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gt(pa02-o 6 I - Date: 12/30/14 Project: Noodles 819 - Calc. By: 12/30/14 Location: Portland, OR Pro'. No.: 12/30/14 Client: Chipman Design Architecture, Inc RPM-. �.�._ § (ice,� 1,;,.,;..z„:1_, s _ Page(s) Description FEB 5 2015 Structural Calculations for the hoods and RTU _: d!UAW) WWJ5loN Certified By: 1717 East 116th Street, Suite 200 ,�RucTo&,q Carmel, Indiana 46032 e P: 317-580-0402 ,sti¢�p PRQFFs �5 NGINFF s,� F: 317-582-0766 � `� „5;,s, 29 www.mccomaseng.com 89689PE co C) "fp OREGON��4j 9��gRY20 2 �P dpN:, M�GO/ Page 1 of 12 Date: 12/30/14 Project: Noodles 819 - Calc. By: SMA Location: Portland, OR Att Proj. No.: 14314 Client: Chipman Design Architecture, Inc. Sv _ , _ _' Location Main '. Roofing Single Ply Fully Adhered 1.0 psf Insulation 4"Rigid Insulation 3.0 psf Decking Plywood,3/4"APA 24/16 2.5 psf Framing Wood Glulam Purlins @ 7'-0"o.c. 5.0 psf Ceiling Acoustical Tile(Lay-In) 2.0 psf MEP HVAC&Electrical 2.0 psf Sprinkler Common Sprinkler Systems 2.0 psf Other Misc 2.5 psf Other Other 47b1 , Pead L"6attt7 0 t praf' Roof Live Load, Lr 20.0 psf Snow Load, S 20.0 psf Dead + Live D+Lr) 40.0 psf, Dead,On©w(D+S 40.0 i Superimposed Dead Load 12.5 psf 1. Superimposed Dead Load=Design Dead Load-Decking-Framing 2.Table 4-1,Concentrated Loads, Lr: All roof surfaces subject to maintenance workers- 300 lb Primary roof members,exposed to a work floor: Single panel point of lower chord of roof trusses or any point along primary structural members supporting roofs over manufacturing,storage warehouses and repair garages- 2000 lb All other occupancies- 300 lb 010002 PIF 7-10 V1.0.14314 Noodles Tigard.xlsx Pfa9728i512 Page 1 of 1 • Date: 12/30/14 Project: Noodles 819 - Calc. By: SMA Location: Portland, OR Pro'. No.: 14314 Client: Chipman Design Architecture, Inc. Ai& Zip Code Risk Category: II Normal Risk Stories 1 Importance Factor, le: 1.00 Diaphragm Type Flexible 5%Damped Response Site Coefficients Spectral Response Structural Site Short Per. 1s Period Tab. 11.4-1 Tab. 11.4-2 11.4-1 11.4-2 11.4-3 11.4-4 Height Class 0.2s Ss 1.0s S1 Fa Fv Sms Sm1 Sds Sd1 20.00 ft D 0.978 0.425 1.109 1.575 1.084 0.669 0.723 0.446 Seismic Force-Resisting System (SFRS) A. Bearing Wall Systems 15. Light-frame (wood)walls sheathed with wood structural panels rated for shear resistance Table 12.2-1 Design Coefficients and Factors 12.6 12.8-1 Overstrength Defl.Amp. 12.3.4 Response Seismic Analysis Base Factor Factor Height ASCE 7 Redundancy Modification Design Cat. Procedure Shear, V 00g Cd b Limit C Detailing Section p R d SDC ELFA 11.1%W 3 4 65 ft 14.5 1.3 6.5 D Footnotes from Table 12.2-1: a Response modification coefficient,R,for use throughout the standard.Note R reduces forces to a strength level,not an allowable stress level. b Deflection amplification factor,Cd,for use in Sections 12.8.6,12.8.7,and 12.9.2. C NL=Not Limited and NP=Not Permitted.For metric units use 30.5 m for 100 ft and use 48.8 m for 160 ft. d See Section 12.2.5.4 for a description of seismic force-resisting systems limited to buildings with a structural height,hn,of 240 ft(73.2 m)or less. g Where the tabulated value of the overstrength factor,00,is greater than or equal to 2%,00 is permitted to be reduced by subtracting the value of 1/: Long-Period Structure 11.4.5 Design Response Spectrum Transition Period TL Ta To Ts Ct Structure Type (Table 12.8-2) Fig. 22-12 (12.8-7) 0.2S(WS os Soy/Sos Tab. 12.8-2 All Other Structural Systems 12 0.189 0.123 0.617 0.02 0.800 0.700 0.723 0.600 0.500 0.446 0.400 0.300 0.289 0.200 0.223 0.149 0.100 — - 0.112 OMNMO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 retiGI 2 8 0 '4 8 8 8 o a 8 8 8 0 . 8 O 0 0 N e-1 4-4 .-4 N N N N N N M M M M M CI' n 010002 PIF 7-10 V1.0.14314 Noodles Tigard.xlsx P� 9/328�512 Page 1 of 4 Date: 12/30/14 Project: Noodles 819 - Calc. By: SMA Location: Portland, OR Ai Proj. No.: 14314 Client: Chipman Design Architecture, Inc. Table 12.3-1 Horizontal Structural Irregularities la lb 2 3 4 5 Torsional Extreme Reentrant Diaphragm Out-of-Plane Nonparallel Torsional Corner Discontinuity Offset System Table 12.3-2 Vertical Structural Irregularities la lb 2 3 4 5a 5b Stiffness Extreme Weight Vertical In-Plane Weak Extreme Soft Story Soft Story (Mass) Geometric Discontinuity Story Weak Story 12,3.3 Limitations with Strubtut'aI,Irregularities: 12.3.3.1 - - - Section Check is OK 12.3.3.2 Section Check is OK 12.3.3.3 - Section Check is OK 12.3.3.4 - Section Check is OK Seismic Load Combinations 12.4.2.3 Strength Design Seismic Load Combinations (12.4-1) E=Eh+Ev E=1.3 Qe+0.181 D 5 1.345D + 1.3 Qe + L + 0.2S (12.4-2) E=Eh-Ev E=1.3 Qe-0.181 D 7 1.045D + 1.3 Qe (12.4-3) Eh=pQe 1.3 Qe (12.4-4) Ev=0.2SDsD 0.181 D 12.4.2.3 Allowable Stress Design Seismic Load Combinations (12.4-5) Em=Emh+Ev E=3 Qe+0.181 D 5 1.101D + 0.91 Qe (12.4-6) Em=Emh-Ev E=3 Qe-0.181 D 6 1.072D + 0.683Qe + 0.75L + 0.75S (12.4-7) Emh=00Qe 3 Qe 8 0.499D + 0.91 Qe 12.4.3.2 Strength Design with Overstrength Factor Q E= Seismic Load Effect 5 1.345D + 3Qe + L + 0.2S Eh= Effect of horz.forces 7 0.755D + 3Qe Ev= Effect of vert.forces Emh= Seismic load effect including O 12.4.3.2 Allowable Stress Design with Overstrength Factor Q Qe= Effects of horz.forces from V or Fp 5 1.101D + 2.1Qe 6 1.076D + 1.575Qe + 0.75L+ 0.75S 8 0.499D + 2.1 Qe 010002 PIF 7-10 V1.0.14314 Noodles Tigard.xlsx Pff9 8ig2 Page 2 of 4 Date: 12/30/14 Project: Noodles 819 - Calc. By: SMA Location: Portland, OR Att Proj. No.: 14314 Client: Chipman Design Architecture, Inc. 12.3.1 Diaphragm Flexibility Flexible Diaphragm Type Has Been Input Flexible Rigid (12.8.4.2) Accidental Torsion: None 5% (12.8.4.3) Amp. of Torsion: - - 12.4.4 Minimum Upward Force for Horizontal Cantilevers 0.2D in addition to LC in Section 12.4 12.5 Direction of Loading for SDC D As a minimum,conform to the requirements of Section 12.5.3. In addition,any column or wall that forms part of two or more intersecting seismic force-resisting systems and is subjected to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20 percent of the axial design strength of the column or wall shall be designed for the most critical load effect due to application of seismic forces in any direction. Either of the procedures of Section 12.5.3 a orb are permitted to be used to satisfy this requirement. Except as required by Section 12.7.3,2-D analyses are permitted for structures with flexible diaphragms. 12.6 Anlaysis Procedure Risk Cat. SDC Stories Height Horz. Irr. Vert. Irr. T<3.5Ts Light-Frame II D 1 20.00 ft No No Yes Yes Analysis Procedure Equivalent Lateral Force Analysis, Section 12.8 12.8 Equivalent Lateral Force Procedure Cs Cs Cs Cs SDS SD1 le R T TL (12.8-2) (12.8-3) (12.8-5) (12.8-6) 0.723 0.446 1.00 6.5 0.189 12 0.111 0.363 0.032 - Seismic Base Shear,V= 11.1%W 12.9 Modal Response Spectrum Analysis (12.9.2) R/le Cd/le 6.50 4.00 12.7.2 Effective Seismic Weight (Add to Overall Building Mass) Additional Floor Seismic Weight Per Level Area Live Load Type Live Load Live, L' Partition,L 2 Main Dining rooms and restauran 100 psf a ,0-41 + •®t3 1. 12.7.2.1:25%x Live Load for Storage. Not required if no more than 5%is added to that level. 2. 12.7.2.2:Actual weight of partitions or 10 psf, whichever is greater. Additional Roof Seismic Weight Per Level Area Snow, S Live, L Snow, S' Main 20 psf 20 psf 711 UtA - 010002 PIF 7-10 V1.0.14314 Noodles Tigard.xlsx Pfi9/518142 Page 3 of 4 Date: 12/30/14 Project: Noodles 819 - Calc. By: SMA Location: Portland, OR Proj. No.: 14314 Client: Chipman Design Architecture, Inc. §iy"t ,�.?,. .;n 5„a`o" � ”' IS _.•. SAD .a. w' ._ ® .:.:.ire i(` �17. iN 12.10 Diaphragms, Chords & Collectors 12.10.1 Diaphragm Design (12.10-2) Fpx = 0.188 wpx wpx=Weight tributary to the diaphragm at Level x (12.10-3) Fpx = 0.376 wpx 12.10.2 Collector Elements 12.11.1 Design for Out-of-Plane Forces (12.11-1) Fp = 0.4 SDS le Wp= 0.289 Wp 12.11.2 Anchorage of Structural Walls (Minimum In-Plane Forces) (12.11-1) Fp=.4 SDS ka le Wp Wp=Weight of Wall Triburary to the Anchor (12.11-2) ka=1.0+Lf/100 , ka (max) = 2.0 Wall Anchorage Forces for Flexible Diaphragm Lf= 20 ftL J a -1- L30 ft 40 ft 50 ft 60 ft 70 ft 80 ft 90 ft 100 ft 4 L i ' ka = 1.2 � 1.3 l 1.4 I 1.5 i 1.6 I 1.7 j 1.8 J 1.9 L 2.0 Fp = 0.347 Wp 0.376 Wp 0.405 Wp 0.434 Wp 0.463 Wp 0.492 Wp; 0.521 Wp 0.549 Wp 0.578 Wp Wall Anchorage Forces for Rigid Diaphragm Fp = 0.289 Wp ka = 0.0 12.11.2.2 Additional Requirements, See Section 12.12 Drift and Deformation Table 12.12-1 Allowable Story Drift Aa All other structures 0.02 hsx Structures,other than masonry shear wall structures,4 stories or less with interior walls, partitions,ceilings,and 0.025 hsx exterior wall systems that have been designed to accommodate the story drifts 12.12.3 Structural Seperation (Seismic Joints) (12.12-1) 6M=Cdbmax/ le= 4xbmax 6 max= Maximum elastic displacement at the critical location. Bldg. 1 Bldg. 2 6 max= 1.000 in 1.000 in 6 M = 4.00 in 4.00 in B1 - B2 Joint Width, 6 MT= 1.41 in 12.13 Foundation Design (12.13.4) 25% Overturning Effects at Soil-Foundation Interface Allowable Reduction (12.13.5.2) - - (12.13.6) Comply with ACI 318 Section 21.8 (12.13.6.2) - - 010002 PIF 7-10 V1.0.14314 Noodles Tigard.xlsx Pfabei512 Page 4 of 4 . McComas Engineering Project Title: Noodles 819 1717 E. 116th St Engineer: SMA Project ID: MEI 14314 Carmel,IN 46032 Project Descr: Printed 28 JAN 2015,3:21 PM Wood Beam File=p•114314 Noodles 819 Tigard)of ngineenng4Erie€calo\1d14 noodles 819 pdrtland or1eo6 LI <�. i€RGAL ING.,9, 0 B ISf;6,15,1.19,Ver-a51.197 Lic.#: KW-06002558 Licensee:mccomas engineering Description: Existing GL beam supporting MUA-1 and RTU-1(worst case) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb Compr 1,850.0 psi Ebend xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.313) D(0.313) D(0.469) D(0.16�r(0.1s,) tia • A 3.125x24 � Span=24.0 ft Applied Loads ,._ , Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.160, Lr=0.160, Tributary Width=1.0 ft Point Load: D=0.3130k@ 10.0 ft Point Load: D=0.3130 k @ 13.0 ft Point Load: D=0.4690 k @ 17.830 ft DESIGN SUMMARY, .._ _ ? Design OK Maximum Bending Stress Ratio = 0.383 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb:Actual = 1,112.05psi fv:Actual = 77.43 psi FB:Allowable = 2,902.04 psi Fv:Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 12.438ft Location of maximum on span = 22.073 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.185 in Ratio= 1553 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.443 in Ratio= 649 Max Upward Total Deflection 0.000 in Ratio= 0 <180 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv FY +D+H 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.312 0.190 0.90 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 2089.47 2.26 45.20 238.50 +D+L+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.281 0.171 1.00 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 2321.63 2.26 45.20 265.00 '1 +D+Lr+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.383 0.234 1.25 0.967 1.00 1.00 1.00 1.00 1.00 27.80 1,112.05 2902.04 3.87 77.43 331.25 +D+S+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.244 0.148 1.15 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 2669.88 2.26 45.20 304.75 +D+0.750Lr+0.750L+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 7 of 12 , McComas Engineering Project Title: Noodles 819 1717 E. 116th St Engineer: SMA Project ID: MEI 14314 Carmel,IN 46032 Project Descr: Printed:28 JAN 2015,321 PMt Res pA14314 Noddles 819 gad ORingineei,n\.nealct1314 noodles 819 pound or ec6W{ Od Beam es Bud r.1 _1.1 Ver:6.1 .1.19 Lic.#:KW-06002558 Licensee:mccomas engineering Description: Existing GL beam supporting MUA-1 and RTU-1(worst case) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=24.0 ft 1 0.344 0.209 1.25 0.967 1.00 1.00 1.00 1.00 1.00 24.93 997.00 2902.04 3.47 69.38 331.25 +D+0.750L+0.750S+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.244 0.148 1.15 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 2669.88 2.26 45.20 304.75 +D+0.60W+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.176 0.107 1.60 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 3714.61 2.26 45.20 424.00 +D+0.70E+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.176 0.107 1.60 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 3714.61 2.26 45.20 424.00 +D+0.750Lr+0.750L+0.450W+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.268 0.164 1.60 0.967 1.00 1.00 1.00 1.00 1.00 24.93 997.00 3714.61 3.47 69.38 424.00 +D+0.750L+0.7505+0.450W+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.176 0.107 1.60 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 3714.61 2.26 45.20 424.00 +D+0.750L+0.7505+0.5250E+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.176 0.107 1.60 0.967 1.00 1.00 1.00 1.00 1.00 16.31 652.36 3714.61 2.26 45.20 424.00 +0.60D+0.60W+0.60H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.105 0.064 1.60 0.967 1.00 1.00 1.00 1.00 1.00 9.79 391.42 3714.61 1.36 27.12 424.00 +0.60D+0.70E+0.60H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.105 0.064 1.60 0.967 1.00 1.00 1.00 1.00 1.00 9.79 391.42 3714.61 1.36 27.12 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+Lr+H 1 0.4434 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.287 4.488 Overall MINimum 1.420 1.541 +D+H 2.367 2.568 +D+L+H 2.367 2.568 +D+Lr+H 4.287 4.488 +D+S+H 2.367 2.568 +D+0.750Lr+0.750L+H 3.807 4.008 +D+0.750L+0.750S+H 2.367 2.568 +D+0.60W+H 2.367 2.568 +D+0.70E+H 2.367 2.568 +D+0.750Lr+0.750L+0.450W+H 3.807 4.008 +D+0.750L+0.7505+0.450W+H 2.367 2.568 +D+0.750L+0.7505+0.5250E+H 2.367 2.568 +0.60D+0.60W+0.60H 1.420 1.541 +0.60D+0.70E+0.60H 1.420 1.541 D Only 2.367 2.568 Lr Only 1.920 1.920 L Only S Only W Only E Only H Only Page 8 of 12 McComas Engineering Project Title: Noodles 819 1717 E. 116th St Engineer: SMA Project ID: MEI 14314 Carmel,IN 46032 Project Descr: Printed.28 JAN 2015,3:35PM - WaadBem .I File p;114314 Noodles 8191 Tigard OR ngineering\Enercalo114314 noodles 819 portland orec6 � ! >"Nei,CpLG,iS .'f9a32015,Su7rt:6.ts.1.19,Ver:d11.19 Lic.#:KW-06002558 Licensee:mccomas engineering Description: Girder Beam supporting RTU-1 and CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(3.84)Lr(3.84) D(5.1)Lr(3.84) D(5.1)Lr(3.84) D(3.84)Lr(3.84) i p i` , 1. �i Err-ttq ll a Il '140111(fie - ,F 2x ems"'= f . E fid `1r'.5 .1 e " €e ¢� k 5 t..):;;"-..-, ti4.,1 -* tier�fit ,,!,-,z,--__,,, '"g 4 'KI II t �`"- -Ata_ ��aa '� P. • A8.75x30 A Span=30.0 ft - Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=3.840, Lr=3.840 k @ 1.50 ft Point Load: D=5.10, Lr=3.840 k @ 9.50 ft Point Load: D=5.10, Lr=3.840 k @ 17.50 ft Point Load: D=3.840, Lr=3.840 k @ 25.50 ft DESIGN SUMMARY.,. _ Design OK Maximum Bending Stress Ratio = 0.45& 1 Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span 8.75x30 Section used for this span 8.75x30 fb:Actual = 1,146.53 psi fv:Actual = 85.47 psi FB:Allowable = 2,503.83 psi Fv:Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 17.518ft Location of maximum on span = 25.511 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 1433 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.564 in Ratio= 638 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span 4 M V Cd C FN C i Cr C m C t C L M fb F'b V N F'v +D+H 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.354 0.193 0.90 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 1802.76 8.05 45.98 238.50 +D+L+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.318 0.173 1.00 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 2003.07 8.05 45.98 265.00 +D+Lr+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.458 0.258 1.25 0.835 1.00 1.00 1.00 1.00 1.00 125.40 1,146.53 2503.83 14.96 85.47 331.25 +D+S+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 _ Length=30.0 ft 1 0.277 0.151 1.15 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 2303.53 8.05 45.98 304.75 +D+0.750Lr+0.750L+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 9 of 12 McComas Engineering Project Title: Noodles 819 • 1717 E.116th St Engineer: SMA Project ID: MEI 14314 Carmel,IN 46032 Project Descr: Printed:28 JAN 2015,3 35P IA/ ,i Bi„, ,+m', File=6.0,1i314 Nood1e47819i1gerd ORengineer1 1 neroalc114819 noodles 819 portJand'rr'„,ftrdpi :�. , m ENERQ' Q 1N .1 8 B 1 Ver:91 1:1 :i Lie.#:KW-06002558 Licensee:mccomas engineering' Description: Girder Beam supporting RTU-1 and Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb F'b V fv F'v Length=30.0 ft 1 0.407 0.228 1.25 0.835 1.00 1.00 1.00 1.00 1.00 111.50 1,019.39 2503.83 13.23 75.60 331.25 +D+0.750L+0.750S+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.277 0.151 1.15 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 2303.53 8.05 45.98 304.75 +D+0.60W+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.199 0.108 1.60 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 3204.91 8.05 45.98 424.00 +D+0.70E+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.199 0.108 1.60 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 3204.91 8.05 45.98 424.00 +D+0.750Lr+0.750L+0.450W+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.318 0.178 1.60 0.835 1.00 1.00 1.00 1.00 1.00 111.50 1,019.39 3204.91 13.23 75.60 424.00 +D+0.750L+0.7505+0.450W+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.199 0.108 1.60 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 3204.91 8.05 45.98 424.00 +D+0.750L+0.7505+0.5250E+H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.199 0.108 1.60 0.835 1.00 1.00 1.00 1.00 1.00 69.78 637.97 3204.91 8.05 45.98 424.00 +0.60D+0.60W+0.60H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.119 0.065 1.60 0.835 1.00 1.00 1.00 1.00 1.00 41.87 382.78 3204.91 4.83 27.59 424.00 +0.60D+0.70E+0.60H 0.835 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=30.0 ft 1 0.119 0.065 1.60 0.835 1.00 1.00 1.00 1.00 1.00 41.87 382.78 3204.91 4.83 27.59 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+Lr+H 1 0,5641 15.109 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.282 14.958 Overall MINimum 5.900 4.828 - +D+H 9.834 8.046 +D+L+H 9.834 8.046 +D+Lr+H 18.282 14.958 - +D+S+H 9.834 8.046 +D+0.750Lr+0.750L+H 16.170 13.230 +D+0.750L+0.7505+H 9.834 8.046 +D+0.60W+H 9.834 8.046 +D+0.70E+H 9.834 8.046 +D+0.750Lr+0.750L+0.450W+H 16.170 13.230 +D+0.750L+0.7505+0.450W+H 9.834 8.046 +D+0.750L+0.7505+0.5250E+H 9.834 8.046 +0.60D+0.60W+0.60H 5.900 4.828 +0.60D+0,70E+0.60H 5.900 4.828 D Only 9.834 8.046 Lr Only 8.448 6.912 L Only S Only 1 W Only E Only H Only Page 10 of 12 McComas Engineering Project Title: Noodles 819 1717 E.116th St Engineer: SMA Project ID: MEI 14314 Carmel,IN 46032 Project Descr: • Printed:29 JAN 2015,10:26AM WOOGf Beam File=p:v14314Noodles 819Tigard 0RvEngineeringvEnercaln14314noOdles 819portiandar.ec6 ,. ENERCALC,INC.1983.2015,Sultd:6.15 t19,Ver:615.1,1 Lic.#:KW-06002558 Licensee:mccomas engineering Description: Existing GL 3 1/8x24 supporting side by side woods CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.473) D(0.47300.059) D(0.059) 1 D 0.16 Lr 0.'16 111 • 3.125x24 • Span=24.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.160, Lr=0.160, Tributary Width=1.0 ft Point Load: D=0.4730 k @ 4.0 ft Point Load: D=0.4730 k @ 8.330 ft Point Load: D=0.0590 k @ 9.250 ft Point Load: D=0.0590 k t 12.750 ft DESIGN SUMMARY__ _ _ Design OK Maximum Bending Stress Ratio = 0.367. 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 3.125x24 Section used for this span 3.125x24 fb:Actual = 1,065.96 psi fv:Actual = 79.81 psi FB:Allowable = 2,902.04 psi Fv:Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 11.299ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.185 in Ratio= 1553 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.429 in Ratio= 671 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.291 0.199 0.90 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 2089.47 2.38 47.57 238.50 +D+L+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ^ Length=24.0 ft 1 0.262 0.180 1.00 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 2321.63 2.38 47.57 265.00 +D+Lr+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.367 0.241 1.25 0.967 1.00 1.00 1.00 1.00 1.00 26.65 1,065.96 2902.04 3.99 79.81 331.25 - +D+S+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.228 0.156 1.15 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 2669.88 2.38 47.57 304.75 Page 11 of 12 McComas Engineering Project Title: Noodles 819 1717 E.116th St Engineer: SMA Project ID: MEI 14314 Carmel,IN 46032 Project Descr: I Printed:29 JAN 2015,10:26AM WaOd Beam File=p 14814Nod"dles819 ardORv6ngineenhgvEnercalc114314noodte019poUanderec6 j; ENEI GALC,INC.191 -2015¢ujld 6.14:11-9,Vet:0.161,19 t' Lie..#:KW-06002558 Licensee:mccomas engineering Description: Existing GL 3 1/8x24 supporting side by side woods Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.328 0.217 1.25 0.967 1.00 1.00 1.00 1.00 1.00 23.78 951.28 2902.04 3.59 71.75 331.25 +D+0.750L+0.750S+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.228 0.156 1.15 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 2669.88 2.38 47.57 304.75 +D+0.60W+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.164 0.112 1.60 0.967 1.00 1.00 1.00 1.00 1,00 15.22 608.72 3714.61 2.38 47.57 424.00 +D+0,70E+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.164 0.112 1.60 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 3714.61 2.38 47.57 424.00 +D+0.750Lr+0.750L+0.450W+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.256 0.169 1.60 0.967 1.00 1.00 1.00 1.00 1.00 23.78 951.28 3714.61 3.59 71.75 424.00 +D+0.750L+0.750S+0.450W+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.164 0.112 1.60 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 3714.61 2.38 47.57 424.00 +D+0,750L+0,7505+0.5250E+H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.164 0.112 1.60 0.967 1.00 1.00 1.00 1.00 1.00 15.22 608.72 3714.61 2.38 47.57 424.00 +0.60D+0,60W+0,60H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.098 0.067 1.60 0.967 1.00 1.00 1.00 1.00 1.00 9.13 365.23 3714.61 1.43 28.54 424.00 +0,60D+0.70E+0.60H 0.967 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.098 0.067 1.60 0.967 1.00 1.00 1.00 1.00 1.00 9.13 365.23 3714.61 1.43 28.54 424.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+Lr+H 1 0.4292 11.912 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.607 4.137 Overall MINimum 1.612 1.330 +D+H 2.687 2.217 +D+L+H 2.687 2.217 - +D+Lr+H 4.607 4.137 +D+S+H 2.687 2.217 +D+0.750Lr+0.750L+H 4.127 3.657 +D+0.750L+0.750S+H 2.687 2.217 +D+0,60W+H 2.687 2.217 +D+0.70E+H 2.687 2.217 +D+0,750Lr+0.750L+0.450W+H 4.127 3.657 +D+0.750L+0.750S+0.450W+H 2.687 2.217 +D+0.750L+0.750S+0.5250E+H 2.687 2.217 +0.60D+0.60W+0.60H 1.612 1.330 +0,60D+0.70E+0.60H 1.612 1.330 D Only 2.687 2.217 Lr Only 1.920 1.920 L Only S Only W Only E Only H Only Page 12 of 12