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Specifications �E � DEC 9 2019 crrY OF TIGARD STRUCTURAL CALCULATIONS S =�' r41 °�qd FOR EMBASSY SUITES 9000 SW WASHINGTON SQUARE RD TIGARD, OR 97223 -- FABRIC COVERED CANOPY -- • ' CITY OF F TIGARD ttePCDPROF D FOR CODE COMPLIANCE Cf � NG 1 N gF��/� PProved: ] i ,187 ;1TC: 1 1 , "IL. t •t#: Sup ac)t9.• on 320 EPIC: °I,' • - ' 'ti . 1l OREGON 4.i ress: 9�c ['N < Licbslik .5S'� t55 �pqv ,jjjj I U4 ""*• < 'Gt Y 1 5. ,903 _,c •utte#: State of Or��.l:.:�� .ru � a F. NORo�` By: ` Date: 1a..)-2,) 1 Concrete and geirrlo:ci g;steel Bolts:natal€sd in r',,srlcrete EXPIRE 12/31/20 ❑ Special Morrion.•:(e,e sling Concrete Frame ❑ Reinforcing Ste,f..' .t Prestressing Steel Tentlo ❑ Structural W ld ng ❑ High-Strenght Belding ❑ Structural Masorn!; 0 Reinforced Gypsum Concrete ❑ Insulating Concrete Fill Contents ❑ Spray Applied F'"'-Resistive Materials Summary S1 In �,,Rrs and Caissons Details A-G D1 -D5 Pilings,b�n�i� Awning Calculations Cl-C5 ,,, tc Awning Analysis El -E5 ..ng' t(i OF li Proj. No.: 19-247 :.• Y. a' 1 itUCTURAL EMBASSY SUITES v FREE STANDING CANOPY # 1 W PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:J1-11V Sheet No.:COVER SUMMARY • FABRIC COVERED CANOPY DESIGN CRITERIA 2019 Oregon Structural Specialty Code Wind 120 MPH (3 sec gust, V uLT) Exp B Snow Load: 20 psf + Drifting Snow Load (20 psf minimum) PER SNOW LOAD ANALYSIS FOR OREGON(TI-IIRDD EDITION)DECEMBER 2001 STATEWIDE ALTERNATE METHOD No.0580 08-01- ISSUED MAY 1,2008 Dead Load 1 psf Connections to existing concrete wall. There is one new 11'-0' x 20'-0' free standing canopy. TA = Aluminum Tube (6063-T6). Frame members to be welded all around, match material thickness. 5t NORDLING Proj. No.: 19-247 EMBASSY SUITES STRUCTURAL FREE STANDING CANOPY 9 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:S1 AWNING CRITERIA ALL MEMBERS TO BE: FABRIC AWNING DESIGN REQUIREMENTS 2' x 2' x Vs' ALUMINUM TUBE LCI + WIND LOAD Ix = 0.552 In4 LC2 - WIND LOAD S x = 0.552 Ina LC4 SNOW 4 DRIFT MEMBER CONNECTIONS TO BE: WELDED ALL AROUND STANDARD AWNING SIZE '' 12 aa.�•5 cA 11'-0' f d 24 (0,1) ' ° ' (130,1) cOr �g (0,0) r (130,0) e� C 20 -°f(mtn) S+DRIFT _ I • - • - ■ ■ ■ • • NORDLING Proj. No.: 19-247 EMBASSY SUITES STRUCTURAL FREE STANDING CANOPY 41* ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:3HW Sheet No.:Cl 1 - LOADING CRITERIA CONNECTIONS LC1 WIND T = 310 Ibe DL = I par x 3'-4° = 4 plf V = 12 Iba/2 W = 18.4 per ASCE 1.10 WIND DESIGN- SHEET DI Screw 1/4-20 1 Count = 18.4 par X 3'-4' = 61 plf Grade SAEGrade2 Pitch 20/in Fu 74,000 psi -Fy 57,000 psi SNOW = 20 per x 3'-4" = 61 plf Allowable Tension Stress 29,600 psi Backing A36 36 ksi T/Ga 3/16" 0.1875 in Fu/Fsu 58,000 psi 3 If TSIO 0.027 int/thread DL Allowable Loads Tension 942 lbs Screw Tension 61 rlf Tension 1,737 lbs Pullout SL Shear 478 lbs Screw Shear Bearing 3,263 lbs Bearing \ $ WIND AdjustedAllowable Loads 61 plf Tension Shear 478 lbs `,,,``,,,�� 1 UNITY= T lV V 7:4U LiALLJ URI Rl 171 ® Tension 304 lbs Shear 72 Ibs D+S 0.47 < 1.00 s LCI LC2 LC4 RI -308 356 418 t_ea R2 -304 351 418 LBa V -11 12 0 t.ea 4NORDLINGEMProjBAS. No.:SY SUITES 19-247 STRUCTURAL FREE STANDING CANOPY '40 ;'‘' 41°'-' ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:C2 4.1' / 1.2' / 12' X1.0', W: 24 pIf JIIII1111111111111 111111111111111 111(1111.1111011111111111111111111l11111111111 U — U U 0 I:I U 0 U i.31 :Si 1 13 T-01 01 fil v . _ ilillill . i V a 12.5 pef * 9' + 15 plf ® 24 p1f MSL a¢�B2 W O� i �\\j O�\\.II Qj g 444 144 NORDLING Proj. No.: 19-247 kEMBASSY SUITES STRUCTURAL FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 8775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:C3 MOW _ E A BEAM 3 COLUMN P$F FSP P9F DL 51WL 7W U1 = 24 p 1 F Put. 191 be/2 2 20 18.4 11' / 2 P w w 111111 111111 111111 111111 A a a A A a a A { 4.1' 12' 12' 1 / 4.1' k 1.2' 1 12' I I 6b' TA 3.0 x3.0 x0.125 TA 3.0 x3.0x0.125 TA 3.0 x3.0x0.125 6063-T6 6063-T6 6063-T6 Fty 25,000 psi Fty 25,000 psi Fty 25,000 psi Lu 10.0 ft Lu 10.0 ft Lu 10.0 ft R1 R2 R3 R4 R1 R2 R3 R4 R1 R2 RD 18 70 91 31 RD 0 0 0 0 RD 0 0 Rw -168 -645 -848 -287 Rw 39 153 197 94 Rw 100 0 Rs 181 696 914 310 Rs 0 0 0 0 Rs 0 0 Shear Shear Shear , DL+WL 399 lbs DL+WL 103 lbs DL+WL 100 lbs DL-WL 496 lbs DL-WL 103 lbs DL-WL 100 lbs DL+s, 531 lbs DL+SL 0 lbs DL+SL 0 lbs ..Moment r:....:. Moment DL+WL 515 ft-lbs DL+WL -132 ft-lbs DL+WL -660 ft-lbs DL-WL -639 ft-lbs DL-WL 132 ft-lbs DL-WL 660 ft-lbs DL+SL -684 ft-lbs DL+SL O ft-lbs DL+SL O ft-lbs fv 708 < 8,485 psi fv 138 < 8,485 psi fv 133 < 8,485 psi fb 4,669 < 11,584 psi fb 1,202 < 11,584 psi fb 5,988 < 11,584 psi Si S2 S3 S1 ADL+WL 0.02 0.05 0.13 4.1 k81 + 1.2 Kai < Ilk Icai ADL+WL -0.83 L/+999 L/+999 L/646 L/96 A DI.WL -0.02 -0.06 -0.17 0 DL-WL 0.83 #- LI+999 L I+999 L/520 L/96 ADL+SL -0.02 -0.06 -0.18 L/+999 L/+999 L/486 NORDLING Proj. No.: 19-247 W STRUCTURAL FREE STANDING CANOPY ENGINEERS, LLC EMBASSY SUITES 5PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:DEC 2019 By:JHW Sheet No.:C4 TA 3.0 x 3.0 x 0.25 Constants Member Col b 3.000 in nu 1.95 Load Case d+s+w d 3.000 in ny 1.65 Dist to J [ft] 6.60 t 0.250 in na 1.2 Axial [Lb] -1005 A 2.750 int Bc 27.64 V22 [Lb] 100 1 Av 1.500 m2 Dc 0.14 M33 [Lb*ft] 660 Ix 3.495 in4 Cc 78.38 V33 [Lb] 0 Sx 2.330 in3 Bs 17.63 M22 [Lb*ft] 0 ix 1.127 in Ds 0.07 Iy 3.495 in4 Cs 98.14 fb 33 psi 3,399 Sy 2.330 in3 fb 22 psi 0 ry 1.127 in Fv 8,485 psi fv psi 36 J 6.990 in4 Ft 15,385 psi fa psi 365 ft Psi 0 6063-T6 165 pcf Fb33 psi 12,553 Ftu 30 ksi 3.15 plf Fb22 psi 12,553 Fty 25 ksi Fa psi 8,964 Fcy 25 ksi Fsu 19 ksi Fb&Fa Eq4.1.1-1 0.28 Fsy 14 ksi Fb&Fa Eq 4.1.1-2 031 E 10,100 ksi Ft& Fb Eq 4.1.2-1 0.27 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.11 kc 1.12 Type 2 Load=100 lbs Footing:2'-0"0 x 2'-5" Height=8'-7.2" Lateral Soil Bearing Pressure 150 pcf 1/2"Motion at Surface 2.0 pcf Unrestrained Footing Depth Analysis Depth Requried 2.39 ft [ f NORDLING Proj. No.: 19-247 EMBASSY SUITES STRUCTURAL FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JIM Sheet No.:C5 T frf���iTgiWtataj arter F--� �.,,. Mtat '�-+�' ''-/v�..?t.�,s <�'��'��1y,:'����AtaA' $1001j)W,Aa Wind Speed: 120 mph Exposure: B • Structure Type: Building-Components&Cladding Building Type: Enclosed Building Topographic Feature Height(h): 30 ft Homogeneous Height of Hill(h) 0 ft Kz: 0.701 Crest Length(La) 0 ft qh: 21.95 psf Crest to Structure Dist(x) 0 ft G Cp: 1.4 corner zone Ka: 0.85 Ki : 0.00 External Pressure: 30.7 psf-LRFD GCpi: ±0.18 K2: 0.00 18.4 psf-ASD Kit: 1.00 K3 : 0.00 SEA Snow Loading 9000 SW Washington Square Rd,Tigard,OR 97223 Lat: 45°27'20.59"N Snow Load: 10.0 psf Long: 122°46'53.64"W Elevation: 203.0 ft Snow Drift Analysis Snow Loads L upper 50'-0" Ground Snow Load 10.0 psf Llower 20'-0" Roof Snow Load 7 psf Drift Type Lower Structure W 7.40 ft Upper Roof Pitch 0/12 Seperation Distance 0 Height Hr(hc+hb) 10'-0" Drift Surcharge Only Considered When Drift Surcharge Applies ? hc/hb>0.2(hc=hr-hb)[(hr-hb)/hb>0.2] = 20.86 Yes hd=(0.43(Lu^(1/3))*((Pg+10)^(1/4))-1.5)*((20-S)/20) 1.85 ft hb=Pf/y 0.46 ft. y=0.13Pg+14.0<=30 pcf 15.3 pcf SUMMARY Surcharge Load due to Drifting Pd 28 psf Drift Load at Lower Roof Edge 0 psf yk` NORDLING Proj. No.: 19-247 : I, , ,, N STRUCTURAL EMBASSY SUITES FREE STANDING CANOPY ® ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:El f . . Geometry data Nodes Node X Y Z Rigid Floor [in] [in] [in] 1 -___-_-_ 0.00______- 0.00 _--__--0.00-_ ____- - 0 . 2 0.00 7.00 0.00 0 3 65.00 34.30 0.00 0 4 130.00 7.00 0.00 0 5 130.00 0.00 0.00 0 6 126.50 7.00 0.00 0 7 65.00 7.00 0.00 0 8 3.50 7.00 0.00 0 Restraints Node TX TY TZ RX RY RZ -------------------------------------- 6 1 1 1 0 0 0 8 0 1 1 0 0 0 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] - _ 1 ^- 2 8 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 2 8 3 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 3 3 6 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 4 6 4 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 5 2 1 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 6 4 5 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 7 8 7 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 8 7 6 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 9 3 7 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 Load data Load conditions Condition Description Comb. Category dl Dead load No DL wI Wind Load No WIND sl Snow and Drift Load No SNOW LCI dl+wl Yes LC2 dl-wl Yes LC4 dl+sl Yes Distributed force on members Condition Member Dirt Vail Val2 Dist1 % Dist2 % [Lb/ft] [Lb/ft) [in] [in] dl 1 Y _ -4.00 - -4.00 0.00 No--100.00 Yes 2 Y -4.00 -4.00 0.00 No 100.00 Yes 3 Y -4.00 -4.00 0.00 No 100.00 Yes 4 Y -4.00 -4.00 0.00 No 100.00 Yes wI 1 2 61.00 61.00 0.00 No 100.00 Yes 2 2 61.00 61.00 0.00 No 100.00 Yes i 3 2 61.00 61.00 0.00 No 100.00 Yes i 4 2 61.00 61.00 0.00 No 100.00 Yes 5 2 61.00 61.00 0.00 No 100.00 Yes 6 2 61.00 61.00 0.00 No 100.00 Yes sl 1 Y -67.00 -67.00 0.00 No 100.00 Yes 2 Y -67.00 -67.00 0.00 No 100.00 Yes 3 Y -67.00 -67.00 0.00 No 100.00 Yes 4 Y -67.00 -67.00 0.00 No 100.00 Yes NORDLING Proj. No.: 19-247 EMBASSY SUITES STRUCTURAL FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:E2 • I • Analysis Results Reactions Forces ILbI Moments Ilb`itl • Node FX FY FZ MX MY MZ ----- -____ Condition LC1=dl+wl . 6 -71 -308 0.00000 0.00000 0.00000 0.00000 8 0 -304 0.00000 0.00000 0.00000 0.00000 Condition LC2=dI-wi 6 71 356 0.00000 0.00000 0.00000 0.00000 8 0 351 0.00000 0.00000 0.00000 0.00000 Condition LC4=d1+sl 6 0 418 0.00000 0.00000 0.00000 0.00000 8 0 418 0.00000 0.00000 0.00000 0.00000 Load conditions to be included In design: LC1=d1+wl LC2=dl-wl LC4=dl+sl Description Section ______________ ection -Y�_�-_ Member Ctri Eq. Ratio Status _V_� Reference Frame TA 2.0 x 2.0 x 0.125 1 LC1 at 0.00% 0.02 OK (H1-1b) 2 LC2 at 100.00% 0.47 OK (H1-1b) 3 LC4 at 0.00% 0.46 OK (H1-1b) 4 LC2 at 0.00% 0.03 OK (H1-1b) 5 LC1 at 0.00% 0.02 OK (Sec.F) 6 LC2 at 0.00% 0.02 OK (Sec.F) 7 LC2 at 0.00% 0.21 OK (H7-1b) 8 LC4 at 100.00% 0.21 OK (H1-1b) __ -` ----- - _____ -_9 LC2 at 100.00% 0.01 OK -- (H1-1b) -- ( ( ( ( ( _. NORDLING Proj. No.: 19-247 5::,„ EMBASSY SUITES 4, ‘ ' STRUCTURAL FREE STANDING CANOPY ,,,, ‘, ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200'Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:E3 I MEMBER 2 Plane 1-2 Plane 1-3 Condition Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] V --~— LC2=dl-wl 0% 0.000 -524 159 -84 0.000 0.000 0.000 I - 45% 30.279 -520 -3 112 0.000 0.000 0.000 100% 67.287 -515 -203 -206 0.000 0.000 0.000 TA 2.0 x2.0 x0.125 Constants Member 2 2 2 I b 2.000 in nu 1.95 Load Case LC2 LC2 LC2 d 2.000 in ny 1.65 Dist to J [ft] 5.58 5.58 5.58 4 t 0.125 in na 1.2 Axial [Lb] -524 -520 -515 . 2 A 0.938 in Bc 27.64 V22 [Lb] 159 -3 -203 Av 0.500 int Dc 0.14 M33 [Lb*ft] -84 112 -206 I Ix 0.552 in4 Cc 78.38 V33 [Lb] 0 0 0 Sx 0.552 in3 Bs 17.63 Mn [Lb*ft] 0 0 0 I ix 0.767 in Ds 0.07 1 Iy 0.552 in4 Cs 98.14 fb 33 psi 1,827 2,436 4,480 Sy 0.552 in3 fb 22 psi 0 0 0 1 ry 0.767 in Fv 8,485 psi fv psi 170 3 217 J 1.104 in4 Ft 15,385 psi fa psi 559 555 549 ft psi 0 0 0 6063-T6 165 pcf Fb33 psi 12,022 12,022 12,022 Ftu 30 ksi 1.07 plf Fb22 psi 12,022 12,022 12,022 Fty 25 ksi Fa psi 6,702 6,702 6,702 Fcy 25 ksi Fsu 19 ksi Fb&Fa Eq 4.1.1-1 0.22 0.27 0.43 I Fsy 14 ksi Fb&Fa Eq 4.1.1-2 0.24 0.29 0.45 E 10,100 ksi Ft& Fb Eq 4.1.2-1 0.15 0.20 0.37 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.11 0.12 0.22 kc 1.12 Type 2 i 1 1 a i I T 1 i 1 i 1 1 I i 's. i t 1 3 NORDLING Proj. No.: 19-247 EMBASSY SUITES STRUCTURAL FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:E4 I i e Wind Speed: 120 mph Exposure: B i Mean Height(h): 20'-0" 3 Width(x): 30'-0" Topographic Feature: Homogeneous Length(y): 30'-0" Height of Hill(h) 0 ft 3 F Crest Length(La,) 0 ft qh: 19.55 psf-LRFD Crest to Structure Dist(x) 0 ft 6 j I!X H Ka: 0.85 Ki : 0.00 Cp: 0.80 0.80 windward Kit: 1.00 K2: 0.00 CP: -0.50 -0.50 leeward K3 : 0.00 Gust: 0.86 0.86 ; 1 V�Ol _ _ ' iiX= . FY j .-rc 1 E : Leeward qh*Cp*Gust = -5.1 psf qh* Cp*Gust = -5.1 psf 1 i Windward kz qz*Cp*Gust Total qz*Cp*Gust Total 15-0" 0.575 7.5 psf 12.5 psf 7.5 psf 12.5 psf Wind Force Perpendicular to Ridge qz: 11.7 psf h/Ly 0.667 I x —. i h/Lx 0.667 H Y 4 Horizontal Force applied at Eave Horiz Pitch Angle X/Y Cp q outward inward total 3 Dist windward leeward windward leeward (p1±) (plf) (p1) a 5'-6" 5/12 22.6 X 0.04 -0.60 .4 psf -6.1 psf 1.0 -13.9 15 i I i i C i i r 1 1 1 i i NORDLING Proj. No.: 19-247 i STRUCTURAL FREE STANDING CANOPY 41 ENGINEERS i ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:DEC 2019 By:JHW Sheet No.:E5 i i