft +1.20D+1.60L+0.50S+1.60H 0.388 PASS 22.85 ft 0.003 PASS 0.00 ft +1.20D+1.60Lr+0.50L 0.277 PASS 22.85 ft 0.002 PASS 0.00 ft +1.20D+1.60Lr+0.80W 0.277 PASS 22.85 ft 0.002 PASS 0.00 ft +1.20D+0.50L+1.60S 0.633 PASS 22.85 ft 0.005 PASS 0.00 ft +1.20D+1.60S+0.80W 0.633 PASS 22.85 ft 0.005 PASS 0.00 ft +1.20D+0.50Lr+0.50L+1.60W 0.277 PASS 22.85 ft 0.002 PASS 0.00 ft +1.20D+0.50L+0,50S+1.60W 0.388 PASS 22.85 ft 0.003 PASS 0.00 ft +1.20D+050L+0.20S+E 0.322 PASS 22.85 ft 0.003 PASS 0.00 ft +0.90D+1.60W+1.60H 0.154 PASS 0.00 ft 0.002 PASS 0.00 ft +0.90D+E+1.60H 0.154 PASS 0.00 ft 0.002 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination ©Base @ Top @ Base ©Top ©Base _ 0 Only - -0.308 -0.3.3 08 k -0.308 -0.308 k 86.437 k +D+L+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k Title Block Line 1 Project Title: You can change this area Engineer: PaRNEAP15 using the"Settings"menu item Project Descr: and then using the"Printing& - Title Block"selection. TitleBlock Line 6 Printed.29 JUN 2016,417P Steel Column File=P:12015XVF2A-KIEHTEC6-QlC7A4YC-FIRJOPZC-91RZ5RW-ZEC6 µ 11 ENERCALC,INC.1983-2016,Build:6.16.6.7,Vera 16.6.7 tic.#;KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: New Column Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+Lr+I-1 -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+S+H -0.609 -0.609 k -0.609 -0.609 k 169.437 k +D+0.750Lr+0.750L+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +0+0.750L+0.750S+1-1 -0.534 -0.534 k -0.534 -0.534 k 148.687 k +D+W+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+0.70E+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+0.750Lr+0.750L+0.750W+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +0+0.750L+0.750S+0.750W+H -0.534 -0.534 k -0.534 -0.534 k 148.687 k +D+0.750Lr+0.750L+0.5250E+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +0+0.750L+0.750S+0.5250E+H -0.534 -0.534 k -0.534 -0.534 k 148.687 k +0.60D+W+H -0.185 -0.185 k -0.185 -0.185 k 51.862 k +0.60D+0,70E+1-1 -0.185 -0.185 k -0.185 -0.185 k 51.862 k D Only -0.308 -0.308 k -0.308 -0.308 k 86.437 k Lr Only k k k L Only k k k S Only -0.301 -0.301 k -0.301 -0.301 k 83.000 k W Only k k k E Only k k k H Only k k k D Only -0.308 -0.308 k -0.308 -0.308 k 86.437 k 404.41 -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+Lr+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+S+H -0.609 -0.609 k -0.609 -0.609 k 169.437 k +D+0.750Lr+0.750L+1-1 -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+0.750L+0.750S+H -0.534 -0.534 k -0.534 -0.534 k 148.687 k - +D+W+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+0.70E+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k +D+0.750Lr+0.750L+0.750W+H -0.308 -0.308 k -0.308 -0.308 k 86.437 k - Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0564 in 13.430 ft 0.056 in 13.430 ft -� Lr Only 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 0.0551 in 13.430 ft 0.055 in 13.430 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties s HSS10x10x112 Depth = 10.000 in I xx _ 256.00 in"4 J = 412.000 inM S xx - 51.20 in"3 Width = 10.000 in R xx = 3.860 in Wall Thick = 0.500 in Zx - 60.700 in"3 Area = 17.200 in^2 I yy - 256.000 in"4 C - 84.200 in^3 Weight = 62.460 plf S yy = 51.200 in"3 R yy = 3.860 in Ycg 0.000 in Title Block Line 1 Project Title: ' You can change this area Engineer: Pa6401lk5 using the"Settings"menu item Project Descr: and then using the"Printing& - Title Block"selection. Title Block Line 6 Printed:29 JUN 2016,4:17PM Steel Column File=P:1201541xvF2A-KIENTEC6^Q1C7A4YC-FIRJOPZC-91RZ5FWV-Z.EC6 ENERC/t INC.1^^s4 2015,Build:6.16:7,Ver.6.16.6.7 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: New Column , Fs ^` Load 1 ,• U t •Y t .,. 10.00in Loads are total entered value.Arrows do not reflect absolute direction. 6969 SW Hampton StCLIENT; 4 . pp Portland,Oregon 97223 Page 15 of 465' 503-624-7005 PROJECT: 745 NW Mt Washington Dr,#205 Bend,Oregon 97703 NUMBER; 541-383-1828 FROELICH ( i f DATE: 1 f 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 wwv„reod11,11 n icer,Loin 720-560-2269 BY: ExtiSi c CaL uNnN AT Rios $M: .• i r P'�.brc K °L . (36 )(9 `)(14, ) (25 ) 443. 65N €c.,C, k F,COM cx„ SL : L!'3. 65 k Z• ' Di ( )9 )(91){ ' ) (2-&'4.33s2 SL r2.3k ADD A4.a ,r 2 (Ai `3 x 31 or et- h4r-At P4-3 ;y.s>..t Se-e-11°"' 'yew S kaPQ Pro pae.r i Q-•S -'v Ne. J vku.Qe. Pry p.rtie,s tS wl Ce-Ak.te r CA-`a �{ " to Title Block Line 1 Project Title: You can change this area Engineer: PaPIWt 5 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _ Printed:1 JUL 2015,211PM: General Section Property Calculator Fee=P:12016t1XVF2A- HrEC6-4 67A4Y ^ 1R1tIP2C T51NV- EC6_ ENERCALC.INC.1983-2016,Build:6.16.6.7,Ver.6.16.6.7 - Li c.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: New Shape Steel Final Section Properties CG Total Area 17.880 in"2 Calculated final C.G.distance from Datum: X cg Dist. -4.106 in De um Y cg Dist. 0.0 in Edge Distances from CG.: +X • 8.106 in -X -7.944 in +Y 4.0 in Datum— ;G -Y : -4.0 in Ixx= 122.70 inA4 IYY= 485.150 in44 Sxx:-Y 30.675 inA3 Sxx:+Y 30.675 in"3 Syy:-X 61.072 in"3 Syy:+X 59.850 in"3 r xx 2.620 in r YY 5.209 in Steel Shapes HSS8x8x5/16:1 In= 85.600 inA4 Rotation= 0 dec CCW Area= 8.760 inA2 lyy= 85.600 in^4 Xcg= 0.000 in Height 8.000 in Sxx= 21.400 in"3 Ycg= 0.000 in - Width 8.000 in Syy= 21.400 in"3 W8x31 :2 lxx= 37.100 in"4._. Rotation= 90 dec CCW Area= 9.120 in"2 lyy= 110.000 inA4 Xcg= -8.050 in Height 8,000 in Sxx= 9.275 in^3 Ycg= 0.000 in Width 8.000 in Syy= 27.500 in"3 Title Block Line 1 Project Title: You can change this area Engineer: PagM145 using the"Settings"menu item Project Descr: and then using the"Printing& - Title Block"selection. Title Block Line 6 Printed:1 JUL 2M ,2:14PM Steel Column File=P:12016t1XVF2A--tEBTEC&4C7A4YC !.- ; 2.EC8 ENERCALC,INC.1983-2016,Budd:6.16.6.7,Ver.6.16.6.7 Lip.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Existing Column @ Grid B(HSS 8x8x5116) Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS8x8x1/2 Overall Column Height 23.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=23,0 ft.K=1.0 Y-Y(depth)axis: Unbra lengtfi for Y-Y Axis buckling=23.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:1,123.55 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 23.0 ft,Xecc=7.50 in,D=43.650,S=43.650 k Axial Load at 23.0 ft,Xecc=-4.0 in,D=23.0,S=23.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9603 :1 Maximum SERVICE Load Reactions.. Load Combination +1.200+0.50L+1.60S Top along X-X 1.706 k Location of max.above base 22.846 ft Bottom along X-X 1.706 k At maximum location values are.,. Top along Y-Y 0.0 k Pu 187.968 k Bottom along Y-Y 0.0 k 0.9*Pn 321.019 k Mu-x 0.0 k-ft Maximum SERVICE Load Deflections... 0.9•Mn-x: 129.375 k-ft Along Y-Y 0.0 in at 0.0 ft above base Mu-y 54.552 k-ft for load combination: - 0.9"Mn-y: 129.375 k-ft Along X-X 0.3201 in at 13.430ft above base for load combination:D Only PASS Maximum Shear Stress Ratio= 0.01878 :1 Load Combination +1.20D+0.50L+1.60S Location of max.above base 0.0 ft At maximum location values are.,, Vu:Applied 2.388 k Vn*Phi:Allowable 127.153 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1,400 0.483 PASS 22.85 ft 0.009 PASS 0.00 ft +1.20D+0.50Lr+1.60L+1,60H 0.414 PASS 22.85 ft 0.008 PASS 0.00 ft +1.200+1.60L+0.50S+1.60H 0.585 PASS 22.85 ft 0.011 PASS 0.00 ft +1.20D+1,60Lr+0.50L 0.414 PASS 22.85ft 0.008 PASS 0.00 ft +1.20D+1.60Lr+O.B0W 0.414 PASS22.85 ft 0.008 PASS 0.00 ft +1,20D+0.50L+1,60S 0.960 PASS 22.85 ft 0.019 PASS 0.00 ft +1.20D+1.60S+0.80W 0.960 PASS 22.85 ft 0.019 PASS 0.00 ft +1.20D+0.50Lr+0.50L+1.60W 0.414 PASS 22.85 ft 0.008 PASS 0.00 ft +1.20D+0.50L+0.503+1,60W 0.565 PASS 22.85 ft 0.011 PASS 0.00 ft +1.20D+0.50L+0.20S+E 0.482 PASS 22.85 ft 0.009 PASS 0.00 ft +0.90D+1.60W+1.60H 0.231 PASS 22.85 ft 0.006 PASS 0.00 ft +0.90D+E+1.60H 0.231 PASS 22.85 ft 0.006 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction - Load Combination @ Base @ Top @ Base @ Top @ Base D Only -0.853 -0.853 k k 67.774 k Title Block Line 1 Project Title: You can change this area Engineer: PadirgieliCts using the"Settings"menu item Project Descr: and then using the Printing& - Title Block"selection. Title Block Line 6 Printed:1 JUL 20t8o 2:14PM Steel ColumnFi(e=P:1201511XVF24-KIEHTEC6-QIC7A4YC�FIRJOPZCr9t z5FWV Z.EC6 ENERCAI.C,INC.1983.2016,Build:6.166.7,Ver:6.16.6.7 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS'; Description: Existing Column @ Grid B(HSS 8x8x5116) Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base ©Top @ Base @ Top @ Base +D+L+H_ -0.853 -0.853 k k 67.774 k *D*Lr+H -0.853 -0.853 k k 67.774 k +D+S+H -1.706 -1.706 k k 134.424 k +D+0.750Lr+0.750L+H -0.853 -0.853 k k 67.774 k +D+0.750L+0.75QS+H -1.492 -1.492 k k 117.761 k *D+W*H -0.853 -0.853 k k 67.774 k +D+0.70E+H -0.853 -0.853 k k 67.774 k +D+0.750Lr+0.750L+0.750W+H -0.853 -0.853 k k 67.774 k +D+0.750L+0.750S+0.750W+H -1.492 -1.492 k k 117.761 k +D+0.750Lr+0.750L+0.5250E+H -0.853 -0.853 k k 67.774 k +D+0.750L+0.750S+0.5250E+H -1.492 -1.492 k k 117.761 k +0.60D+W+}{ -0.512 -0.512 k k 40.664 k +0.60D+0.70E+H -0.512 -0.512 k k 40.664 k D Only -0.853 -0.853 k k 67.774 k Lr Only k k k L Only k k k S Only -0.853 -0,853 k k 66.650 k W Only k k k E Only k k k H Only k k k D Only -0.853 -0.853 k k 67.774 k +D+L*H -0.853 -0.853 k k 67.774 k +D+Lr+H -0.853 -0.853 k k 67.774 k +6+841 -1.706 -1.706 k k 134.424 k +D+0.750Lr+0.750L+H -0.853 -0.853 k k 67.774 k - +D+0.750L+0.750S+H -1.492 -1.492 k k 117.761 k +D+W+H -0.853 -0.853 k k 67.774 k +D+0.70E+H -0.853 -0.853 k k 67.774 k +D+0.750Lr+0.750L+0.750W+H -0.853 -0.853 k k 67.774 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Only 0.3201 in 13.430 ft 0.000 in 0.000 ft Lr Only 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 0.3201 in 13.430 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties HSS8x8x112 Depth = 8.000 in I xx 125.00 in'4 J 204.000 in^4 S xx = 31.20 inA3 Width = 8.000 in R xx = 3.040 in Wall Thick = 0.500 in Zx = 37.500 in"3 Area - 13.500 in"2 I yy = 125.000 in"4 C = 52.400 inA3 Weight = 48.850 pH S yy = 31.200 in^3 R yy = 3.040 in Ycg = 0.000 in Title Block Line 1 Project Title: You can change this area Engineer: padZrglilQ5 using the'Settings'menu item Project Descr: and then using the Printing& - Title Block'selection, Title Block Line 6 Printed:1,U.2016 2:14PM Steel Column Re=P.201611X+rl:2,- NTEC6 crA4V- zc tz +riv-LEES ENERCALC,INC.1%112018,Buekt8.16;6,7,Ver:6.16.6.7 - Lie.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: Existing Column @ Grid B(HSS 8x8x5I16) li 1 I C 112 X Leas!1 Ki N II a; k it � qq I I i Y I , B.00in Loads are total entered value.Arrows do not reflect absolute direction. 4 ,,k1.,-;o1 Onc,e 6969 SW Hampton St. Portland,Oregon 97223 CLIENT: Page 20 ofP4A5GE ,..1. 503-624-7005 PROJECT: i C-oial OK(Ion Washington 93 70Dr.#205 NUMBER: B74e5ndN,WMOregt.o . -- 541-383-1828 FROELICH :: ),,,,,,C)ffIc DATE: ENGINEERB12303 Airport Way,Suite 200 I Broomfield,Colorado 80021 www.froelich engmexm corn 720-560-2269 BY: — -- - — - — ff .... e FX%So 1' C.... Co L.+.,J 444.ig kr g"'CC. A t6. CL 14. 1-A SS A 00 Me-AA$3,a-te ; .-t 5s 6 x x If ---1 Assgsame. 12 A b A. k j (Co Ai SeieVAtieVE) --I CL Title Block Line 1 Project Title: You can change this area Engineer: Paa'dic11D45 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. 'Title Block Line 6 Printed.1 JUL 2016,3:07PM i Steel Column �...-File=P:12015U1NF2A-KIEHTEC6-01C7A4YC-FlRJOPZC-91RZ5FVlN-Z.EC6 ' Lic.#: KW-06002304 ENERCALC,INC.1983-2016,Budd:6.16.6.7,Ver.6.16,6.7 Licensee FROELICH CONSULTING ENGINEERS Description: Existing Column @ Grid G(HSS 6x6x5/16) Code References Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS12x6x114 Overall Column Height 23.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth)axis Fully braced against buckling along Y-Y.Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:672.29 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 23.0 ft,Yecc=7.50 in,D=40.0,S=37.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8775 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50L+1.60S Top along X-X 0.0 k Location of max.above base 23.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 2.092 k Pu uPn 107.20 k Bottom along Y-Y 2.092 k 0.9 332.442 k Maximum SERVICE Load Deflections... Mu-x 67.0 k-ft - 0.9"Mn-x: 107.295 k-ft Along Y-Y 0.3377 in at 13.430 ft above base for load combination:D Only Mu-y 0.0 k-ft 0.9'Mn-y: 66.585 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02672 :1 Load Combination +1.20D+0.50L+1.60S Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 2,913 k Vn"Phi:Allowable 109.012 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.410 PASS 23.00 ft 0.014 PASS 0,00 ft +1.20D+0.50Lr+1.60L+1.60H 0.352 PASS 23.00 ft 0.012 PASS 0,00 ft +1.20D+1.60L+0.505+1.60H 0.544 PASS 22.85 ft 0.017 PASS 0.00 ft +1.20D+1.60Lr+0.50L 0.352 PASS 23.00 ft 0.012 PASS 0.00 ft +1.20D+1.60Lr+0.80W 0.352 PASS 23.00 ft 0.012 PASS 0,00 ft +1.20D+0.50L+1.60S 0.878 PASS 23.00 ft 0.027 PASS 0.00 ft +1.200+1.605+0.80W 0.878 PASS 23.00 ft 0.027 PASS 0,00 ft +1.20D+0.50Lr+0.50L+1.60W 0.352 PASS 23.00 ft 0.012 PASS 0,00 ft +1.20D+0.50L+0.50S+1.60W 0.544 PASS 22.85 ft 0.017 PASS 0.00 ft +1.20D+0.50L+0.20S+E 0.406 PASS 23.00 ft 0.014 PASS 0,00 ft +0.900+1.60W+1,60H 0.264 PASS 23.00 ft 0.009 PASS 0.00 ft +0.90D+E+1.60H 0.264 PASS 23.00 ft 0.009 PASS 0.00 ft Maximum Reactions _ Note:Only non-zero reactions are listed, X-X Axis Reaction - _ _._. Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base - D Only k -1.087 _1.087 k 40.672 k +D+L'H k -1.087 -1.087 k 40.672 k Title Block Line 1 Project Title: You can change this area Engineer: Paiticiectfa6 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Primed: 1 JUL 2016,3:07PM Steel ColumnFile-P:1201511XVFYA-KIEHTEC6-CAC7A4YC-FlRJOPZC-91RZSFVW-Z.EC6 ENERCALC,INC.1 2016,Build:6.16.6.7,Ver:6.16.6.7 Lic.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description: Existing Column @ Grid G(HSS 6x6x5/16) Maximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+Lr+H k -1.087 -1.087 k 40.672 k +D+S+H k -2.092 -2.092 k 77.672 k +D+0.750Lr+0.750L+H k -1.087 -1.087 k 40.672 k +D+0.750L+0.750S+H k -1.841 -1.841 k 68.422 k +D+W+H k -1.087 -1.087 k 40.672 k +D+0.70E+H k -1.087 -1.087 k 40.672 k +D+0.750Lr+0.750L+0.750W+H k -1.087 -1.087 k 40.672 k +D+0.750L+0.750S+0.750W+H k -1.841 -1.841 k 68.422 k +D+0.750Lr+0.750L+0.5250E+H k -1.087 -1.087 k 40.672 k +D-0.750L+0.750S+0.5250E+H k -1.841 -1.841 k 68.422 k +0.60D+W+H k -0.652 -0.652 k 24.403 k +0.60D+0.70E+H k -0.652 -0.652 k 24.403 k D Only k -1.087 -1.087 k 40.672 k Lr Only k L Only k k k k k S Only k -1.005 -1.005 k 37.000 k W Only k k k E Only k k k H Only k k k D Only k -1.087 -1.087 k 40.672 k +D+L+H k -1.087 -1.087 k 40.672 k +D+Lr+H k -1.087 -1.087 k 40.672 k +D+S+H k -2.092 -2.092 k 77.672 k +D+0.750Lr+0.750L+H k -1.087 -1.087 k 40.672 k +D+0.750L+0.750S+H k -1.841 -1.841 k 68.422 k +D+W+H k -1.087 -1.087 k 40.672 k +D+0.70E+H k -1.087 -1.087 k 40.672 k +D+0.750Lr+0.750L+0.750W+H k -1.087 -1.087 k 40.672 k 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 0.338 in 13.430 ft Lr Only 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 0.312 in 13.430 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSSI2x6x114 Depth 12.000 in I xx = 151.00 in^4 J__ = 124.000 in"4 S xx - 25.20 in"3 Cw = 31.60 inA6 Width = 6.000 in R xx - 4.340 in Wall Thick = 0.250 in Zx = 31.100 in"3 Area = 8.030 in^2 I yy = 51.900 in44 C = 31.600 inA3 Weight = 29.230 plf S yy = 17.300 in"3 R yy = 2.540 in Zy = 19.300 in"3 Ycg = 0.000 in Title Block Line 1 Project Title: You can change this area Engineer: Pa&r9tfit.41Z5 using the'Settings'menu item Project Descr: and then using the'Printing& Title Block°selection. Title Block Line 6Printed:1 JUL 2016,TO/PM SteelColumn File a1511zVF2A- KTEC C1MMYGG PZ ~ z M-ZEcs ENERCALC,INC,1983401S, 6.16.62,Ver.6.16,6.7 Lic.#t: KW-06002304 Licensees FROELICH CONSULTING ENGINEERS Description: Existing Column t Grid G(HSS 6x6x5116) TIM Load 1 I4 Y w 6.001n Loads are total entered value.Arrows do not reflect absolute direction. NNIVP Mr E N 11 o3 110_ 11 r, I %may( !. a4 I 44 r w .Q _ _ - ,..-. , co— -sJ,_ — --a--- ,,MI 14) 11 f ,,� IIIWs f o 3 �.., s . - - 9 s' p R /111 / �V t 7 ' w+wrxCs ,rvHw:xtwrc i . ..., 1 '''''tg1/4/4 ...di/4 L 1 grq 4. 4,4 3 "1"4. on,c 6969 SW Hampton St. Portland,Oregon 97223 CLIENT: Page 25 of45 44,4 503-624-7005 PROJECT: C- 74NW Mt.W Or.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH 2°n °`°t1C. DATE: 12303 Airport Way,Suite 200 ENGINEERS Broomfield,Colorado 80021 www frodul engmeers COM 720-560-2269 M22.4 .114j Ps /ix DEAC) D. IS Lsue Ca/NO ; 411oF'sP ( Typ. ) &iv& CoAD ,00 ( r,--asrrAvIZAAIT) P6c Live. 4o44.1) 115 t "ToRA46) 3c:qs,"74s*. A4-r t, 1 4S PA A„, ." 3 0 0 L P 15 s too AA1/45 PAN D 15 /2.5 17)5 F PA 13'-o PS,r f)Los- IS e.,/,,r /do P5F Page 26 of 45 W&SPEC Project. Project Type: M71 Location: Tigard Futsal Folder. Folder Date: 5/2/16 10:25 AM RedSpecTM by RedBuiltTM Designer: v7.1.2 Comment: 26" Red-HTM @ 24" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 76% 0.589 0.775 L/631 L/480 PASS Span Total 44% 0.678 1.550 L/549 L/240 PASS FloorChoiceTM'Rating: 4.2 Performance rating is based on:23/32",3/4"Panels,glued and nailed, no ceiling,no topping,simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction(lb)(DOL%) 3192(100) 3192(100) Dead Reaction(Ib) 479 479 Total Reaction(Ib)(DOL%) 3670(100) 3670(100) Bearing Top Chord Top Chord Support Ledger Ledger Bearing Clip (Red-Ii)Z-Clip (Red-H)Z-Clip Approx.Clip Height 5.75" 5.75" Approx.Clip Width 8" 8" Assumed Bearing Width 5.5" 5.5" SPANS AND LOADS Dimensions represent horizontal clear span. 31`•0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 15 0 24" Glued Floor Joist NOTES •Building code and design methodology: 2012 IBC ASD(US). •Repetitive member increase applied In design. •Deflection analysis is based on composite action with single layer of 24 oc(23/32",3/4")span-rated sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Pricing Load(plf) =230 •Pricing Index(plf) =230 P:\2015\15-T201 (Tigard Futsal)\Engineering\Calculations\Mezzanine Joists.red 5/2/2016 10:25:50 AM Project: Folder: MJ1 Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec'",Red-I'",Red-I45",Red-I45L",Red-I58",Red-I65",Red-I65T",Red-I90",Red-I90H",Red-I9OHS",Red-L", Red-LT",Red- W",Red-S",Red-MTM,Red-H",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2015 RedBuilt LLC.All rights reserved. Page 28 of 45 47-<edSPEC' Project: Project Type: MJ3 Location: Tigard Futsal Folder: Folder Date: 5/2/16 10:26 AM RedSpecTm by RedBuiltTM Designer: v7.1.2 Comment: 14" Red-I45TM @ 24" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 76% 1495 1960 Floor(100%) 1.0D+1.0L All Spans PASS Positive Moment(ft-Ib) 87%* 4859 5570 Floor(100%) 1.OD+1.0L All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 84% 0.273 0.325 L/572 L/480 1.0D+1.OL All Spans PASS Span Total 48% 0.314 0.650 L/498 L/240 1.OD+1.0L All Spans PASS FloorChoiceTM Rating: 9.4 Performance rating is based on: 24 oc(23/32",3/4")sheathing,glued Y and nailed,simple span,rigid supports.RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 1300(100) 1300(100) Dead Reaction(lb) 195 195 Total Reaction(Ib)(DOL°i6) 1495(100) 1495(100) Bearing Flush Flush Support Ledger Ledger Req'd Bearing,No Stiffeners(in) 3.29 3.29 Req'd Bearing,Stiffeners(in) 2.43 2.43 HANGERS Model Top Face Member Header Size Left None Selected Right None Selected SPANS AND LOADS - Dimensions represent horizontal design spans. 13'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 15 0 24" Glued Floor Joist NOTES •Building code and design methodology: 2012 IBC ASD(US). •Deflection analysis is based on composite action with 24 oc(23/32",3/4")sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. P:\2015\15-T201 (Tigard Futsal)\Engineering\Calculations\Mezzanine Joists.red 5/2/2016 10:26:20 AM Project: Folder: MJ3 Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - RedBullt",RedSpec",Red-I",Red-I45",Red-I45L",Red-I58TM Red-I65",Red-I65T",Red-I90",Red-I90H",Red-I90HST",Red-L",Red-LT",Red- W",Red-STM,Red-M",Red-H",RedLam",FloorChoice" are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2015 RedBuilt LLC.All rights reserved. - CLIENT: ` 6969 SW Hampton St. %L Portland, Page 29 of 45 Oregon 97223 503-624-7005 PROJECT: !-�r-l 61 Ale co u TSA L SMG 7 r r, , , ,,. 745 NW Mt.Washington Dr.#205 NUMBER: 15 T a o I Bend,Oregon 97703 541-383-1828 - FROELICH 1: - �-� DATE: MA .a 2016 ENGINEERS 6 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 j^+� .„,„,,,,-,6,1,..0..: 720-560-2269 BY: l BEA AA, De5/G•v Mt ` SPA AJ s 10 r p Ps F. L..s I5 I s) ,s- 245 ct. s(15') (too) .s-1.500 F ikA, B.2.% DLc( 6 .5) ( (5) 5- 100 fGF LLJr* ( s )( (oo) s 6 5 of4F M83 : pc '5PAn1 s ,�_.o N DZ.,-foo MSy . 'PAN F 1 6 y s j 360 c.1= p�. Zu< C � } 2. . • � LsCzci,) (125)(0•$): 2..goo A c L.t (tilt X15,5) r 372- �'t" l 4 t, 5 t{ 1 R » o •25 - 15 , - O.$ TIC 4 MB5 : LC... s- 3000 M B • PA N s" to -° DL, z (z3,}( 15 )s Sus 'PIM ty _ Ccc 0.25 1 s 0, 95 L�-�( r)(12) ,a• .5) s2750 • r - CLIENT: 4 „--,r%luf.6969 SW Hampton St. Pa e 30 oak Portland,Oregon 97223 9 503-624-7005 PROJECT: 745 NW Mt.Washington Dr. NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H r r L''¢€Va- DATE: ENGINEER 5 S 12303 Airport Way,Suite 200 Broomfield.Colorado 80021 www.flochda eng)neer..m nen 720-560-2269 BY: M7: 15 , L A (2!)(too)x 20011C... x.. 1 aq o DL.s (6'5) (15)) s too PLS o I Page 31 of 45 COMPANY PROJECT WoodWorks® SOFTWARE FOR WO00 DESIGN, May 2,2016 13:44: MB1,web Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load 1 Type Distribution Pat Location 'ft) ....Magnitude Unit tern Start End Start End Loadl Live 'Full 1100. 1500,0 pit Load2 Dead Full 1101, : 225,0 plf 8:8,1T-weight Dead Full 1101 15.2 pIf Maximum Reactions(lbs)and Bearing Lengths(in) 1021' a- l$, Undeclared: Dead 1229 1224 Live 7655 ;655 Factored; Total. 8880 8880 Bear''-ng: .. Length 2.48 2.48 Mon reg'd._. 2.48 2.48 Glulam-Unbal.,West Species,24F-1.8E WS,5-1/2"x12" 8 laminations,5-1/2"maximum width, Supports:All-Timber-soft Beam,0 Fir-L No 2 Total length:1021';volume= 4,7 cult; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis value DesignValue . .Unit PsalyiiivDesin�,5s""- Shear fm 154 Fir" - Bending(+; Ib = 1977 Pb' = 2358 psi. fb/Fb' = 0.84 Live Defl'n 0.24 = L/506 0.33 = L/360 in 0,71 Total Dcfl'n 0.26 - L/469 0:40 . L/240 in .9,51. . Additional Data: FACTORS: F/E(psi)CD CM Ct CL, CV Cfu Cr Cfrt Notes Ca`Cvr LCII Fv' 255 1.00 1,00 1.06 - - - 1.,00 1.00 1.00 2 Fb'I 2400 1.00 1.00 1.06 0.987 7.,000 1.00 1.00 5.,00 1.00 - 2 Fop' 550 - 1.00 1.00 1,00 - 5' 1.8 million 1.00 1.00 - - - _. 3,00 2 Eminy' 0.35 million 1.00 1.00 - - _ - 1,00 _ - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 82 0+1, V= 8701, V design = 6781 lbs P riding{+): LC 82 D+L, E1= 21752 lbs-ft Deflection: LC 12 = 0.5D+L (Live) LC 82 = 0,5011., (total) D--dead L=live 0=snow 47-wind T=inpact Jr-roof live Lc-concentrated E=earthquake All LC'n are listed :iii the Ac:alvsis output Load combinations: ASCE '7-10 / IHC 2012 CALCULATIONS Deflection: ES = 1426e06 lb-in2 "Live" deflection = Deflection from all non-dead loads 11).ve, wind, snow,„) Total Deflection = 1,00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu °° 10.00' Le = 19.31' RH 9.59 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement, 2,Please verify that the default deflection limits are appropriate for your application, 3,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190 1-2007 4 GLULAM:bxd=actual breadth x actual depth,. 5 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3,3,3. 6,GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n);. Page 32 of 45 COMPANY PROJECT la WoodWorks® t OF-M.4RD fOk WOOD OEVGN May 5,2016 09:18 M62,wwb Design Check Calculation Sheet WoodWorks Sizer 10 42 Loads: Load TYP0 Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Load' Live Full tIlt 650.0 plf Load2 Dead Dui] LDL 100.0 plf 661f-uDight Dead (Oil 001 17.1 Maximum Reactions(lbs)and Bearing Lengths(in): 15.64'- 1 5iIntact ire']: Dead 914 914 Live U063 5083 Factored: Total 5997 5997 Bearing: Length I-611 1.66 Min neg'd 1.68 1,66 Glulam-Unbal.,West Species,24F-1.8E WS,5-1/2"x13-1/2" 9 laminations,5-1/2"maximum width, Supports:All-Timber-soft Beam,D,Fir-L Noel Total length:15,64;volume= 81 cult.; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012 Ch-lterion An51431s Value Design Value Unit Dnalvals/Desi n Stele fv = 102 iv I - 265 psi /v/Mv' . 0.36 Bending(01 lb = 1635 kb' = 2400 psi fb/Fb. = 0..69 Live Defi'n 0.42 = L/447 0952 = L/360 in 0,80 Total Defl'n . 0.45 - L/110 0.78 - 5/240 15. 0,56 Additional Data: FACTORS: Ftf(psi)CD CM Pt CL CV Cfu Cr Cfit Notes Cn2Cyr LCO Eu' 265 1.00 1,00 1.00 - - 5,00 1.00 1.00 2 Eh'. 2400 1.00 1,00 1.00 1.000 1.000 1.00 1.00 5.00 1.00 - 2 Epp' 550 - 1.00 1.00 - 1,00 1,13 million 1,00 1-00 - - 1,00 2 Eminy0.85 million 1,00 1.00 - - LOU - 2 CRITICAL LOAD COMBINATIONS: Shear LC 42 - IML, V - 5945, V design - so28 lbs Banding(l)) LC 02 - Dni, M - 23037 Ihs-ft Deflection) LC 02 = 0.50ir5 (live) LC 53 = 0.50+L (total) D=dead S-snow .=impact Lreroof live Lo=cobcentrate] Er-earthquake Ail LC's are listed in the AnalysIb output Load combinations: ASCE 1-10 / 161' 2012 CALCULATIONS: Deflection: It 2030e06 lb in2 "Live" deflection = Deflection from all non-dead loads (live, mind, snot..1 Total Deflection. - 1.00(Dead Load Deflection) v Live Load Deflection. Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application, Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190,1-2007 4 GLULAM:bxd=actual breadth x actual depth, 5,Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3,3,3 6 GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). Page 33 of 45 COMPANY PROJECT WoodWorks® Sotrwesr FOR moor)0feros May 2,2016 13:46 MB3.wwb Design Check Calculation Sheet WoodWorks Sizer 10A2 Loads: Load Type Distribution Pat- Location (ft) Magnitude 'Unit tern Start End Start End toadt: ive Full )XDt. 060.0 Tat" Load2 Dead Full UDL 100.0 pl£ Self-weight bear:. Full UDr, 9.4. off Maximum Reactions(lbs)and Bearing Lengths(in): Unfactored: Dead 389 3138 Live 2308 2308 Factored: a Total 2696 2656 Bearing: ' Length 1.23 1.23 -Min read 1.23 1.23 Lumber-soft,D.Fir-L,No.2,4x12(3-1/2"x11-1/4") Supports:All-Timber-soft Beam,D..Fir-L No2 Total length:71';volume=1.9 cu ft; Lateral support;top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection Luang NDS 2012 Criterion .Analysis Value Design Value -Unit Analysis/Design Sear iv = 73 : Pvf x1817 psi tv/tv' _ 0.41 T1endiny(4) Pb. 756 t•'b' v 976 psi fb/Fb' _ 6,17 Live Defl'n 11,05 <L/999 0.23 e L/350 in 0.23 Total Del 'n 0.06 = <./999 0.3d ea 5/240 in €,16 Additional Data: FACTORS: F/l(psi.ICD CM Ct CL CP' Cfti Cr Cfrt Cl. Cn LC9 Ey' 180 1.00 1.00 1.00 ». - 1.,00 1.00 1.00 2 Fb'e 900 1.00 1.00 1.00 0.936 1.100 1.00 1.00 1.00 1,00 - 2 Fop' 625 - 1.00 1.00 _ _ s .1.00 1-00 - - E' 1.6 million 1.00 1.00 - - - 1..110 1,00 - 2 Emin' 0.56 million 1.00 1.00 - - -. 1.00 1.00 _ 2 CRITICAL LOAD COMBINATIONS: Shear : 1,C 62 D+L, V - 2358, V design = 1907 lbs Beading)+): LC 92 = D+L, M = 4651 lbs-ft Reflection: LC 92 -- 1). DeL {live) LC 112 = 0.5C+L ftotalI 0=dead S=sncw 6-wind I=impcat Lr=roof live LC-=concentrated 81 earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7 10 / SBC 2012 CALCULATIONS. Deflection: FS 664e06 lb-int .Live" deflection = Deflection from all non-dead loads Clive, wind, snow.,:) Total Deflection = 1.00)L€ead Lead Defection) + Live Load Deflection. Lateral stability (+): Lu = 7,00' Iv = 1€.2:5' 160 = 12,52 Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application. 3•Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4,1. Page 34 of 45 COMPANY PROJECT �` WoodWorks® SOH-WARE FON wooD 081100 May 2,2016 13:48 M64,wwb Design Check Calculation Sheet Woodworks Sizer 10.42 Loads: Load Type Distribution Pat-' Location 1ft) Magnitude -Unit tern start End Start rrwd. -ro d7: Live S"Lt P.:r UDI: 24.000 plf Load2 Dead 'Full UL1L 360.0 Self-wei t D=ad rail. UUL 3Ci„4 p1! Maximum Reactions(lbs)and Bearing Lengths(in): _ _...... 15:5' =41 WAN it 1' IIn!actored: ... - Dead .3013 3'19 Live 63605 Factored: 10505. Total 21623 21613 Bearing: ',.. Length 6.05 6,05 Min req'd 00.05. 6.05 Glulam-Unbal.,West Species,24F-1.8E WS,5.112"x24" 16 laminations,5-112"maximum width, Supports:All-Timber-soft Beam,R:Fir-L No.2 Total length:15.5';volume= 142 Cu,ft; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Cr.iterlre Analysis Valve le5iarl Value unit Analysis/Design Shear f`' =...166 Fv1 = 265 psi fv/iv' v 0,63 Bending(+l tb = .1784 Fb' = 2213 psi fb/Fb' = 00,81 Live Defl'n 0.24 = L/750 0,50 = 1/360 in ;0,48 Total Defl'n 0.26 - L/694 0.75 • L/240 in 4,35 Additional Data: FACTORS: E/B{psi)CC CM Ct CL CV Cfu Cr Cfrt NoLes Cn4Lvr LOS Fe' 265 1..00 1.00 1.00 - - - ' 1,.00 1.00 1.00 2 85'9 2400 1.00 1.00 4.00 0.922 0.958 1.00 1.00 1.011 1.00 - 2 Fop' 650 - 1.00 1.00 - - -. 1,.09 E' 1.6 million 1.00 1.00 - - .- ,. 1.00 - 2 Eminy' 0.85 million 1.€0 1.00 - - 4 1,90 _ 2 Only the lesser of CL and CV is applied, as per NDS 5.3,6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 D+L, V-= 20928, V design = 14644 lbs Bending{t): LC #2 = LEL, M = 78480 lbs--ft Deflection: LC #2 = 0.SD+L (live) LC: #2 = 0.5D+1 (total) B=dead L=live S..snow w-wind I=impact Lr=roof live Lr.=concentrated E=earthquake Ail LC's are listed in the Analysis output Load combinations: ASCII 7-10 / IBC 2012 CALCULATIONS: Deflection: 21 - 1.1405806 lb-int "Live" deflection = Deflection from all non-dead loads {live, wind, snow,_) Total Deflection = 5,00(Dead Load Deflection) a Live Load Deflection. Lateral stability (01: Lu = 15.00' Le = 30.44' RB = 1.7.03 Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190 1-2007 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3,3.. 6 GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). Page 35 of 45 COMPANY PROJECT ` WoodWorks® SOFTWARE TOR wood OTSOT,v May 2,2016 13:49 MB5 wwb Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End. Start End toad( 'Lave Full UDL '3000.0 pI t Load2 Dead :L'U11 UDL ', 360,0 plf Self-weight Dead Full UDL 14,7 nit Maximum Reactions(lbs)and Bearing Lengths(in): .. _.. 4.17' IMO Unfactored:. Dead 780 .760 Live e256 6256 Factored: Total 7036 . 7035 Dearing: Length 2.05 2,05 Min read 2.051 2.05: Timber-soft,D.FIr-L,No.2,6x12(5-1f2"x71-1/4") Supports:All-Timber-soft Beam,D.Fir-L No,2 Total length:4.17;volume=1,8 cu.ft,;Beam and stringer; Lateral support:tope at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 20112 Ether ri? ;g aly5i0Value Desi4n Value Unit Analvsic/Docjan Shear fa .. Sb '� 10' = 170 .,...psi r/tv° O,47 Herding(+) fb ,y. 696 1b' - 872 psi fb/Fb' - 0.80 Live Detl'n 0,02 :::<L/9.991 0.13 = 1/360 fin 0.15 Total Defl'n 0.02 - <1/999 0.20 , i,/244 In 0..11 Additional Data: FACTORS: ft/F(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Co LC# EV' 170 1,00 2.00 1.00 - _ - - 1.00 1.00 1,00 2 Fb'+ 875 1,00 1.00 3.00 0,997 1.000 1.00 1.00 1..00 1.00 - 2 Fcc' 625 - 0.00 5.00 - - - - [.955 1.00 - 6' 1,3 million 1,00 1.00 - - _ -. 1500 I.00 - 2 Emir:' 0,47 million 1.00 1.00 - _ 00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V ::= 6749, V design =- 3239 lbs Hend'_ng)+): LC #2 = 0+1, M= 6749 lbs-ft Deflection: LI 42 - 0,55+1, (live) LC #2 = 0.5D+L (total) D=dead L=live S=snow 41-wind 1-impact Lr-,_-roof live Sc concentrated E-earthquake All LCs are listed in the Analysis output Load combinations: ASCE 7-10 / IDC 2012 CALCULATIONS. Deflection: El = 848e06 lb-i.n2 "Live" deflection = Deflection from all non-dead "Dada (live, wind, snowy.) Total Deflection - 1.,00(bead Load Deflection) + Live Load Deflection. Lateral stability (r): Lu = 4.00' Le = 8.25' EH = 66,06 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application.. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4,1. Page 36 of 45 COMPANY PROJECT 0011.111 WoodWorks® 50FTWARE FOR WOOD DFSIGN May 2,2016 13:50 MB6 wwb Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location 111 Magnitude Unit tern Brart End 5tett Fnd Loadl Live roll urs 2150.0 plf Load2 Dead Full UDL 345.0 plf Self-weilht 0054 Full UDE, 20.9 If Maximum Reactions(lbs)and Bearing Lengths(in) '"><T" ........ 0.3,21 nnfactered: Dead 1894 1894 Live 14268 14268 Factored: Total 16153 16163 Bearing: Length 4.52 4.52 Min Fe41'1 4.52 4,92 Glulam-Unbal.,West Species,24F-1.8E WS,5-1/2"x16-1/2" 11 laminations,5-1/2"maximum width, Supports:All-Timber-sok Beam,D,Fir-L No_2 Total length:10,38';volume= 6,5 cult; Lateral support top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion fAnalysis Value Design Value Unit Analysis/Design Steer ry= 177 FV' - 269 psi tv/49. = 0.57 Bending(t) lb = 1873 Flo' = 2348 psi fb/Fb' = (1.80 Live Derl'n 0,17 A L/718 0.33 L/360 in 0,50 Total 1.) ft'n 0.15 1.1673 _ 0.50 = in 0.00 Additional Data: FACTORS: 89/8(psi)CD CM Ct Cl CV ('Cu Cr Cfrt Notes CretCvs: DCI Ey' 265 1.00 1.01 1,0 - - 1.00 1,00 1.00 2 Fb'i 2400 1-00 1.00 1.00 0.978 1.000 1,00 1.00 1.00 1.00 - 7 Fop' 690 - 1.00 Loa. - - 1.00 - 5' 1.8 million 1.00 1,80 - Eminy' 0.05 million 1.00 1,00 - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 62 0+1, V- 19979. V design - 10708 lbs Bending1.): LC 02 3+1, M = 38949 lbs It Deflection: LC 42 = 0.517+1 (live) LC 92 = (total) 0-dead 1-live 5-boa 44-wind T=Impact Nr-cool live Lc=concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / 191. 2012 CALCULATIONS: Deflection: Ei - 3706e06 1b-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow-) Total Deflection = 1,00(Dead Load Deflection) . Live Load Deflection. Lateral stability iii: Lu = 10.00' Le - 20.44' RE) - 11.56 Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application, Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190,1-2007 4.GLULAM:bad=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 133 6 GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). Page 37 of 45 Steel Beam File=P:1201511XVF2A-KIEHTEC6-Q\C7A4YC-FIME121Cr-01Beams.ec6 ENERCALC,INC.1983-2015 Build:6.15.10.6,Ver.6.15.10.6 Lic.#:KW-06002304 Licensee': R13ELtGH Ctgt aUL°t`It4 ENGINEERS . MB7 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 0t0 Lfg V V +� wen LW2t V V V U `a, a = [0 _ �� sl I '�� ile u��S1.,, A �`1 A' Cu ��- `,r l)��a -,� Span=34.0(t_... _. ....'" W12x72 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.030, L=0.20 k(ft,Extent=0.0-»15.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.10, L=0.650 k/ft,Extent=15.0->>34.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•.n OK Maximum Bending Stress Ratio = 0.340: 1 Maximum Shear Stress Ratio= 0.117:1 Section used for this span W12x72 Section used for this span W12x72 Mu:Applied 137.689 k-ft Vu:Applied 18.525 k Mn*Phi:Allowable 405.000 k-ft Vn*Phi:Allowable 158.670 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.601-1 Location of maximum on span 19.137ft Location of maximum on span 34.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.816 in Ratio= 499 Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.250 in Ratio= 1631 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max,""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.8160 17.680 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS �.... Load Combination Support 1 Support 2 Overall tiiAXimum 7.892 12=250 Overall MINimum 1.262 1.614 D Only 2.103 2.689 +D+L+H 7.892 12.250 +D+Lr+H 2.103 2.689 +D+S+H 2.103 2.689 +D+0.750Lr+0.750L+H 6.444 9.860 +D+0.750L+0.750S+H 6.444 9.860 +D+W+H 2.103 2.689 +0+0.70E+H 2.103 2.689 +D+0.750Lr+0.750L+0.750W+H 6.444 9.860 +0+0,750L+0.750S+0.750W+H 6.444 9.860 +0+0.750Lr+0.750L+0.5250E41 6.444 9.860 +13+0.750L+0.750S+0.5250E41 6.444 9.860 +0.60D+W+H 1.262 1.614 +0.60D+0.70E+H 1.262 1.614 D Only 2.103 2.689 Lr Only Page 38 of 45 Steel Beam Fife=P.T01511XvF2A-�TEC6-01CIA4Yc-�12iG-e ENS CALL INC 19812015 Build:6.15.tp.6,Ver.6.15.10.6 Lic.#:KW-06002304 Licensee:F OELICHH CONSULTING ENGINEERS Description: MB7 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 , . L OblY__ __ ... - 5.785_ g.5tl- S Only W Only E Only H Only D Only 2.103 2.689 +D+L+H 7.892 12.250 +D+Lr+H 2.103 2.689 +D+S+H 2.103 2.689 +D+0.750Lr+0.750L+H 6.444 9.860 +D+0.750L+0.750S+H 6.444 9.860 +D+W+H 2.103 2.689 +D+0.70E+H 2.103 2.689 +D+0.750Lr+0.750L+0.750W+H 6.444 9.860 Steel Section Properties : W12x72 Depth° = 12.300 in I xx = 597.00 in"4 J - 2.930 in^4 Web Thick = 0.430 in S xx 97.40 in"3 Cw - 6,540.00 inA6 Flange Width _ 12.000 in R xx = 5.310 in Flange Thick - 0.670 in Zx = 108.000 in"3 Area = � " 21.100 inA2 I195.000 m 4 yy Weight - 71.824 plf S yy = 32.400 in"3 Wno = 34.900 in"2 Kdesign =- 1.270 in R yy = 3.040 in Sw = 70.100 in"4 K1 _ 1.063 in Zy = 49.200 in"3 Qf = 22.500 in"3 its - 3.400 in rT = 3.290 in Qw = 53.200 in"3 Ycg - 6.150 in 140 r 105 w i 70 r C 0 4 2 35 .. .... .raoesaoiviuioipglPa0IIIIIWIIIIIItllillIllwoam.a.s 330 0,70 10.10 1350 16,90 2030 73,70 2710 30.50 3330 Distance(It) 4+1.40D 1+1.20D+0,S0L1+1,6GL+1.6GH a+126D+1 601+6305+11H 1+1.2GG+1.601++G,SOL I+1.100+1.601'+0.RGW I+1,21G+G.SGL+1.605 1+1,2GG+i,6GS+G.8DW 1a+1.2GG+G,SG1+G,SGL+1,6GW1+1,200+G.SGL+0.505+1.6GW1+1,206+G.SGl+G.2GS+E N+G,4GG+1,601t4L6GH 1+G.9GG+E+1.6GH Page 39 of 45 Steel BeamFile=P:1201511XVF2A-KIEHTEC6-0C7A4YC-FUAE121G-018eansec6 ` ENERC 4LC.INC.1983 2015,Build 15.10.6,Ver.615.10.6 Lic.#:KW-06002304 Licensee;F[20ELICH CONSUL y iii( E( ( i i t � Description: MB7 12 4 MEMBER...) . m 441m r f7 .11 ...._ •19 N..-- -• 330 610 1010 13,80 1630 2030 2310 27,10 3050 3330 Distance(ft) I+UDE) I+1.266+0361.+1.6dt+i,66H I+1.2dD+1.661+b,SdS+1,6bH I+126D+1,6Dt+6.Sbt I+U.bD+1.6D1+6,861 I+1.266+0.501+1,665 I+1,266+1,665+D,861 I+1.26D+d,Shci+d.SDI.+1.661 I+1.26D+6.S6t+D.SDS+1.661 1+1.26D+0.Sbl+b.26S+E I+d,gdD+1,6b1+ 1.60H I+b.566+E+1,601 MEMBER.-y, 11 III I 4 II 1114 021 .. .... c •0,42 a •0,62 •0.83 , 3.21 651 9.91 1311 16,42 1912 23,02 2633 29.63 3233 Distance(ft) DOily I liOgly I 10fily. ISDnIyI'i40+1yIEOdyH'11Oniy Por S Design Maps Summary Report Page 41 of 45 User-Specified Input Report Title Tigard Futsal Fri April 29, 7_616 17:31:47 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43083°N, 122.77181°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �� i .P.,::,:::-.,1-'-',41,54:4-..:.;:;:,,E,;:::: r „ iN I�SII -� vl, , � �� r G tri ,� � k ,ice r hi ik s �� '�" N 6 � r� '▪ 77,--4,1-0''''----Y',,, I00( �ri�II) � y i Wi i 7 �r= lid ��h4I i 1ti iri �r �` ,I _ rill - i7..t �'.'-'1A7.',114117-,,',4; xa r" � Mtl� 4 i9 .` fit- 1 is�� ''/- k `4 �� :' p fin (d _ , lir �'V �� P ^.Why iii g.d' - aJ N' 4 '' 1 `1� r. �� ii ( ▪ jl z �� i� iii_9, .- i1N�i -r'`,„e ;Id1� I r -_.rte' P'+ r ,`- = Kms ' vw _ '. 4 err r '1 '`m , ' �i. 'a gab_. ., , USGS-Provided Output SS = 0.9728 SMS = 1.0808 SDS = 0.7208 S1 = 0.423 g SM1 = 0.667 g Sol = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.82 1.10 0.50 0,99 0.72 0.88 0.64 0.77 0.56 0.66 C� 0,49 0.55 0.40 fa 0.44 0.32 Q33 024 0,22 4.16 0.11 p 0.09 0.40 0.00 0,00 0.20 0.40 0.60 0.50 1,00 1.20 1.40 1.G4 1.50 2.00 0.04 4.20 0.40 0.60 0.84 1.44 1.24 1.40 1.50 1.84 2.40 Period, T(sec) Period, T(sec) For PGAM, TL, CRC, and CR, values, please view the detailed r Dort. Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied, as to the accuracy or"the data contained thereir. this tool is not a substitut for technical subject-matter knowledge. Page 40 of 45 - Allowable Post Compression Loads for Douglas Fir Larch Posts in Walls DF#2 PIs HF#2 Pis w� ltd ,, , �m �' IIU`�m a .n 44YY� s e Gil; _ ... _.. ... ' �- _. e �� m (1) 2x4 #2 3281 2126 2580 2120 1765 1490 2) 2x4 #2 6553 4253 5165 4240 3535 2975 �,,� (3) 2x4 #2 9844 6379 7745 6360 5300 4465 r 4x4 #2 7555 4951 6025 4945 4120 3470 C. 4x5 #Z 12031 7795 11540 9420 6450 5440 4x8 #2 15859 10277 12345 10165 8485 7175 4x1 #2 20234 13112 15650 12910 10790 9130 (1)2x6 2 5 55 3341 7975 6965 6050 526E 4000 (2)2x6 #2 10313 6683 " 15950 13935 12105 10515 8000 Via` $12x6 #2 15469 1Qt324 23925 20900 18155 15775 12000 ��+ 4x6 #2 1201 `2 ll 18605 16255 , 14120 1-270 9300 6x #� 2s s 23560 21565 1940 ,-%—.....5-1 13800 32125 29410 26560 2377 18800 `''.4c10 —` #1 ''- '' Shaded values are limited by DF#2 Plates Perpendicular to Grain bearing allowable load. e Shaded values are limited byHf#2 Plates Perpendicular to Grain bearing allowable load 1b(' ) 1..5 2.5 3~ -' 3 g Ce1.25 1.15 1.13 1.11 1.08 L07 lA0 Perpendicular to grain allowable loads do not include the NDS Bearing Area Factor, Cb.For posts whose bearing area is not closer than 3" from the end of a sill plate,the P`�values may be multiplied by C,. IL =Bearing I ength (post thckness) DFYZ F,_ 625 psi C,=Bearing Area Fat_ or per NDS 3.10.4 H #Z Fm- 405 psi 411 6969 SW Hampton St. A( Portland,Oregon 97223 CLIENT: , Page 43 of 45 503-624-7005 PROJECT: nciAizo dEUTSAL • 7" 745 NW Mt.Washington Dr.#205 NUMBER: /5— IZO I 8end,Oregon 97703 541-383-1828 FROELICH DATE: 12303 Airport Way,Suite 200 ENGINEERSR Broomfield,Colorado 80021 fwelIch ',korn 720-560-2269 BY: y 5 p 0 UT—CD F-PtAdve roacc-, : Fps. o.cf sa5 I e F) sr)5 s 0-72. ie,s1.2.• PLF ( PcFg 2 025 A") ) X 2.7 X 150 Ft-F (?.c. ) (o2) (;2.025)(t.25)s. /3C >co. i)(z2,50) 0 . kv WALL AAicKogAc,e goces: Fes (5.qscts 'e- c..1P kcks 1 .0 i2L 100 4 .4 )(03.42)(1-01) ((.2.5) (2.025 Pcr) s 7_9E2 P&Pimps0A.1 -06 Ce.v..1 .12P"1, 0 -r 4Th It ‘A. C.,te%Ark e r „=1* q Zi "S Imps°/4 PLP11 1 2. SI 7165 Ar +8'-0- 0 C : ) ( -% )( 7).1150 CAA6T VI 0 . 7 E Ha 6969 SW Hampton StCLIENT: . Pr'4E'E Portland,Oregon 97223 Page 42 of 45 503-624-7005 PROJECT: (re 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 j . FROELICH :.; DATE: ENGINEER 5% 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 W-4*Ero ic19 eagiroeer cEsm 720-560-2269 BY: SetS1/41\1G LoRocl= bL. 25P'*'F , o tt., tJ 6r fAHT 1zaoF : (231')( 14 t• )(2'S 1*'SC) , -6 57 lc WALLS: • (22S4t") (2 )( 15) k ^) ( 150 ) s _536.k c w orb* G.s 12 t1 1 t.. TOTAL: 1 393 F: ( 'G ) (W ) s (43.72) ( .2$) (t393k) xZ56k 1q f5 i 1 I PIF ' 7 R.tC> A �# G )Rto c : V s (250 A ( 3 E7-�'�' �L�(L.�o)' 6 b (As.) 2 ryN Xt;aT FA5TA/cJeS : 3/ DIA Lam, 12 OC. c t '2, t/VTO extsTe.. ,3X b• Z % ( 3DtA rte,= trL y 2.0 O �bS 32olbs V .. v >< fof'LF 3z0 290 'c.'- �, 5,„kp5o4l i1FP10— & t$4o I 40 s y 62 .,17' use. IM,r sov( u FPrQ— A'S'- 4 Z9 aPL 1 l' r ,'1 CLIENT: 6969 SW Hampton St. PA( r J Portland,Oregon 97223 Page 44 of 45 503-624-7005 PROJECT: 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH L,r; orLr ,. DATE: ENGINEERSA 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froelich-engineers.cam 720-560-2269 BY, D,APKRAe,M D6 51c,A1: k. T7-5•5 Vx( i5o) (0. ) s -g 5k Z U_ 77.5 s Kb, PAF (ASD) zK ,H !` 27.5k 5 ti •,' e Ex t STC, SKI 3/u PP-ywooa wr .7 cl .s La 3�O 47 facies ' 12 0c AT . r6GOS, CAPACITY : 640 PGF ( TA3L5 t1.2. C : Ial Q. 0 0 oKblock...1) 6ya Pe. x o• 5 % 040 (ASO) l' M 0 '&3 .G , PI-12 Li'l 32.* .610 �+y I2. X 12 6 t... "?Z o Pc.F ) r 1 2.o x - 610