STRUCTURAL CALCULATIONS SAFEWAY #1160

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1 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 CHECKED BY DATE CS12 Ver STRUCTURAL CALCULATIONS FOR SAFEWAY # PLAZA WAY, WALLA WALLA, WA By W. D. Collette at 1:32 pm, Sep 11, 2014 On On behalf of Page 1 of 35

2 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 Code Search Code: International Building Code 2012 Occupancy: Occupancy Group = M Mercantile Risk Category & Importance Factors: Risk Category = Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: II CHECKED BY DATE Fire Rating: Roof = Floor = 0.0 hr 0.0 hr Building Geometry: 0.00 / deg Building length (L) 97.0 ft Least width (B) 45.0 ft Mean Roof Ht (h) 16.3 ft Parapet ht above grd 19.8 ft Minimum parapet ht 3.5 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: Area, but not less than 12 psf over 600 sf: 12 psf Page 2 of 35

3 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 CHECKED BY DATE Wind Loads : ASCE 7-10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case Kh case Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K 1 = x/lh = 0.31 K 2 = z/lh = 0.10 K 3 = At Mean Roof Ht: Kzt = (1+K 1 K 2 K 3 )^2 = 1.00 Page 3 of 35

4 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 CHECKED BY DATE 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) = 0.86 Base pressure (qh) = 22.8 psf Roof pressures - Wind Normal to Ridge Wind Direction Wind Load Flow Case Cnw Cnl Cn = A Clear Wind p = 23.2 psf 5.8 psf Flow Cn = B p = psf -1.9 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Horizontal Distance from Windward Wind Load Edge Flow Case Clear Wind Flow A B h = 16.3 ft > 2h 2h = 32.7 ft Cn = p = psf psf -5.8 psf Cn = p = 15.5 psf 9.7 psf 5.8 psf Fascia Panels -Horizontal pressures qp = 22.8 psf Windward fascia: 34.1 psf (GCpn = +1.5) Leeward fascia: psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.86 a = 4.5 ft a 2 = 20.3 sf Base pressure (qh) = 22.8 psf 4a 2 = 81.0 sf G = 0.85 C N Wind pressure Effective Wind Area > 81 sf > 81 sf Clear Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative psf psf 34.8 psf psf 23.2 psf psf 34.8 psf psf 34.8 psf psf 23.2 psf psf 23.2 psf psf 23.2 psf psf 23.2 psf psf Page 4 of 35

5 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 CHECKED BY DATE Location of Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING Page 5 of 35

6 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 CHECKED BY DATE Snow Loads : ASCE 7-10 Nominal Snow Forces Roof slope = 0.0 deg Horiz. eave to ridge dist (W) = 45.0 ft Roof length parallel to ridge (L) = 97.0 ft Type of Roof Monoslope Ground Snow Load Pg = 30.0 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 = 25.2 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load Ps = 25.2 psf Rain on Snow Surcharge Angle 0.90 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 25.2 psf Minimum Snow Load Pm = 20.0 psf NOTE: Alternate spans of continuous beams Uniform Roof Design Snow Load = 25.2 psf <= 30 PSF MIN and other areas shall be loaded with half the design roof 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 = 97.0 ft Projection height h = 3.5 ft Snow density g = 17.9 pcf Balanced snow height hb = 1.41 ft hd = 2.60 ft hc = 2.09 ft hc/hb >0.2 = 1.5 Therefore, design for drift Drift height (hc) = 2.09 ft Drift width w = ft Surcharge load: 37.5 psf Balanced Snow load: = 25.2 psf 62.7 psf Windward Snow Drifts 2 - Against walls, parapets, etc > 15' Upwind fetch lu = 45.0 ft Projection height h = 3.5 ft Snow density g = 17.9 pcf Balanced snow height hb = 1.41 ft hd = 1.76 ft hc = 2.09 ft hc/hb >0.2 = 1.5 Therefore, design for drift Drift height (hd) = 1.76 ft Drift width w = 7.04 ft Surcharge load: 31.5 psf Balanced Snow load: = 25.2 psf 56.7 psf Page 6 of 35

7 Peyton-Tomita & Associates JOB TITLE SAFEWAY # Brea Blvd. #240 Fullerton, CA JOB NO. BR4138 SHEET NO. (714) CALCULATED BY DEP DATE 6/14/14 CHECKED BY DATE Seismic Loads: IBC 2012 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class : C Ss (0.2 sec) = %g S1 (1.0 sec) = %g Fa = Sms = S DS = Design Category = B Fv = Sm1 = S D1 = Design Category = C Seismic Design Category = C On behalf of David 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 System Structural Height Limit: 35 ft Actual Structural Height (hn) = 16.3 ft DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = Deflection Amplification Factor (Cd) = 1.25 S DS = S D1 = Seismic Load Effect (E) = E +/- 0.2S DS D Q E +/ D Q E = horizontal seismic force Special Seismic Load Effect (Em) = E +/- 0.2S DS D = 1.3 Q E +/ D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (C T ) = Cu = 1.60 Approx fundamental period (Ta) = C T h x n = sec x= 0.75 Tmax = CuTa = User calculated fundamental period (T) = 0 sec Use T = Long Period Transition Period (TL) = ASCE7 map = 16 Seismic response coef. (Cs) = S DS I/R = need not exceed Cs = Sd1 I /RT = but not less than Cs = 0.044SdsI = USE Cs = Design Base Shear V = 0.242W 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 35

8 DECK CANTILEVER LOADS LENGTH=L= 3.50 FT DECK WT.= 2.5 PSF MISC. WT.= 0.5 PSF DEAD WT.=W= 3 PSF FASCIA WT.=P= 20 PLF MOMENT=WL^2/2+PL=MD= 88 FT-LBS/FT LIVE LOAD=Lr= 20 PSF MOMENT=Lr*L^2/2=ML= 123 FT-LBS/FT SNOW LOAD=Pf= 30 PSF MOMENT=Pf*L^2/2=MS= 184 FT-LBS/FT SNOW DRIFT LOADS FASCIA= DRIFT WIDTH= SUPPORT= 31.5 PSF 7.04 FT PSF MOMENT=W2*L^2/2+.5(W1-W2)L*2/3L=MDR= 161 FT-LBS/FT WIND PRESSURES ZONE 3 DOWN=pv= 46.4 PSF FASCIA H= 3.83 FT ZONE 3 UPLIFT=pv= PSF C.O.A.=d= 1.50 FT FASCIA WINDWARD=ph= PSF MW WIND= -196 FT-LBS/FT FASCIA LEEWARD=ph= 22.8 PSF MW LEE= 131 FT-LBS/FT MOMENT=pv*L^2/2+ph*H*d=MW= 415 FT-LBS/FT -587 FT-LBS/FT LOAD COMBINATIONS MD= 88 FT-LBS/FT MD+MLr= 211 FT-LBS/FT MD+MS+MDR= 433 FT-LBS/FT MD+0.6MW= 338 FT-LBS/FT MD+.75(MS+0.6MW)= 413 FT-LBS/FT MAXIMUM= 433 FT-LBS/FT= IN-K/PNL. OK ALLOWABLE= IN-K/PNL..6MD-0.6MW= -299 FT-LBS/FT= IN-K/PNL. OK ALLOWABLE= IN-K/PNL. Page 8 of 35

9 DECK SPAN LOADS LENGTH=L= 9.50 FT DECK WT.= 2.5 PSF MISC. WT.= 0.5 PSF DEAD WT.=W= 3 PSF MOMENT<=WL^2/8=MD= 34 FT-LBS/FT LIVE LOAD=Lr= 20 PSF MOMENT<=Lr*L^2/8=ML= 226 FT-LBS/FT SNOW LOAD=Pf= 30 PSF MOMENT<=Pf*L^2/8=MS= 338 FT-LBS/FT SNOW DRIFT LOADS FASCIA= DRIFT WIDTH= 3rd RIB= 37.5 PSF FT PSF MOMENT<=W2*L^2/10=MDR= 234 FT-LBS/FT WIND PRESSURES EFFECTIVE AREA=L*L/3= ZONE 3 DOWN= ZONE 3 UPLIFT= PSF PSF SQ.FT. MOMENT<=pv*L^2/8=MW= 393 FT-LBS/FT -371 FT-LBS/FT LOAD COMBINATIONS MD= 34 FT-LBS/FT MD+MLr= 259 FT-LBS/FT MD+MS+MDR= 606 FT-LBS/FT MD+0.6MW= 269 FT-LBS/FT MD+.75(MS+0.6MW)= 464 FT-LBS/FT MAXIMUM= 606 FT-LBS/FT= IN-K/PNL. OK ALLOWABLE= IN-K/PNL..6MD-0.6MW= -202 FT-LBS/FT= IN-K/PNL. OK ALLOWABLE= IN-K/PNL. Page 9 of 35

10 CFS Version Page 1 Section: BRDECK40.sct David Peyton BESTWORTH-ROMMEL GR 40 DECK Peyton-Tomita & Associates Rev. Date: 6/14/2006 8:06:38 AM Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus of Elasticity, E ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Part 1, Thickness in (20 Gage) Placement of Part from Origin: X to center of gravity 0 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) None None Nested None Nested None None Page 10 of 35

11 CFS Version 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 in^2 Wt k/ft Width in Ix in^4 rx in Ixy in^4 Sx(t) in^3 y(t) in deg Sx(b) in^3 y(b) in Height in Iy in^4 ry in Xo in Sy(l) in^3 x(l) in Yo in Sy(r) in^3 x(r) in jx in Width in jy in I in^4 r in I in^4 r in Ic in^4 rc in Cw in^6 Io in^4 ro in J in^4 Fully Braced Strength North American Specification - US (ASD) Compression Positive Moment Positive Moment Pao k Maxo k-in Mayo k-in Ae in^2 Ixe in^4 Iye in^4 Sxe(t) in^3 Sye(l) in^3 Tension Sxe(b) in^3 Sye(r) in^3 Ta k Negative Moment Negative Moment Maxo k-in Mayo k-in Shear Ixe in^4 Iye in^4 Vay k Sxe(t) in^3 Sye(l) in^3 Vax k Sxe(b) in^3 Sye(r) in^3 Page 11 of 35

12 PURLIN LOADS: SIDE PURLIN TRIB DL EF Lr Pf DRIFT END DRFT WIDTH A B C D E TOTALS PURLIN +W -W NA NB A B C D E TOTALS LATERAL LOADS: WINDWARD FASCIA 34.1 PSF LEEWARD FASCIA 22.8 PSF FASCIA HEIGHT 3.83 FT LATERAL WIND LOAD PLF NO. OF PURLINS PLF/PURLIN SEISMIC LOAD Ve= W W= PLF we= 8.47 PLF/PURLIN P= LBS Pe= LBS/PURLIN Page 12 of 35

13 Y Z X N1 M1 M2 M3 M4 N2 N3 N4 N5 Envelope Only Solution PEYTON-TOMITA & ASS... DEP BR4138 TYP. PURLIN SK - 1 June 14, 2014 at 8:21 AM PURLINA.r3d Page 13 of 35

14 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : TYP. PURLIN Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr A572 Gr A A500 Gr A500 Gr Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 HR1A W16x31 Beam Wide Flange A992 Typical Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From... 1 N N N N N Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N2 Reaction Reaction Reaction Fixed 2 N3 Reaction Reaction Fixed 3 N4 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 N2 HR1A Beam Wide Flange A992 Typical 2 M2 N2 N3 HR1A Beam Wide Flange A992 Typical 3 M3 N3 N4 HR1A Beam Wide Flange A992 Typical 4 M4 N4 N5 HR1A Beam Wide Flange A992 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive Seismic Design Rules 1 M1 Yes None 2 M2 BenPIN Yes None 3 M3 BenPIN Yes None 4 M4 Yes None RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\PURLINA.r3d] Page 1 Page 14 of 35

15 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : TYP. PURLIN Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M1 HR1A 13.5 Lateral 2 M2 HR1A Lateral 3 M3 HR1A Lateral 4 M4 HR1A 13.5 Lateral Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N1 L Y N5 L Y Joint Loads and Enforced Displacements (BLC 8 : E) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N1 L Z N5 L Z Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M2 Y M3 Y M4 Y Member Distributed Loads (BLC 2 : Lr) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M2 Y M3 Y M4 Y Member Distributed Loads (BLC 3 : Pf) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M2 Y M3 Y M4 Y Member Distributed Loads (BLC 4 : USL1) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M2 Y M3 Y M4 Y Member Distributed Loads (BLC 6 : +W) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\PURLINA.r3d] Page 2 Page 15 of 35

16 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : TYP. PURLIN Member Distributed Loads (BLC 6 : +W) (Continued) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 2 M2 Y M3 Y M4 Y M1 Z M2 Z M3 Z M4 Z Member Distributed Loads (BLC 7 : -W) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M2 Y M3 Y M4 Y M1 Z M2 Z M3 Z M4 Z Member Distributed Loads (BLC 8 : E) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Z M2 Z M3 Z M4 Z Member Distributed Loads (BLC 9 : SD) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M2 Y M3 Y M4 Y Member Distributed Loads (BLC 10 : ED) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location[ft,...End Location[ft,... 1 M1 Y M4 Y Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(... 1 D DL Lr RLL 4 3 Pf SL 4 4 USL1 SL 4 5 USL2 SL 6 +W WL 8 7 -W WL 8 8 E EL RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\PURLINA.r3d] Page 3 Page 16 of 35

17 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : TYP. PURLIN Basic Load Cases (Continued) BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(... 9 SD SL 4 10 ED SL 2 Load Combinations Description So...P... S... BLC Fac... BLC Fac... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1 D Yes Y D+Lr Yes Y D+Pf+SD+ED Yes Y D+USL1 Yes Y D+.6W Yes Y D+.75(Pf+.6W) Yes Y D-.6W Yes Y D+.7E Yes Y D+.7E Yes Y Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connection 1 D Yes Yes Yes Yes Yes Yes Yes Yes 2 D+Lr Yes Yes Yes Yes Yes Yes Yes Yes 3 D+Pf+SD+ED Yes Yes Yes Yes Yes Yes Yes Yes 4 D+USL1 Yes Yes Yes Yes Yes Yes Yes Yes 5 D+.6W Yes Yes Yes Yes Yes Yes Yes Yes 6 D+.75(Pf Yes Yes Yes Yes Yes Yes Yes Yes 7.6D-.6W Yes Yes Yes Yes Yes Yes Yes Yes 8 D+.7E Yes Yes Yes Yes Yes Yes Yes Yes 9 0.6D+.7E Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear...Loc[ft] Dir LC Pnc/om...Pnt/om [k]mnyy/o... Mnzz/o... Cb Eqn 1 M1 W16x y H1-1b 2 M2 W16x y H1-1b 3 M3 W16x y H1-1b 4 M4 W16x y H1-1b RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\PURLINA.r3d] Page 4 Page 17 of 35

18 CARRYING BEAM LOADS: SIDE PURLIN TRIB DL Pf DRIFT END DRFT SL NA NB A B C D E TOTALS Page 18 of 35

19 Y Z X M1 M2 M3 N1 N2 N3 N4 N5 N6 N7 PEYTON-TOMITA & ASS... DEP BR4138 CARRYING BEAM SK - 2 June 14, 2014 at 8:49 AM CB.r3d Page 19 of 35

20 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : CARRYING BEAM Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr A572 Gr A A500 Gr A500 Gr A53 GR.B Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 HR1 W24x62 Beam Wide Flange A992 Typical Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From... 1 N N N N N N N Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N3 Reaction Reaction Reaction Fixed 2 N5 Reaction 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 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[in] T/C Only Physical TOM Inactive Seismic Design Rules 1 M1 Yes None 2 M2 Yes None 3 M3 Yes None RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\CB.r3d] Page 1 Page 20 of 35

21 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : CARRYING BEAM Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M1 HR Segment Lateral 2 M2 HR1 15 Segment Lateral 3 M3 HR Segment Lateral Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N1 L Y N2 L Y N4 L Y N6 L Y N7 L Y Joint Loads and Enforced Displacements (BLC 2 : S) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N1 L Y N2 L Y N4 L Y N6 L Y N7 L Y Joint Loads and Enforced Displacements (BLC 3 : NA) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N1 L Y N2 L Y N4 L Y N6 L Y N7 L Y Joint Loads and Enforced Displacements (BLC 4 : NB) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N1 L Y N2 L Y N4 L Y N6 L Y N7 L Y.568 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(... 1 D DL S SL 5 3 NA WL 5 4 NB WL 5 RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\CB.r3d] Page 2 Page 21 of 35

22 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : CARRYING BEAM Load Combinations Description So...P... S... BLC Fac... BLC Fac... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1 D Yes Y D+S Yes Y D+.6W Yes Y D+.75S+.45W Yes Y D-.6W Yes Y Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connection 1 D Yes Yes Yes Yes Yes Yes Yes Yes 2 D+S Yes Yes Yes Yes Yes Yes Yes Yes 3 D+.6W Yes Yes Yes Yes Yes Yes Yes Yes 4 D+.75S Yes Yes Yes Yes Yes Yes Yes Yes 5.6D-.6W Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear...Loc[ft] Dir LC Pnc/om...Pnt/om [k]mnyy/o... Mnzz/o... Cb Eqn 1 M1 W24x y H1-1b 2 M2 W24x y H1-1b 3 M3 W24x y H1-1b RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\CB.r3d] Page 3 Page 22 of 35

23 PEYTON-TOMITA & ASSOCIATES 06/14/2014 CHECK PONDING:(APPND. 2) PRIMARY W 24X62 SECOND W 16X31 Lp= ft Ls= ft S= 9.50 ft Ip= 1140 in^4 Is= 375 in^4 Id= in^4/ft > in^4/ft O.K. Cs= Cp= Cp+0.9Cs= < 0.25 O.K. ==== THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. Page 23 of 35

24 PEYTON-TOMITA & ASSOCIATES 06/14/2014 PURLIN CONNECTION (AISC 14TH ED. ASD) PRYING W 16X31 T= LBS B= LBS d= IN. bf= IN. GAGE= 2.75 IN. tf= 0.44 IN. tw= IN. b= IN. a= IN. b'= IN. a'= IN ROE= d'= IN. p= IN. 1 DELTA= BETA= ALPHA'= treq'd= OK tc= ALPHA= Q= 0 TOTAL T= 4744 OK PURLIN CONNECTION PRYING W 24X62 T= LBS B= LBS d= IN. bf= 7.04 IN. GAGE= 3.5 IN. tf= IN. tw= IN. b= IN. a= IN. b'= IN. a'= IN ROE= d'= IN. p= IN. 1 DELTA= BETA= ALPHA'= treq'd= OK tc= ALPHA= Q= 0 TOTAL T= 4744 OK Page 24 of 35

25 PEYTON-TOMITA & ASSOCIATES 06/14/2014 CHECK WEB BENDING FOR LATERAL BEAM W 16X31 tw= IN k= IN d= IN Gage=G= 2.75 IN. F= 879 LBS (D+.6W) h=d-k= IN. M=F*h= IN-LB Mn/1.67= IN-LB/IN IN REQD beff=3h= IN PROVD OK V= 7267 LBS (D+.6W) Tbolt= LBS M/G/2= 2358 LBS Tbolt= 4175 LBS <= 9940 LBS OK Page 25 of 35

26 COLUMN LOADS: DL 7346 SL NA HORIZ NB HORIZ EL 1778 HORIZ Page 26 of 35

27 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : COLUMN Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr A572 Gr A A500 Gr A500 Gr A53 GR.B Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 HR1A HSS12x12x4 Column SquareTube A500 Gr.46 Typical Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From... 1 N N Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction 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 Column SquareTube A500 Gr.46 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive Seismic Design Rules 1 M1 Yes None Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M1 HR1A Lateral Joint Loads and Enforced Displacements (BLC 1 : D) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N2 L Y Joint Loads and Enforced Displacements (BLC 2 : S) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N2 L Y RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\COLUMN.r3d] Page 1 Page 27 of 35

28 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : COLUMN Joint Loads and Enforced Displacements (BLC 3 : NA) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N2 L Y N2 L X Joint Loads and Enforced Displacements (BLC 4 : NB) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N2 L X N2 L Y Joint Loads and Enforced Displacements (BLC 5 : E) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^... 1 N2 L X Member Distributed Loads (BLC 3 : NA) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,...End Location[ft,... 1 M1 X Member Distributed Loads (BLC 4 : NB) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,...End Location[ft,... 1 M1 X Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(... 1 D DL S SL 1 3 NA WL NB WL E EL Load Combinations Description So...P... S... BLC Fac... BLC Fac... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac... 1 D Yes Y D+S Yes Y D+.6NA Yes Y D+.6NB Yes Y D+.75(S+.6NA) Yes Y D+1.25(.7E) Yes Y Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connection 1 D Yes Yes Yes Yes Yes Yes Yes Yes 2 D+S Yes Yes Yes Yes Yes Yes Yes Yes 3 D+.6NA Yes Yes Yes Yes Yes Yes Yes Yes 4.6D+.6NB Yes Yes Yes Yes Yes Yes Yes Yes 5 D+.75(S Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\COLUMN.r3d] Page 2 Page 28 of 35

29 Company : PEYTON-TOMITA & ASSOCIATES June 14, 2014 Des igner : DEP Job Number : BR4138 Checked By: Model Name : COLUMN Load Combination Design (Continued) Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connection 6 D+1.25(.7E) Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear...Loc[ft] Dir LC Pnc/om...Pnt/om [k]mnyy/o... Mnzz/o... Cb Eqn 1 M1 HSS12x12x y H1-1a RISA-3D Version [C:\CAD FILES\BESTROMM\2014\BR4138\COLUMN.r3d] Page 3 Page 29 of 35

30 PEYTON-TOMITA & ASSOCIATES 06/14/2014 TOP OF COLUMN CONNECTION:.6PDL+.6WL= LBS USE: 4-3/4 DIA. A307 BOLTS IN TENSION T= LBS Ta= LBS OK USE: 3/4" X 13" X 1'6" PLATE M= IN-LBS Mn/1.67=Fy*Z/1.67= IN-LBS OK USE: 6" OF 1/4 FILLET EA. SIDE fweld= PLI Fw= PLI OK CHECK AS SEISMIC DRAG 1.25*0.7*VE= 1.56 K 1.2*Va*4 BOLTS= K OK 1.2*Fweld= K OK Page 30 of 35

31 BASE CONNECTION LOAD CASE LOADS: D+.6W Py= K Vx= K Vz= 0 K Mz= FT-K Mx= 0.00 FT-K T= 0 FT-K DATA: COL. W= 12 IN. BASE PL. T= 1.25 IN. A.R. SPCNG= 16 IN. d1= IN. d2= IN. Mz/d1/2= K Mx/d2/2= 0.00 K P/4= 1.76 K TBOLT= K ALLOWABLE INCREASE= 1 (ASCE ) USE: 1.25 IN. DIA. F1554 GR. 36 ANCHOR ROD Ta= K OK M PL.= IN-K Beff= 8 IN. Mn/1.67= IN-K OK MEMBER LWELD= SzWELD= SyWELD= JWELD= HSS12x12x1/4 48 IN. 192 IN.² 192 IN.² 2304 IN.³ fay= fvx= fvz= fbz= fbx= KLI KLI KLI KLI KLI fr(srss)= KLI D REQ'D= /16THS USE 1/4" FILLET WELD CAP= KLI OK Page 31 of 35

32 CANOPY FOUNDATIONS MAX. AXIAL LOAD= LBS D+S FRICTION PILE LENGTH= FT EFFECTIVE LENGTH= 5.00 FT PILE CIRCUMFERENCE= 9.42 FT FRICTION RESISTANCE= 200 PSF FROM 3 TO 5 FT 800 PSF > 5 FT PILE CAPACITY= LBS OK ROUND POLE FOOTING (NONCONSTRAINED): IBC EQ P= 2757 LBS A= b= 3.00 FT d= 8.97 S1xd/3= PSF h= FT d(assumed)= 8.96 FT REINFORCING: B= IN. 0.8H= 28.8 IN. Ds= IN. 2/3*Ds= IN. d= IN. FTG. DEPTH= 8.96 FT M(FTG.)= FT-LBS 1.33As(Req'd)= 1.79 IN² [As=M*12/(.875*d*24)] As(Prov'd)= 2.64 IN² OK 12#6's VERT. Page 32 of 35

33 ANCHOR ROD EMBEDMENT: PER AISC'S BASE PLATE AND ANCHOR ROD DESIGN GUIDE, PAGE 23, WE WILL DEVELOP THE RODS BY LAPPING THEM WITH THE VERTICAL REINFORCEMENT. FOR #6 BARS AND SMALLER Ld=(60000/25/f'c^.5)db FOR LARGER BARS USE Ld=(60000/20/f'c^.5)db ANCHOR ROD SPACING= 16 IN. FOOTING WIDTH= 36 IN. DISTANCE FROM A.R. TO VERT. REINF.= 6.25 FAILURE PLANE AT VERT. REINF.= 4.17 IN. ABOVE BOLT HEAD DEVELOPMENT LENGTH OF REINF.= IN. COVER AT TOP OF FOOTING = 2 IN. EMBEDMENT OF ANCHOR ROD= IN. USE: 39" Page 33 of 35

34 PEYTON-TOMITA & ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 14-Jun-14 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)= K CLIP CAPACITY= K OK DEAD LOAD= LIVE LOAD= PLF PLF USE HEAVY DUTY CLIPS AT SIXTH INTERIOR RIB MAXIMUM DECK RIB LOAD (P)= K CLIP CAPACITY= K OK DEAD LOAD= LIVE LOAD= PLF PLF USE DOUBLE HEAVY DUTY CLIPS FIRST 4 RIBS Page 34 of 35

35 PEYTON-TOMITA & ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 14-Jun-14 LAST RIB CHECK: FASCIA WT.= PLF LIVE LOAD= PSF RIB LOAD= PLF SPAN= 9.50 FT MOMENT= FT-LBS RIB CAP.= FT-LBS REIN. REQ'D. REIN. CAP.= FT-LBS L2.5X2X3/16 LLV TOTAL CAP.= FT-LBS OK FLG. STAY CHECK: L2x2 CAP.= 1.79 K TENSION SCREW CAP.= K SHEAR # SCREWS= 2 MOMENT= FT-K DEPTH= IN. FLG. FORCE= K 2%*FLG. F= 0.65 K STRAP T= 0.46 K STRAP OK SCREW V= 0.23 K SCREWS OK Page 35 of 35