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Specifications (2) OFFICE COPY B106- SOS 112gc) Sw eu ti Mtn rya . Peyton-Tomita & Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd. #240 Fullerton, CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE CS15 Ver 2016.10.02 www.struware.com RECEIVED f� PAt1Ffr, NOV 1 2O18 `��' �,G�NE• 'y CITY OF TIGARD 14,824'p I,IIL DIN G ivisioN • VEsee R4'C y 2 T V°' ;./D C3 E. P E t� max(' CD_)') )J( Cti STRUCTURAL CALCULATIONS FOR 44X55 CANOPY 11290 S.W. BULL MOUNTAIN RD , TIGARD, OR Page 1 of 36 Peyton-Tomita &Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB No. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE www.struware.com Code Search Code: OSSC 2014 Occupancy: Occupancy Group= M Mercantile Risk Category&Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating. Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (6) 0 00/12 0.0 deg Building length(L) 55.0 ft • • Least width (B) 44.0 ft Mean Roof Ht (h) 16.0 ft Parapet ht above grd 18.8 ft • Minimum parapet ht 2.8 ft • Live Loads: • Roof 0 to 200 sf: 20 psf 200 to 600 sf• 24-0.02Area, but not less than 12 psf over 600 sf: 1 f 2 ps Page 2 of 36 1 p. )J4 Peyton-Tomita&Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd #240 Fullerton,CA 92835 JOB NO. BCE17856 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Wind Loads : ASCE 7 - 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category B Enclosure Classif Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case 1 0.701 Kh case 2 0.585 Type of roof Monoslope AZ) Z L Speed-up Topographic Factor (Kzt) V(z) xjupwind] 7 x(downwind) Topography Flat Hill Height (H) 0.0 ft H< 60ft;exp B H/2 Half Hit Length(Lh) 0.0 ft .'. Kzt=1.0 .h H Actual H/Lh = 0.00 . HJ2 Use HILh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest:x= 50.0 ft • Bldg up/down wind? downwind V(z) Z N3 H/Lh= 0.00 K, = 0.000 ) Speed-up x/Lh= 0.00 K2= 0 000 V(z) x(upwind) . x(downwind) 4— zlLh= 0.00 K3= 1.000 H12 H At Mean Roof Ht. .. Lh HI2 Kzt=(1+K1 K2K3)^2= 1.00 . 2D RIDGE or 3D AXISYMMETRICAL HILL Page 3 of 36 1 S Peyton-Tomita&Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP P DATE 8/29/18 CHECKED BY DATE Wind Loads - Open Buildings: 0.25 <- h!L <- 1.0 Ultimate Wind Pressures Type of roof= Monoslope Free Roofs G= 0.85 Wind Flow= Clear Roof Angle= 0.0 deg NOTE:The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz=Kh(case 2)= 0.59 Base pressure(qh)= 18.3 psf Roof pressures-Wind Normal to Ridge • Wind Load Wind Direction Flow Case y=o&180 deg Cnw CnI Cn= 1.20 0.30 Clear Wind p= 18.7 psf 4.7 psi Flow B �CP --------:1.0 psf --00.-110 0 psf II, NOTE: 1).Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2).Cnw is pressure on windward half of roof.CnI is pressure on leeward half of roof. 3).Positive pressures act toward the roof.Negative pressures act away from the roof. Roof pressures-Wind Parallel to Ridge,Y=90 deg Wind Load Horizontal Distance from Windward Flow Case Edge h= 16.0 ft <_h >h<_2h >2h 2h= 32.0 ft Cn= _0.80 -0.60 -0-30 Clear Wind A p= -12.5 psf -9.4 psf -47 psf Flow B Cr= 0.80 0.50 0.30 p= _12.5psf 7.8psf 4.7 psf Fascia Panels-Horizontal pressures qp= 18.3 psf Windward fascia' 27.5 psf (GCpn=+1.5) Leeward fascia: -18.3 psf (GCpn=-1.0) Components &Cladding - roof pressures Kz=Kh(case 1)= 0.70 a= 4.4ft a2= 19.4sf Base pressure(qh)= 22.0 psf 4a2= 77.4 sf G= 0.85 Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative 5 19.4 sf 2.40 -3.30 1.80 -1.70 1,20 -1.10 C.� >19.4,s 77.4 sf 1.80 -1.70 1.80 -1.70 1.20 -1.10 >77.4 sf 1.20 -1.10 1.20-�_- -1.10 -- 120 -1.10 19.4 sf 44.8 esf-_ 616�sf 33 6psf� =317Qsf 22.4�sf -205psf Wind _ _________ ___ >19.4 s 77.4 sf 33.6 psi 731.7 psf 33.6 psf -31.7 psf 22.4 psf -20.5 psf pressure -------------------------------P-----------psi--------P---------P------ p - p >77.4 sf 22 4 sf 20 5 22.4 sf -20.5 sf 22.4 sf 20.5 sf Page 4 of 36 4 I Peyton-Tomita&Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO.BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Location of Wind Pressure Zones L L CNW CHI. , e t� l� f Site CHI (1l WIND � 1 WIND u►DIRECTION C D°2EC IION .a y 0%180' Y•0',180' tJ� ,--> PITCHED TROUGH L L 0 II n SI_ .111111111 i NIr WIND sL C TION B' !` '.Ar mazer ON y= 0' .0 t Y= 180' MONOSLOPE WIND DIREC;IION y= 0°, 180° L L L WIND WIND DIREC 12011.42J WIND DIRECTION DIRECTIONS MONOSLOPE PITCHED 1!COUGH WINI. )IRECTION y— 90° MAIN WIND FORCE RESISTING SYSTEM 3 3 -t 3 3 1 1 I 1 1 -1 1 -I 2 -f 3 1 i 3 3 8<10° 8>10° MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING Page 5 of 36 a, :, Peyton-Tomita &Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Snow Loads : ASCE 7-10 Nominal Snow Forces Roof slope = 0.0 deg Horiz.eave to ridge dist(W)= 44.0 ft Roof length parallel to ridge(L)= 55.0 ft Type of Roof Monoslope Ground Snow Load Pg = 10.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf=0.7'Ce`Ct`I'Pg = 8.4 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs = 1.00 !! Balanced Snow Load Ps = 8.4 psf • • Rain on Snow Surcharge Angle 0.88 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 5.0 psf Ps plus rain surcharge = 13.4 psf Minimum Snow Load Pm = 10.0 psf NOTE:Alternate spans of continuous beams Uniform Roof Design Snow Load = 13.4 psf use 25.0 and other areas shall be loaded with half the design root snow load so as to produce the greatest possible effect-see code. Windward Snow Drifts 1 -Against walls,parapets,etc more than 15'long Upwind fetch lu = 44.0 ft Projection height h = 2.8 ft Snow density g = 15.3 pcf -') Balanced snow height hb = 0.55 ft hd = 1.28 ft V.' hc = 2.24 ft /" Surcharge load hc/hb>0.2=4.1 Therefore,design for drift Due to Dr1Mg Drift height(hd) = 1.28 ft I . Drift width w = 5.13 ft hc , Surcharge load: pd=y'hd= 19.6 psf h hd pd ; �.+ Balanced Snow load: = 8.4 psf t t ` • , Balanced Snow Load 28.0 psf hbi 1 f tii t 7 t j ) t i 1 r Windward Snow Drifts 2-Against walls,parapets,etc>15' w Upwind fetch lu = 55.0 ft • Lu Projection height h = 2.8 ft Snow density g = 15.3 pcf Balanced snow height hb = 0.55 ft hd = 1.47 ft hc = 2.24 ft hc/hb>0.2=4.1 Therefore,design for drift Drift height(hd) = 1.47 ft Drift width w = 5.87 ft Surcharge load: pd=y'hd= 22.5 psf Balanced Snow load: = 8.4 psf 30.9 psf Page 6 of 36 f Payton-Tomita&Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404.6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Seismic Loads: ASCE 7-10 Strength Level Forces Risk Category: II Importance Factor(I).. 1.00 Site Class: D Ss(0.2 sec)= 95.80%g S1 (1.0 sec)= 42.00%g Fa= 1.117 Sms= 1.070 Sos= 0.713 Design Category= D Fv= 1.580 Sm1 = 0.664 So,= 0.442 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: error • Seismic resisting system: Steel ordinary cantilever column system DL<20 PSF, H<65 FT, OK System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height(hn)= 16.0 ft See ASCE7 Section 122.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 1.25 Over-Strength Factor(Do)= 1.25 Deflection Amplification Factor(Cd)= 1.25 Sos= 0.713 Sol= 0.442 p=redundancy coefficient Seismic Load Effect(E)= p QE+/-0.2SDs D = p QE +/- 0.143D QE=horizontal seismic force Special Seismic Load Effect(Em)= Do QE+1-0.2Sos 0 = 1.3 QE +/- 0.143D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= Crhn"= 0.160 sec x=0.75 Tmax=CuTa= 0.224 User calculated fundamental period(T)= 0 sec Use T= 0.160 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef,(Cs)= Sosl/R= 0.571 need not exceed Cs= sat i rRT= 2.212 but not less than Cs= 0.044Sds1= 0.031 USE Cs= 0.571 Design Base Shear V= 0.571W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Page 7 of 36 1. l DECK CANTILEVER LOADS LENGTH=L= 4.00 FT DECK WT.= 2.5 PSF MISC. WT.= _ 0.5 PSF DEAD WT.=W= 3 PSF FASCIA WT.=P= 15 PLF MOMENT=WL^2/2+PL=MD= 84 FT-LBS/FT LIVE LOAD=Lr= 20 PSF MOMENT=Lr*L^2/2=ML= 160 FT-LBS/FT SNOW LOAD=Pf= 25 PSF MOMENT=Pf*L^2/2=MS= 200 FT-LBS/FT SNOW DRIFT LOADS W1 @ FASCIA= 19.6 PSF DRIFT WIDTH= 5.13 FT W2 @ SUPPORT= 4.32 PSF MOMENT=W2*L"2/2+.5(W1-W2)L*2/3L=MDR= 116 FT-LBS/FT WIND PRESSURES ZONE 3 DOWN=pv= 44.8 PSF FASCIA H= 2.79 FT ZONE 3 UPLIFT=pv= -61.6 PSF C.O.A.=d= 0.98 FT FASCIA WINDWARD=ph= -27.5 PSF MW WIND= -75 FT-LBS/FT FASCIA LEEWARD=ph= 18.3 PSF MW LEE= 50 FT-LBS/FT MOMENT=pv*L^2/2+ph*H*d=MW= 408 FT-LBS/FT -568 FT-LBS/FT LOAD COMBINATIONS MD= 84 FT-LBS/FT MD+MLr= 244 FT-LBS/FT MD+MS+MDR= 400 FT-LBS/FT MD+0.6MW= 329 FT-LBS/FT MD+.75(MS+0.6MW)= 418 FT-LBS/FT MAXIMUM= 418 FT-LBS/FT= 6.685 IN-K/PNL. OK ALLOWABLE= 7.309 I N-K/PN L. .6MD-0.6MW= -290 FT-LBS/FT= 4.646 IN-K/PNL. OK ALLOWABLE= 10.321 IN-K/PNL. Page 8 of 36 DECK SPAN LOADS LENGTH=L= 9.00 FT DECK WT.= 2.5 PSF MISC. WT.= 0.5 PSF DEAD WT.=W= 3 PSF MOMENT<=WL^2/8=MD= 30 FT-LBS/FT LIVE LOAD=Lr= 20 PSF MOMENT<=Lr*L"2/8=ML= 203 FT-LBS/FT SNOW LOAD=Pf= 25 PSF MOMENT<=PrLA2/8=MS= 253 FT-LBS/FT SNOW DRIFT LOADS W1 @ FASCIA= 22.5 PSF DRIFT WIDTH= 5.87 FT W2 @ 1st RIB= 17.39 PSF MOMENT<=W2*LA2/8=MDR= 176 FT-LBS/FT WIND PRESSURES EFFECTIVE AREA=L*L/3= 27.00 SQ.FT. ZONE 3 DOWN= 33.60 PSF ZONE 3 UPLIFT= -31.70 PSF MOMENT<=pv*LA2/8=MW= 340 FT-LBS/FT -321 FT-LBS/FT LOAD COMBINATIONS MD= 30 FT-LBS/FT MD+MLr= 233 FT-LBS/FT MD+MS+MDR= 460 FT-LBS/FT MD+0.6MW= 234 FT-LBS/FT MD+.75(MS+0.6MW)= 373 FT-LBS/FT MAXIMUM= 460 FT-LBS/FT= 7.353 IN-K/PNL. OK ALLOWABLE= 10.321 I N-K/PN L. .6MD-0.6MW= 346 FT-LBS/FT= 5.536 IN-K/PNL. OK ALLOWABLE= 7.309 IN-K/PNL. Page 9 of 36 •. f CFS Version 5.0.3 Page 1 Section: BRDECK40.sct David Peyton BESTWORTH-ROMMEL GR 40 DECK Peyton-Tomita&Associates Rev. Date: 6/14/2006 8:06:38 AM 7 Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus :;f Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J C in^4 Part 1, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: 1 X to center of gravity 9 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 90.000 0.093750 None 0.000 0.000 0.313 2 1.250 180.030 0.093750 None 0.000 0.000 0.625 3 3.035 270.000 0.093750 Nested 0.000 0.000 1.517 4 16.000 180.000 0.093750 None 0.000 0.000 8.000 5 3.000 90.000 0.093750 Nested 0.000 0.000 1.500 6 1.078 0.000 0.093750 None 0.000 0.000 0.539 7 0.438 270.090 0.093750 None 0.000 0.000 0.219 PagelOof36 r, 1, CFS Version 5.0.3 Page 2 Section: BRDECK40.sct David Peyton BESTWORTH-ROMMEL GR 40 DECK Peyton-Tomita&Associates Rev. Date: 6/14/2006 8:06:38 AM Full Section Properties Area 0.86263 in-2 Wt. 0.0029330 k/ft Width 24 .932 in Ix 1.070 '_n^4 rx 1.114 in Ixy 0.409 in-4 Sx(t) 0.4651 _n^3 y(t) 2.301 in a -89.239 deg Sx(b) 1.4583 in^3 y;b) C.734 in Height 3.035 in Iy 31.805 _n^4 ry 6.072 in Xo -0.554 in Sy(1) 3.8690 in^3 x(1) 8.221 in Yo -1.948 in Sy(r) 3.5359in^3 x(r) 8.995 in jx 0.597 in Width 17.215 in jy 10.699 in Il 31.810 in-4 rl 6.073 in I2 1.065 in-4 r2 1.111 in Ic 32.875 in^4 rc 6.173 in Cw 46.566 in-6 Io 36.415 in^4 ro 6.497 in J 0.000344 in-4 Fully Braced Strength -2004 North American Specification - US (ASD) Compress-.:-. Positive Moment Positive Moment Pao 6.413 k Maxo 10.321 k-in Mayo 51.176 is-in Ae 0.28859 in-2 ixe 1.012 in-4 Iye 23.439 in-4 Sxe(t) 0.4309 in^3 Sye (1) 3.7533 in-3 Tension Sxe(b) 1.4733 in^3 Sye (r) 2.1366 in^3 Ta 21.033 k Negative Moment Negative Moment Maxo 7.309 k-in Mayo 50.083 k-in I • Shear Ixe 0.504 in-4 Iye 21.938 in-4 • Vay 2.240 k Sxe(t) 0.3638 in^3 Sye (1) 2.0909 in-3 Vax 0.000 k Sxe (b) 0.3051 in-3 Sye (r) 3.2630 in^3 Page 11 of 36 .,. S. PURLIN LOADS: PURLIN TRIG DL Lr Pf +W -W EF A 9.389 49.83 187.8 234.72 210.3 -192.5 140.83 B 8.111 17.67 162.2 202.78 181.7 -166.3 121.67 C 9.000 27.00 180.0 225.00 201.6 -184.5 135.00 D 8.111 17.67 162.2 202.78 181.7 -166.3 121.67 E 9.389 49.83 187.8 234.72 210.3 -192.5 140.83 TOTALS 44.000 162.0 880.0 1100.0 985.6 -902.0 660.00 PURLIN NA NB SD ED A 175.6 -161.5 63.07 211.25 B 151.7 -139.5 -12.79 182.50 C 105.3 -84.6 0.00 202.50 D 38.1 -13.0 -12.79 182.50 E 44.1 -15.0 63.07 211.25 TOTALS 514.8 -413.6 100.5 990.0 WINDWARD FASCIA .5 PSF F 2 S LEEWARD FASCIA 18.3 PSF FASCIA HEIGHT 2.79 FT LATERAL WIND LOAD 127.86 PLF NO. OF PURLINS 5 25.6 PLF/PURLIN SEISMIC LOAD VE= 0.571 W WE= 18.5 PLF/PURLIN PE= 75.4 LBS/PURLIN Page 12 of 36 11111.11111111 I I I i i I 1 s I 417 M2 4,43 4 i Envelope Only Solution SK- 1 ________—, PEYTON TOMITA&ASS.. OUTSIDE PURLIN Aug 29, 2018 at 11:18 AM DEP oP.r3d ', P g of 36 �IBCE17858 — _ r, a, Company PEYTON-TOMITA&ASSOCIATES Aug 29,2018 II I RISA Designer um DEP 11:18 AM Job Number BCE17858 Checked By Model Name OUTSIDE PURLIN Hot Rolled Steel Properties --_ Label__.._. __. E[ksi] G [ksi] Nu Therm(\1E,Density[k/ft... Yield[ks] Ry r Fulksi] Rt 1 A36 Gr 36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 , 11154 .3 .65 .49 50 _ 1.1 58 1.2 3 A992 29000 1 11154 .3 65 .49 . 50 1.1 58 1.2 4 A500 Gr.42 29000 1 11154 .3 65 .49 42 1.3 � 58 1.1 5 T A500 G r.46 29000 11154 3 65 49 46 1.2 58 1.1 6 A53 Gr.B 29000 j 11154 .3 .65 .49 35 1.5 l 58 1.2 Hot Rolled Steel Section Sets I Label Shape Type Design List Material Des ignRul... A[n2] lyy[in4] Izz[in4j J[in4] 1 HR1A i W14x26 Beam Wide Flange iA992 Typical _ 7.69 , 8.91 , 245 .358 Joint Coordinates and Temperatures Label X[ft] Y 011 Z[ft] Temp[F1 Detach From Diaphragm 1 N 1 0 0 0 0 2 N2 13.5 0 , 0 I 0 3 N3 41.5 0 0 t 0 , 4 N4 1 55 0 0 0 Joint Boundary Conditions _ Joint Label X [k/inj Y Ik/inj Z[loin] X Rot.[k-ft/radl Y Rot.[k-fUrad] Z Rot.[k-ft/rad] 1 N2 - Reaction I Reaction Reaction Reaction 2 N3 Reaction Reaction___ Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(...Section/Sh... Type Design List Material Design Rules 1 M1 N1 N2 HR1A ;Beam; Wide Range A992 Typical 2 M2 N2 N3 _-_ _ HR1A Beam, Wide Flange _ A992 Typical 3 M3 N3 N4 HR1A Beam' Wide Flange A992 Typical Member Advanced Data Label I Release J Release I Offset[inJ J OffsER in] T/C OnlyPhysical Analysis Offset... Inactive Seismic Design Rules 1 M1 Yes None 2 M2 Yes - None 3 M3 Yes INone Hot Rolled Steel Design Parameters Label Shape Length[ft]. Lby.y[ft] , Lbzz[ft] Lcomp top[ftjLcomp bot[ftj L-torque[ft] Kyy Kzz Cb Functi... 1 M1 HR1A 13 5 Lbyy Lateral I 2 M2 HR1A i 28 9.333 9.333 9.333 'Lateral 3 M3 HR1A 13.5 Lbyy Lateral' RISA-3D Version 15 0 2 [C\CAD FILES 1BARGHAUS\BCE17858\OP.r3d] Page 1 Page 14 of 36 M, Y, Company PEYTON-TOM ITA&ASSOCIATES Aug 29. 2018 II I RISA Des igner DEP 11 18 AM Job Number BCE17858 Checked By Model Name OUTSIDE PURLIN Joint Loads and Enforced Displacements(BLC 1 :D) Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad),A*s^2/ft, k's^2ft)] 1 N 1 L Y -.141 2 N4 L Y -.141 Joint Loads and Enforced Displacements(BLC 7 :E) Joint Label L,D,M._ Direction MagniWde[(k,k-ft),(injad), (k`s^2tftLk*s"2`ff] � 1 N 1 L Z -.075 2 N4 L Z -.075 Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magniudeilb/ft,F,ksfl End Magndude[Ibift,F,ksf] Start Location[ft,..End Location[ft,.._ I M1 I Y -49.83 -49.83 0 0 2 M2 Y ] -49.83 -49.83 0 0 T 13 M3 i Y y -49.83 -49.83 1 0 0 Member Distributed Loads (BLC 2:Pry Member Label Direction Start Magnilude[b✓ft,F,ksf] _End Magnitudgib/ft,F,ksi ,Start Location[R,.,End Locatior�ft,_._ 1 M1 Y -234.72 -234.72 0 t 0 2 M2 Y -234.72 -234.72 0 i 0 ' 3 M3 ! Y ___ -234.72 -234.72 1 0 0 Member Distributed Loads (BLC 3:SD) Member Label Direction _Start Magnitude[fta+ft,F,ksf] End Magndude[Ib/ft,F,ksfj Start Location[ft,.,End Location[ft,._. 11 E M1 r Y -63.07 -63.07 0 0 2 : M2 I Y -63.07 -63.07 0 I 0 3 M3 Y -63.07 -63.07 i 0 [ 0 Member Distributed Loads (BLC 4 : ED) Member label Direction Start MagnitudeR/ft,F,ksf] End Magnitude[Ibrft,F,ksf] Start Location[ft,..End Locationjft,. . 1 M1 Y-__I 211.25 0 -_- D 5.87 Member Distributed Loads (BLC 5: +IN) Member Label Direction Start Magnitudellblft,F,ksf] End Magnitude[lbrft,F,ksf] Start Location[ft,..End Locafionjft,... : 1 , M1 Y -210.3 -210.3 l 0 0 2 M2 I Y -210.3 -210.3 0 0 3 ; M3 Y -210.3 -210.3 0 ', 0 4 M1 Z -25.6 - -25.6- 0 0 5 M2 Z 25.6 -25.6_ ___ 0 0 6 ! M3 i Z -25.6 _ -25.6 0 0 Member Distributed Loads (BLC 6:-IA) Member Label Direction Start Magnitude)/ft,F,ksf] End Ma_nitudgbdt,F,ksf] Start Location[ft,..End Localion[ft,... 1 M1 Y 192.5 192.5 0 .-- 0 -- 2 M2 Y__ 192.5 192.5 0 0 - 3 M3 Y- 1 Y 192.5 192.5 . 0 0 �' 4 M1 Z -25.6 -25.6 0 0 ; 5 M2 Z -25.6 -25.6 1 0 0 RISA-3D Version 15.0.2 [C:1CAD FILES 1BARGHAUS\BCE17858\OP.r3d] Page 2 Page 15 of 36 N. a, Company PEYTON-TOM LTA&ASSOCIATES Aug 29,2018 IIIRISA JobDesigner um DBCE AM Job Number : BCE17858 Checked By Model Name OUTSIDE PURLIN Member Distributed Loads (BLC 6 : -IM (Continued) Member Label Direction Start Magnitudeflb/ft,F,ksf[ End Magnitude[IbiTt,F,ksf[ Start Locationlh..End Locatonjft,,.. 6 M3 Z -25.6 -25.6 0 0 Member Distributed Loads (BLC 7:E) Member Label Direction Start Magnitudepblft,F,ksfl End Magnitude[Ibift,F,ksf[ Start Location[ft,..End Locationfft,... 1 M1 Z -18.5 I -18.5 0 0 2 M2 Z ' -18.5 I -18.5 0 0 3 M3 Z -18.5 -18.5 0 l _ 0 Member Distributed Loads (BLC 8 : USL1) Member Label Direction Start Magnitude[Ibift,F,ksfl End Magnitude[lb/ft,F,ksf[ Start Location[ft,..End I Mation[ft,... 1 M 1 Y -117.36 -117.36 0 0 --- -------- • 1 2 M2 Y : -234.72 234.72 _____- 0 0 3 M3 Y -117.36 117.36 0 0 Member Distributed Loads (BLC 9:USL2) Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitudeflb/ft,F,ksfl Start Location[ft,..End Location[ft,... 1 M1 Y -234.72 -234.72 1 0 0 2 M2 Y 234 72 -234.72 0 0 3 M3 Y 117.36 117.36 0 0 Basic Load Cases BLC Description Category X Grayi Y Gravity Z Gravity Joint Pant Distribu..Area(M...Surface.. 1 D DL -1 2 3 2 Pf SL I 3 3 --- SD -- — SL 3 4 ED SL 1 1 5 +W WL 6 6 W WL 6 I 7 E EL T 571 2 3 1 8 USL1 _ SL I 3 f 9 USL2 SL ; 3 • Load Combinations I Y - I r Fac 1 D Yes Y 1 1 Description o ... ac ac... ac... 1 I 2 D+Pf+SD+ED IYesl 1 [ 1 2 1 3 1 4 1 1 i 3 D+.6W ,Yes; Y 1 1 • 5 .6 i I i _ 1 4 '� .6D-.6W !Yes! Y 1 1 .6 6 .6 ! 1 I --ram --r— 1— ' i i I 5 I D+.75(Pf+.6W Yes� Y 1 i 1 2 .75 5 !.45 , i _ I I 1 6 i 1.1D+.7E__ Y Y �1 1_1 7 .7 i 1 8 D+USL2 !Yes! Y - 1 1 1 T 9 . 1 � I 7 D+USL1 Yesi, Y 1 1 8 1 RISA-3D Version 15.0.2 [C:\CAD FILES\BARGHAUS\BCE178581OP.r3d] Page 3 Page 16 of 36 r a Company PEYTON-TOMITA&ASSOCIATES Aug 29. 2018 II,R'SA& Designer DEP 11:18AM Job Number BCE17858 Checked By Model Name : OUTSIDE PURLIN Load Combination Design Des cnption ASIF CD ABIF Service Hot Rolled Cold For Wood Concrete Masonry Footings AluminumCoineci... 1 ; D I Yes Yes Yes Yes I Yes Yes Yes Yes 2 i D+Pf+SD+ED Yes Yes Yes Yes 1 Yes Yes Yes Yes 3 i D+.6W Yes Yes Yes Yes 1 Yes Yes Yes Yes 4 .6D-.6W Yes Yes_ Yes ' Yes 1 Yes , Yes Yes Yes +7 + 1 T b _D- blPf_6W� Yes _ Yes Yes__ Yes _* Yes Yes _I _Yes + Yes 6 1.1D+.7E _ Yes _ Yes Yes Yes Yes Yes Yes Yes 7 D+USL1 Yes Yes Yes Yes Yes t Yes -1—Yes i Yes 8 D+USL2 1 Yes Yes Yes f Yes , Yes Yes 1 Yes Yes EnvelopeAlSC 14th(360-10):ASD Steel Code Checks 1 Member Shape_ Code Check Loci _ LC Shear Loc[..DirLC Pnc/o.. r Pntfom...Mnyy/o..Mnzz1o..Cb Eqn 1 M1 W14x26'� 435 13 5 20 T 0 y 2 104.33z 13.822'99.173 . :H1-1bi .07782 13.5y.2 51_03 230.24 230.24'13.822170.9011 H1-lb � M2 W14x26 _ 608 � 2 3 M3 W14x26i .410 0 5 ; .073 0 y 2';51.03 ;230.24,13.822100.299.2...H1-1b, • RISA-3D Version 15.0.2 [C 1CAD FILES 1BARGHAUS\BCE17858\OP_r3d] Page 4 Page 17 of 36 PURLIN REACTIONS: PURLIN TRIB DL Pf NA NB SD ED A 27.500 2226 6455 4828 -4441 1734 876 B 27.500 1323 5576 4171 -3837 -352 756 C 27.500 1593 6188 2896 -2327 0 839 D 27.500 1323 5576 1048 -357 -352 756 E 27.500 2226 6455 1214 -413 1734 876 TOTALS 8690 30250 14157 -11374 2765 4104 Page 18 of 36 ,Y Z till ;1 410 7 li Envelope Only Solution PEYTON-TOMITA&ASS.., SK-2 LEP CARRYING BEAM Aug 29, 2018 at 11:25 AM BCE17858 CB.r3d Page 19 of 36 Y I Company PEYTON-TOMITA&ASSOCIATES Aug 29,2018 IIRISA Designer11:25AM Job Number BCE17858 Checked By Model Name CARRYING BEAM Hot Rolled Steel Properties Label E(ksi] G[ksi] Nu Therm(11E..Density[k/ft... Yield[ksil Ry _ Fu[ksi] Rt 1 A36 Gr.36 29000 11154__ .3 .65 .49-__ 36 1.5 T 58 ! 1.2 ,,_2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 , A992 29000 11154 .3 . .65 .49 50 1.1 65 I 1.1 �I 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A 500 Gr.46 29000 11154 .3 .65 .49 46 I 1.4 58 1.3 6 A53GR.B 29000 1 11154 ; .3 .65 .49 - 35 1.5 58 I 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A[n21 lyy[in4] Izz[in41 J[in4] 1 HR1 , W14x68 i Beam Wide Flange A992 ; Typical 20 121 ' 722 3.01 Joint Coordinates and Temperatures Label X lftl Y[ft] Z[ft] Temp[F] Detach From Diaphragm i Ni 0 0 0 0 2 N2 ' 9 0 0 0 3 I N3 10.5 0_ 0 0 4 N4 18 ___--- 0 _-__- 0 0 5 N5 25.5 0 ,_----_0 _- 0 1 6 N6 27 0 0 0, 7 N7 36 0 0 0 Joint Boundary Conditions _-Joint Labe X[k/in1 _ Y pin] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/radl 1 i N3 I Reaction Reaction Reaction , Fixed 2 N5 Reaction i Reaction Reaction_ Fixed Member Primary Data Label I Joint J Joint K Joint Rotate(...Section/Sh... Type Design List Material Design Rules 1 M1 N1 _ N3 , I HR1 Beam; Wide Flange A992 Typical 2 M2-__ N3 N5 ; _ HR1 Beam] Wide Flange A992 __ Typical 3 M3 N5 N7 '_ , HR1 Beam', Wide Flange A992 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[n]_TIC Only Physical Analysis Offsetui... Inactive Seismic Design Rules 1 -- M1 ' ; Yes None 2 M2 1 Yes None 3 M3 1 1 Yes None RISA-3D Version 15.0.2 [CACAO FILES\BARGHAUS\BCE178581CB.r3d] Page 1 Page 20 of 36 .e. . • Company . PEYTON-TOMITA&ASSOCIATES Aug 29,2018 Des RISA Job Nn 11 25 AM ob Number ber BCE BCE17858 Checked By Model Name CARRYING BEAM Hot Rolled Steel Design Parameters Label Shape Length[ft Lbyy[ft] r Lbzz[ft] Lcomp top[ft1Lcomp bot[ft] L-torque[ft[ KW Kzz Cb Functi... 1 M1 i HR1 10.5 Segment ; Lateral 2 M2 HR1 15 ' j Segment I Lam 3 M3 ! HR1 10.5 -_-__ i Segment i Lateral ' Joint Loads and Enforced Displacements(BLC 1 :D) i Joint Label L,D,M Direction Magnitude[(k,k-ft),(in rad),(k's^2/ft,k's^2'ft)] 1 Ni L — Y 2.226 2 N2 L Y -1.323 3 N4 L Y -1.593 4 N6 L Y -1.323 5 N7 L Y -2.226 Joint Loads and Enforced Displacements(BLC 2 :Pt) Joint Label L.D,M Direction Magnitude[(k,k-ft), (in,rad), (k's^2Ift,k's^2'(1)] 1 -+ N1 L Y -6.455 2 N2 L Y -5.576 3 N4 L 1 Y -6.188 4 ' N6 L Y 5.576 5 N7 L Y -6.455 Joint Loads and Enforced Displacements(BLC 3 :NA) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k`s^2rft,k*s^21t1 1 N1 L Y -4.828 i 2 N2 L Y -4.171 3 N4 L i Y -2.896 4 N6 L Y -1.048 5 N7 L Y -1.214 Joint Loads and Enforced Displacements(BLC 4 : NB) Joint Labe( L,D,M Direction Magnilude[(k,k-ft),(in,rad), (k*s^21ft, k*s^2'ft)] 1 Ni L , Y I 4.441 2 N2 L 4 Y 3.837 3 N4 L Y _ 2.327 4 N6 L Y I .357 5 i N7 L Y .413 Joint Loads and Enforced Displacements(BLC 5 : SD) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k's^2/ft, k's^2Yt)] 11 N1 L I Y -1.734 2 N2 i Y .352 Joint Loads and Enforced Displacements(BLC 6 : ED) _ Joint Label L,D,M Direction Magnitude[(k.k-ft),(in,rad), (Ms^2/ft,k*s^21)] 1 • Ni L Y -.876 2 N2 L Y 756 3 N4 L Y -.839 • 4 N6 L Y - 756 5 N7 L Y -.876 RISA-3D Version 15.0.2 [C\CAD FILESiBARGHAUS\BCE17858\CB.r3d] Page 2 Page 21 of 36 •-. - • Company PEYTON-TOMrrA&ASSOCIATES Aug 29, 2018 Designer : DEP 11.25 AM '''R'SA Jobel NumberName BCE17858CARRYING BEAM Checked By Mod Basic Load Cases BLC Description Cateqory X Gravity Y Gravity,Z Gravity rty Joint Point Distribu..Area(M...Surface_. 2 Pf SL 4 NB WL 5 1 3 NA WL 5 I i 5 SD SL ---�---- 2 �-- 6 ED SL I 1 1 5 ' Load Combinations Description So.,P.. S... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac..BLC Fac...BLC Fac...BLC Fac.-.BLC Fac...BLC Fac- Yes -._. ' 1- 1 - ------T I 1 1 D Y 1 1 i I 2 T D+S Yes Y 1 1 SL 1 . 3 D+.6W Yes, 1 1 3 ' 6 - 4 _D+.75Pf+.45W YesI Y 1 : 1 2 .75 3 45. 5 .6 4 .6 ' Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For._ Wood Concrete Masonry Footings Aluminum Connect'... 1 D _ Yes Yes Yes Yes Yes Yes Yes Yes 2 D+S Yes Yes Yes Yes Yes Yes ' Yes Yes 3 D+.6W 1 Yes Yes Yes Yes Yes Yes Yes Yes 4 D+75Pf+.45W , Yes , Yes Yes Yes Yes Yes Yes Yes t —— 5 6D .6W I Yes , Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10):ASD Steel Code Checks Membe- Shame Code Check Loc[... LC Shear Loc[,DirlC Pnc/o... Pnt/om...Mnyy/o._Mnzz/o..Cb Eqn 1 M1 W14x68 .464 10.5; 2 .166 10.5 y'_2 494.261598802`92.066286.926 1. .H1-1 b j' 2 M2 W14x68 .464 0 2 92.066286-9261 H1-1b .052 0 y 2 404.787 596 802 ._ 3 M3 W14x68 .403 0 2 154 0 y'2494.26598.80292.066286.926'1 ,H1-tb RISA-3D Version 15.0.2 [C:\CAD FILES\BARGHAUS\BCE178581CB.r3d] Page 3 Page 22 of 36 T V PEYTON-TOMITA &ASSOCIATES 08/29/2018 CHECK PONDING:(APPND. 2) PRIMARY W 14X68 SECOND W 14X26 Lp= 15 ft Ls= 28.00 ft S= 9.00 ft Ip= 723 in^4 Is= 245 in^4 Id= 0.759 in^4/ft > 0.164025 in^4/ft O.K. Cs= 0.0722534 Cp= 0.0062739 Cp+0.9Cs= 0.071302 < 0.25 O.K. THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. Page 23 of 36 I PEYTON-TOMITA &ASSOCIATES 08/29/2018 PURLIN CONNECTION (AISC 14TH ED.ASD) PRYING W 14X26 T= 2824.000 LBS B= 9940.000 LBS d= 0.750 IN. bf= 5.025 IN. GAGE= 2.75 IN. tf= 0.42 IN. tw= 0.255 IN. b= 1.248 IN. a= 1.138 IN. b'= 0.873 IN. a'= 1.513 IN. 1.513 ROE= 0.577 1.934 d'= 0.813 IN. p= 2.495 IN. 1 DELTA= 0.674 -1.923183 BETA= 4.368 ALPHA'= 1.000 treq'd= 0.246 OK tc= 0.597 -0.632289 ALPHA= 0.000 Q= 0 TOTAL T= 2824 OK PURLIN CONNECTION PRYING W 14X68 T= 2824.000 LBS B= 9940.000 LBS d= 0.750 IN bf= 10.035 IN. GAGE= 5.5 IN. tf= 0.720 IN. tw= 0.415 IN. b= 2.543 IN. a= 2.268 IN. b'= 2.168 IN. a'= 2.643 IN. 2.643 ROE= 0.820 3.553 d'= 0.813 IN. p= 2.513 IN. 1 DELTA= 0.677 -2.191219 BETA= 3.072 ALPHA'= 1.000 treq'd= 0.386 OK tc= 0.937 -0.766284 ALPHA= 0.000 0= 0 TOTAL T= 2824 OK Page 24 of 36 Y PEYTON-TOMITA &ASSOCIATES 08/29/2018 CHECK WEB BENDING FOR LATERAL BEAM W 14X26 tw= 0.255 IN k= 0.735 IN d= 13.91 IN Gage=G= 2.75 IN. F= 697 LBS (1.1D+.7E) h=d-K= 13.175 IN. M=F"h= 9182.98 IN-LB M n/1.67= 486.71 IN-LB/IN 18.87 IN REQD beff=3h= 39.525 IN PROVD OK V= 2454 LBS (1.1D+.7E) Tbolt= 613.5 LBS M/G/2= 1670 LBS Tbolt= 2283 LBS <= 9940 LBS OK Page 25 of 36 COLUMN LOADS: DL 5569 Pf 15125 SD 2561 ED 2052 19738 TOTAL SL NA 13289 1758 HORIZ 30.5 PLF NB -12609 1758 HORIZ 30.5 PLF EL 3180 HORIZ Page 26 of 36 •Y Z X -6.126k -2.226k Cl Loads:LC 6, 1.1D+.7E Envelope Only Solution —r PEYTON-TOMITA&ASS.. SK- 3 DEP COLUMN Aug 29, 2018 at 11:39 AM BCE17858 COLUMN.r3d Page 27 of 36 iii r♦ Company PEYTON-T OM fTA 8 ASSOCIATES Aug 29, 2018 Des gner DEP 11.39 AM I I I RISA Job dlNumberel Name BCE178 UMCOLN Checked By Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Then(\1E..Den sity[k/ft... Yield[ksi] Ry Fu[ksi) Rt .3 .65 .49 36 1.5 58 1.2 1 A36 Gr.36 29000 11154I 2 A572 Gr.50 29000 11154 .3 I .65 .49 50 1 1.1 T 58 1.2 3 A992 29000 11154 .3 I .65 .49 50 1.1 58 1.2 4 : A500 Gr.42 29000 11154 .3 ( .65 .49 42 1.3 j 58 i 1.1 5 A500 Gr.46 1 29000 11154 .3 - ! .65 .49 46 1.2 58 I 1.15 6 A53 Gr.B 29000 11154 .3 .65 i .49 35 j 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A[n2] lyy[in4] Izz[in4] J[in4] 1 HR1A 16SCH10 Column Pipe A53Gr.B:. Typcali 12.37 '383.664 383.6641767.328!. Joint Coordinates and Temperatures Label-_--__---__-_- X [ftl Y[ft] Z[ft] Temp[Fil Detach From Diaphragm 1 Ni - 0 0 0 0 2 N2 0 17.25 0 0 Joint Boundary Conditions Joint Label X kiln' __ Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft'rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(...SectionlSh... Type Design List Material Design Rules 1 M1 N1 N2 HR1A 'Column, Pipe A53 Gr.B Typical Member Advanced Data Label I Release J Release I Offsetfin] J Offset[in] TIC Only Physical Analysis Offset[i_. Inactive Seismic Design Rules 1 M1 i 5 Yes None Hot Rolled Steel Design Parameters Label Shape Lertgttrjft).Lbri[fl] Lbzz[ft] Lcoi top[ft]Lcomp bot[ft] L-torque[81 Kyy Kzz Cb Functi... ` 1 M1 HR1A 17.25 Lbyy I 2.1 2.1 Lateral Joint Loads and Enforced Displacements(BLC 1 :D) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k's^2/ft, k's^2`ft)] 1 N2 j L Y -5.569 Joint Loads and Enforced Displacements(BLC 2 :Pt) _.-... ------ Joint Label L,D,M Direction -__ Magnitude[(k,k-ft), (in,radj,(k*s^2'ft,k*s^2`ft)1-.-._.-. 1 N2 L Y -15.125 RISA-3D Version 15.0.2 [C\CAD FILES\BARGHAUS\BCE178581COLUMN r3d} Page 1 Page 28 of 36 ,. +,j II Company PEYTON-TOMITA&ASSOCIATES Aug 29, 2018 RISA Designer DEP 9 AM JobModel NumNambeer COL BCEUMN C17858 Cheeckedeel By Joint Loads and Enforced Displacements(BLC 3 :SD) Joint Label L,D,M Direction _Magnitude[(k,k-ft),(in,rad), (10s^2/ft, k's^2'ft)] 1 N2 L Y -2.561 Joint Loads and Enforced Displacements(BLC 4 :ED) Joint Label L,D,M Direction Magnrtude[(k,k-f'.i (in,rad) (k's^2ft, k's^rftil_ 1 N2 L Y -2.052 Joint Loads and Enforced Displacements(BLC 5 :NA) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad). (k's"2/ft,k*s^2*ft)] 1 N2 L Y -13.289 2 N2 L X 1.758 Joint Loads and Enforced Displacements(BLC 6 :NB) Joint Label -_-. L,D,M Direction --------_Magnibude[(k,k-ft_), in noel), (k`s^2/ft,k*s"2'f-___-_ 1 N2 L X 1.758 2 N2 L Y 12.609 Joint Loads and Enforced Displacements(BLC 7 :E) Joint Label L D_M Direction Magnitude[(k,k-ft),(in,rad),(k`s^2/ft, k's^2'ft)] 1 N2 L X -3.18 Member Distributed Loads (BLC 5: NA) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitudefk/ft,F,ksf1 Start Location[ft,..End Locatonjfl 1 M1 X ' .03 .03 0 16 Member Distributed Loads (BLC 6 :NB) Member Label Direction Start Magnitude[k/ft,F,ksfl End Magnitudefk/ft,F.ksf] Start Location[ft,.-End Localion[ft, 1 M1 X .03 .03 0 f 16 Basic Load Cases BLC Description Category X GrayyY GravityZ Gravity Joint Pant Distribu..Area(M...Surface_ 1 i D DL -1 1 1 2 Pf SL 1 3 , SD SL 1 1 4 ED SL 1 5 NA WL 2 1 1 6 i NB WL 2 1 7 1 E EL , -.571 —1- 1 —; Load Combinations Description So...P_. S... BLC Fac...BLCFac._BLCFac...BLC Fac...BLCFac...BLCFac. .BLCFac...BLCFac...BLC Fac..BLCFac.-. 1 D Yes y ' 1 1 I ' 1 ' � j —I � Yes — - _- 1 2 D+Pf+SD+ED Y 1 1 2 1 3 1 4 1 ' 4 D+.75 Pf+.6NA Yes Y 1 6 ' 2 65 5 45 , 3 D+.6NA Yes Y 1 1 5 6 6D+.6NB Yes Y 1 RISA-3D Version 15 0.2 [C\CAD FILES\BARGHAUS\BCE17858\COLUMN r3d] Page 2 Page 29 of 36 1 ,.. .4i Company PEYTON-TOMITA&ASSOCIATES Aug 29,2018 11 RISA Designer 39 AM Job Number BCE17858 COLUMN Checked By Model Name Load Combinations (Continued) Description So...P... S . BLC Fac...BLC Fac_-BLC Fac...BLC Fac_.BLC Fac...BLC Fac...BLC Fac...BLC Fac._BLC Fac .BLC Fac 6 1.1D+.7E Nest Y 1 1.1 7 .7 7 .5D+.7E Yes Y 1 .5 7 ! .7 5(. ) ; Y 1 5 7 , I _- 1 1 f .875 � Y 1 9 .5D+1.2 7E 1 ; . I.875 Load Combination Design Description ASIF CD ABIF Service-lot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connect' 1 D j I Yes Yes Yes Yes Yes Yes Yes Yes 2 D+Pf+SD+ED Y ___ Yes rt Yes Yes Yes j_ Yes Yes ! Yes Yes 3 D+.6NA I Yes Yes Yes Yes Yes Yes Yes Yes 4 D+.75(Pf+.6NA) ! 7 j Yes Yes Yes T Yes_ __Yes rYes _ Yes Yes 5 .6D+.6NB Yes Yes Yes Yes Yes 1 Yes Yes Yes 6 1.1D+.7E 1 Yes Yes Yes Yes Yes ' Yes Yes Yes 7 .5D+.7E , Yes Yes Yes Yes Yes 1 Yes Yes Yes 8 1.1D+1.25(.7E) _ Yes Yes Yes Yes Yes Yes Yes Yes 9 .5D+1.25(.7E) j Yes Yes Yes 1 Yes Yes Yes Yes Yes Envelope A/SC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Loc[... LC Shear..Loc[..DirLC Paolo... PnUom...Mnyy/o..Mnzz/o..Cb Bin 1 M1 16SCH10 .409 ' 0 6 .033 0 6 189.8 ,259.251'106.531'106.531,;1..,H1-1b' RISA-3D Version 15 0.2 [C 1CAD FILES\BARGHAUS\BCE178581 COLUMN.r3d] Page 3 Page 30 of 36 • MAXIMUM COLUMN AXIAL LOAD DOWNWARDS= 26033 LBS MAXIMUM COLUMN BASE MOMENT= 51992 FT-LBS ALLOWABLE INCREASE= 1.2 PER ASCE 7-10 12.4.3.3 POLE FOOTING (CONSTRAINED): IBC EQ. 18-3 d2=4.25(M/S3*b) b= 4.75 FT. DIA. OR SQ. S3= 240 PSF/FT x d d= 5.79 FT. IF ROUND , USE 6 FT 5.16 FT. IF SQUARE, USE 5.5 FT BEARING PRESSURE= 1469 PSF IF ROUND ALLOWABLE= 1500 PSF OK BEARING PRESSURE= 1154 PSF IF SQUARE ALLOWABLE= 1500 PSF QFC CONSTRAINT FORCE= 17325 LBS MAX. AREA OF SLAB= 605 SQ.FT. WT. OF SLAB=N= 45375 LBS F=0.3N= 13613 LBS NG. USE NONCONSTRAINED ROUND POLE FOOTING (NONCONSTRAINED): IBC EQ. 18-1 P= 3145 LBS A= 2.4208 b= 4.75 FT d= 7.93 S1xd/3= 640.00 PSF h= 16.53 FT d(assumed)= 8.00 FT USE: 8'-0" DEEP BEARING PRESSURE= 1469 PSF ALLOWABLE= 1500 PSF OK REINFORCING: B= 57.00 IN. 0.8H= 45.6 IN. Ds= 49.50 IN. 2/3*Ds= 33.00 IN. d= 39.30 IN. FTG. DEPTH= 8.00 FT M(FTG.)= 60379 FT-LBS 1.33As(Req'd)= 0.98 IN2 [As=M*12/(.875*d*24)] As(Prov'd)= 1.86 IN2 OK 12#5's VERT. SQUARE POLE FOOTING (NONCONSTRAINED): IBC EQ. 18-1 P= 3145 LBS A= 1.9566 b= 4.75 FT d= 7.00 S1xd/3= 560.00 PSF h= 16.53 FT d(assumed)= 7.00 FT USE: T-0" DEEP BEARING PRESSURE= 1154 PSF ALLOWABLE= 1500 PSF OK REINFORCING: d= 53.25 M= 59330 FT-LBS 1.33As(Req'd)= 0.71 IN2 [As=M*12/(.875*d*24)] As(Prov'd)= 1.24 IN2 OK 4#5's EA. FACE Page 33 of 36 PEYTON-TOMITA&ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 29-Aug-18 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16"THICK CHANNEL WITH A 1/2" DIA. A307 BOLT. THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS. MAXIMUM DECK RIB LOAD (P)= 0.681 K CLIP CAPACITY= 0.700 K OK DEAD LOAD= 49.833 PLF LIVE LOAD= 461.054 PLF USE HEAVY DUTY CLIPS ALTERNATE SIDES OF BEAM Page 36 of 36