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Specifications SUMMARY STEEL CANOPY DESIGN CRITERIA 2014 Oregon Structural Specialty Code Dead Load 2 psf + member self weight Live Load: 15 psf Snow Load: 20 psf + Drifting Snow Load (20 psf minimum) PER SNOW LOAD ANALYSIS FOR OREGON(THIRD EDITION)DECEMBER 2001 STATEWIDE ALTERNATE METHOD No.OSSC 05-01 - ISSUED MAY 1,2005 Wind 120 M4-4 (3 sec gust, vuLT) Exp B Connections to existing structural brick wall. } There are two new 5'-0' aluminum canopies. There are five new 3'-0' aluminum louvers. All aluminum to be 6063-T6. TA = Aluminum Tube (6063-T6). Engineer of record (E.O.R.) to design backing to support the canopies 4 louvers. See sheet 52 for summary of canopy 4 louver loads. 1 NORDLING Proj. No.: 18-029 STRUCTURAL S CANOPIES&LRQUEST OBORO UVERS ENGINEERS ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.: S1 ENGINEER OF RECORD TO DESIGN SACKING FOR FY LOADS IMPOSED BY CANOPY: , i�L Fx Fx TOP Fy TOP Fx SOT Fy BOT C II /-* SNOW 3,119 lbs 1,895 lbs -3,119 lbs 1,296 lbs - " , TOP WIND -1,356 lbs -691 lbs 1,356 lbs -450 lbs r 1 , I a . F xII I �� -� SOT 1 1 1 I F T ENGINEER OF RECORD TO DESIGN BACKING FOR - LOADS IMPOSED BY LOUVER: M Fy SNOW 518 ft-lbs 552 lbs WIND 159 ft-lbs 168 lbs I I I I ]�� I 1 {' I I I I 1 I (111.7: oaoo I II I 1 F Y NORDLING Proj. No.: 18-029 STRUCTURAL STORQUEST HILLSBORO ,.. ',;tip :; :d� CANOPIES&LOUVERS 4. ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.: S2 3'-11 '+ f °S'-6 10'-0° 10'-0' 10'-01 9'--ii' f3'-10 ' 0 0i 0 0 f p` _l southeast metal canopy ' -SEE C i SIM 1 44'-0" ' g'-0' / 20'-0' / IS'-0" f I •0 0 0 0 0 i , y 83y 1 a) �,, J 3 northeast metal canopy Q t 1 I Qj 1 I i n TH. 8 6) A SEE 0,1 3 T.H. i € t 1 f , Ts. • z STRucTURq< / 1"011, %%�CD PROFFs(� NGINFF,i, 42 g T.B. = TA 2x2 TIE 13ACKS eI0'-0' a/c MAX kc, 12,187 /Is. if • 'EGON f !BUILDING 4 CANOPIES ✓°�y 75, ,99� yN . NOVO- i EXPIRES'12/31/20 i NORDLING Proj. No.: 18-029 STORQUEST HILLSBORO ,s , ' STRUCTURAL CANOPIES LOUVERS ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:D1 t ( I 35'-0' / 35'-0' I 11'-6' 11'-6' fi _ 11'-6' 1T-6' southwest louver SEE (1) southwest louver I TYP ST-0' I8'-6' fi 20'-0' 18'-6' southeast louver v-SEEO p 18'-0'/ fr 9'-0' A, 20'-0' 20'-0° 20'-0` 4, 9'-0' • \ - —: -1- - _ __ _ / :1- 4. northwest louver I LLOUVER SEE OD CONNECTIONS 4010'-0' o/c MAX, TYP R i 1l9'-0' f 20'-0' 20'-0' 20'-0' 20'-0' 19'-0° TYP TYP I f cn _ , `SEE p northeast louver 0 .0:WCTU1.?g4 ' Oti PRO,Fss I C5 12,1 S dillig ' OREGO , 13,0, !BUILDING 4 LOUVERS 0 ,„4 EXPIRES:12/31/20 NORDLING Proj. No.: 18-029 ‘, ,,, ,4,.,,,A:1,41STRUCTURAL STORQUEST HILLSBORO ,a ,E'' CANOPIES&LOUVERS ENGINEERS, LLC PIKE AWNING COMPANY 6776 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:D2 i SEE PLAN f 1'-10' / 3'-4' / 3'-4' , 3'-4' MAX , 3'-4' 3'-4' TYP BACKING BY Q ® ([11 E.O.R r II B Ell _ ___ th- © 1 © TYP it .. _ /GRIND [1] \SMOOTH to 10'-0' o/c MAX El Roof Deck Units by Taylor Metal Products as follows: 1. 11/4' PBR, 24 gauge, 36' wide. IL Attach to support members with 012 x 1' gaIv screws at each valley. At parallel supports and side laps, space screws at 16' o/c maximum. 0 C12x20.1 (6063-T6) eve 0 TA S x 2 x 0.125 W/ L irk x I//2 x 0.125 DECK SUPPORT BETWEEN INTERIOR FRAMING. I 2612 TYP ye r 2612 Nr7s17 ® TA, 8x2x0.125 Q TA 2 x 2 x 0.125 (MIN), TYPICAL UNLESS NOTED OTHERWISE. pis ® (4) 1/2'4' M. BOLTS, TYPICAL. AT ENDS, PROVIDE (2) 1/210 M. BOLTS. 0 PROfl wN12,1FR / g OREGO i CANOPY1 Cp.... PLAN 't, ,s, ' ma\+ . NORo I EXPIRES:12/31/18 NORDLING Proj. No.: 18-029 STRUCTURAL STORQUEST HILLSBORO 1,,, ,kCANOPIES&LOUVERS 4 k 4 0. ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97009 Date:JAN 2019 By:JHW Sheet No.:D3 3 SEE PLAN 10 -0'' MAX 10'-0' MAX r---BACKING BY \ E.O.R. i '—' 4: 10 - 7 0 1 Tn 0 GRINDI/ SMOOTH/ 6 10'-0' o/c MAX TYP EACH END IS Ei TA6x1x0.125LOUVERS ® C12x20.7 (6063-T6) 14 ® TA8x2x0.125 rB 10 (4) 1/2'. M. BOLTS, TYPICAL. AT ENDS, PROVIDE (2) 1/2'0 M. BOLTS. to PRD, �o t12,18 y� Or 11 - OREGON G�'Orm LOUiER FLAN -0 75, +0 tA' \ E. NORM� EXPIRES:12/31/18 NORDLING Proj. No.: 18-029 EHILLSBROS STRUCTURAL CANOPIES ST&LOWOE ER • , ‘, ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JEW Sheet No.:D4 I/4' to EACH SIDE BY E.O.R. 75/814) M. BOLT TA2x2x0.25 54'4) M. BOLT- -,,,, M fie I/4 x 2 EACH SIDE-f '. 5 54'4) M. BOLT /B 4) M. BOLT ::----i--,t iiiii ii. n II b fie 1/4 x 2 EACH SIDE "—r AT FRAME ENDS I SPLICE i I I E 1 TA2x2x025 � 11 � D 10 TYP>vs V 1.4 � .' • 0 N\ 1 111 II Ia ir r:"\ \ II "::o ° 9 Al SPLICES, BOLT 1_____,,,____1 LOUVER SECTIONS ift 3' TYPilk rrf TOGETHER W/ (3) 3/5'0 M. ,8BOLTS 624't o/c Cal 4 mil j 5/a'0 M. DOLT s,RUCTU1 I ,�0 PRO, 1 �� E Q AT FRAME END AT FRAME ENDS 187 SPLICE / OREGON d dO ✓LC Y 7 5. 19g3 CANOPY SECTION ti^, \s 0 . NOW - I EXPIRES:12/31/20 NORDLING Proj. No.: 18-029 STORQUEST HILLSBORO ‘ 4 . STRUCTURAL' CANOPIES&LOWERS ,..„„..04, ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:D5 b't EQ EQ EQ 1034'i BACKING* iE , BY E.O.R. 1 I Q in '• 4. /--AT SPLICES, BOLT • LOUVER SECTIONS ( rpi • _% S%_% TOGETHER wi (3) 3/8'0 M. �. COLTS a I � 4' 4' 4' 4' 1i1 I I I I I , I i ii..1. 0.11.0 „ a[I 1 1 . ,L - 111111 TYP© 0 S,f tJCTUR Iktt PROpe %.,.. ,A G I N e R ./D / 12,1 kS pr , 4 — OREGON LOUVER SECTION `�pyN``' 15, 19 �\�� F. NOFtO EXPIRES:12131/20 NORDLING Proj. No.: 18-029 STORQUEST H LLSBORO STRUCTURAL_' CANOPIES&LOUVERS `- ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:D6 z , / 5'-O' AI_6. r 2'-5 3/8' 4, p <e \ 't \ 11 i O I I a I I N ' 1111In I ' O O \ I \J 10 © © © e 0 cn 5'-0' 0 O OMETAL DECKING ;I in DL 2.0 PSF XD SL 1 PSP + DRIFT > 20 par 0 ti • LL 15.0 PSF 9 LUL 18.4 PSF Q 0 71- tt © c+l DRIFT k9P �9p9 `�9t SNOW i� � � � � � � iiiiiiiiiiiiiii m-rr rTrrmT A o A . 2.4' / 22' / 61 rn 1 TAYLOR METAL, 14' CORRUGATED, 24 ea TWO SPAN :: 2'-6' ` ALLOWABLE UNIFORM TOTAL LOADS O w 239 PSF > 51 per MAx Jaliss......., RPL 2 pie j 6 pir I 2 pie I ; LL 14 pie I 43 pie I 12 pie ! N. \ r . I SL 43 pie j 126 pie ! 33 pir l WL -11 pir/ -53 pir/ -15 pir/ NORDLING Proj. No.: 18-029 STRUCTURAL STORQUEST HILLSBORO Lia)0 .. CANOPIES&LOWERS 6. ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:Cl ys 9i . 410 REAR SUPPORT 0 CENTER SUPPORT 4 FRONT SUPPORT . W - W pt. pif PPL 11 lbs O DL 6 pif W DL 2 low LL 14 pif LL 11 lbs LL 43 pir LL 12 pif SL 43 pif SL 241 lbs WL -11 WL -101 be 5L 126 pIF SL Si pif pif WL -$3 pif WL -33 pif P5 P5 1 P5 I P5 W r W W 111111 1111111 Hill VIII 111111 111111 Ao A m o 0, 0I 10'-0' , 10'-0' [ �. 3'-4' / 31-41 / 3'-41 / 3'-41 TA 2.0 x 8.0 x 0.125 TA 2.0 x 2.0 x 0.125 TA 2.0 x 2.0 x 0.125 606346 6063-T6 6063-T6 Fty 25,000 psi Fty 25,000 psi Fty 25,000 psi Lu 2.0 ft Lu 2.0 ft Lu 2.0 ft R1 R2 R3 R1 R2 R3 R1 R2 R3 RDL 15 54 15 RDL 10 20 10 RDL 3 7 3 RLL 104 380 104 RLL 72 143 72 RLL 20 40 20 RSL 322 1,180 322 R sL 210 420 210 R sL 135 270 135 RwL -131 -482 -131 RwL -88 -177 -88 RwL -55 -110 -55 Shear Shear Shear DL+LL 217 lbs DL+LL 82 lbs DL+LL 23 lbs DL+SL 617 lbs DL+SL 220 lbs DL+SL 138 lbs DL+WL 214 lbs DL+WL 78 lbs DL+WL 52 lbs d+s+w 289 lbs d+s+w 101 lbs d+s+w 63 lbs Moment Moment Moment DL+LL 493 ft-lbs DL+LL 68 ft-lbs DL+LL 19 ft-lbs DL+SL 1,403 ft-lbs DL+SL 183 ft-lbs DL+SL 115 ft-lbs DL+WL 488 ft-lbs DL+WL 65 ft-lbs DL+WL 43 ft-lbs d+s+w 655 ft-lbs d+s+w 84 ft-lbs d+s+w 53 ft-lbs fv 309 < 7,113 psi fv 440 < 8,485 psi fv 277 < 8,485 psi fb 3,858 < 13,883 psi fb 3,987 < 13,920 psi fb 2,507 < 13,920 psi Si S2 Si S2 Si S2 mm A DL+LL -0.022 -0.02 A DL+LL -0.024 -0.02 A DL+LL -0.007 -0.01 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 A DL+SL -0.061 -0.06 A DL+SL -0.066 -0.07 A DL+SL -0.041 -0.04 L/+999 L/+999 L/608 L/608 L/967 L/967 A DL+WL 0.021 0.02 A DL+wL 0.023 0.02 A DL+wL 0.015 0.02 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 NORDLING Proj. No.: 18-029 iSTRUCTURAL STORQUEST HII LSBORO 1� CANOPIES&LOWERS ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.: C2 . , coTRANSVERSE BEAM é FRONT CI-IANNEL O BEAM AT TIE BACK 0 0 0 0 0 0 PDL 20 lbs 11 lbs PDL 16 lbs PDL 20 lbs 1 lbs 43 lbs LL 143 lbs 40 lbs LL 106 lbs LL 143 lbs 40 lbe 283 lbs SL 420 lbs 210 lbs 6L 44.9 be 6L420 lbs 210 lbs 1,19-1 lbs WL -177 lbs -110 lbs WL -186 lbs WL -Ml lbs -110 lbs -496 lbs P3 P4 P5 P5 P5 P5 P5 P� P6 V V V V Ao r A v i A 61 A v tr m 0 m 0 " '-0' 10'-0" 10'-0' 4'-6' 6' TA2.0x2.0x0.12s C12x20.7 TA2.0x8.0x0.12_5 6063-T6 6063-T6 Fty 25,000 psi 6063-T6 Fty 25,000 psi Lu 0.0 ft Fty 25,000 psi Lu 0.0 ft R1 R2 Lu 0.0 ft R1 R2 R3 RDL 11 16 R1 R2 R3 RDL 4 66 0 RLL 77 106 RDL 11 43 11 RLL 34 432 0 RRL 241 449 RLL 71 283 71 Rs', 58 1,829 0 ..Rwi. -101 -186 RSL 300 1,197 299 RWL -26 -757 0 RwL -124 -496 -124 Shear Shear DL+LL 122 lbs Shear DL+LL 326 lbs DL+SL 465 lbs DL+LL 163 lbs DL+SL 1,240 lbs DL+WL 170 lbs DL+SL 620 lbs DL+WL 453 lbs d+s+w 213 lbs DL+WL 227 lbs d+s+w 569 lbs d+s+w 284 lbs Moment Moment DL+LL 211 ft-lbs Moment DL+LL 163 ft-lbs DL+SL 608 ft-lbs DL+LL 407 ft-lbs DL+SL 620 ft-lbs DL+WL 218 ft-lbs DL+SL 1,550 ft-lbs DL+WL 227 ft-lbs d+s+w 280 ft-lbs DL+WL 567 ft-lbs d+s+w 284 ft-lbs d+s+w 711 ft-lbs fv. 930 < 8,485 psi fv 620 < 7,113 psi fb 13,229 < 15,152 psi fv 183 < 8,485 psi fb 1,705 < 15,152 psi fb 865 < 15,152 psi S1 S1 S2 A DL+LL -0.143 A DL+LL -0.001 0.00 L/420 Si S2 A DL+LL -0.002 0.00 I,/+999 L/+999 ADL+SL -0.421 ADL+SL 0.001 0.00 L./142 L/+999 L/+999 L/+999 L/+999 DL+WL 0.151 A DL+SL -0.009 -0.01 A A DL+WL 0.000 0.00 L/397 L/+999 L/+999 L/+999 L/+999 A DL+WL 0.003 0.00 L/+999 L/+999 NORDLING Proj. No.: 18-029 ' STORQUEST HILLSBORO STRUCTURAL CANOPIES&LOUVERS 4. ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:C3 1 _ S SEAM AT TIE BACK • 0 0 0 0 0 0 PDL 10 lbs 3 lbs 11 lbs PDL 10 lbs 3 lbs II lbs LL 12 lbs 20 lbs 11 lbs LL 12 lbs 20 lbs 11 lbs sL 210 lbs 135 lbs 300 lbs SI_ 210 lbs 135 lbs 300 lbs WL -SS lbs -55 lbs -124 lbs WL -SS lbs -55 lbs -124 lbs 3 P4 P6 P3 1='4 Pe. itift (r (r 4'-6' 6' 4'-6' 6' TA 2.0 x 8.0 x 0.125 C12x20.7 6063-T6 Fty 25,000 psi 6063-T6 Lu 0.0 ft Fty 25,000 psi R1 R2 R3 Lu 0.0 ft RDL 3 21 0 RI R2 R3 RLL. 25 137 0 RDL 3 21 0 RSL 62 583 0 RLL 25 137 0 Rwt. -26 -241 0 Rs L 62 583 0 R WL -26 -241 0 Shear DL+LL 81 lbs Shear DL+SL 311 lbs DL+LL 81 lbs DL4WL 113 lbs DL+SL 311 lbs d+s+w 143 lbs DL+WL 113 lbs d+s+w 143 lbs Moment DL+LL 69 ft-lbs Moment DL+SL 160 ft-lbs DL+LL 69 ft-lbs DL+WL 57 ft-lbs DL+SL 160 ft-lbs d+s+w 74 ft-lbs DL+WL 57 ft-lbs d+s+w 74 ft-lbs fv 156 < 7,113 psi fb 439 < 15,152 psi fv 92 < 8,485 psi Si S2 fb 89 < 15,152 psi A DL+LL -0.001 0.00 L/+999 L/+999 Si S2 A A DL+SL -0.002 0.00 DL+LL 0.000 0.00 L/+999 L/+999 L/+999 L/+999 A DL+WL 0.001 0.00 A DL+SL 0.000 0.00 L/+999 L/+999 LI+999 L/+999 A DL+WL 0.000 0.00 L/+999 L/+999 NORDLING Pro;. No.: 18-029 4 s PSSTRUCTURAL r4A„. 4. ENGINEERSLLC OIEHILLSBOROU PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.: C4 I OTIE SACK • Fx PDL 66 lbs / : LL 432 lbs u BL 1,829 lbs Rs 430 ibs WL -1 1 lbs D4W —132 lbs I FYI P, a N 1 P 'a4' M. SOLI - 6.1k _ak.. ' i it Fx D+s 3,119 lbs ID Ail -1,356 lbs FY D+6 1895 lbs ID-Au -691 lbs 1R D+8 4,114 lbs D+111 -1,522 lbs TA 2.0 x 2.0 x0.125 Constants Member 5 5 b 2.000 in nu 1.95 Load Case D+S D+W d 2.000 in ny 1.65 Dist to J [ft] 4.90 4.90 t 0.125 in na 1.2 Axial [Lb] 4174 -1522 . A 0.938 mz Bc 27.64 V22 [Lb] 0 0 Av 0.500 .r12 Dc 0.14 M33 [Lb*ft] 0 0 . Ix 0.552 ina Cc 78.38 V33 [Lb] 0 0 Sx 0.552 in3 Bs 17.63 M22 Iib*ft] 0 0 rx 0.767 in Ds 0.07 Iy 0.552 in4 Cs 98.14 fb 33 psi 0 0 Sy 0.552 in3 fb 22 psi 0 0 ry 0.767 in Fv 8,485 psi fv psi 0 0 J 1.104 in4 Ft 15,385 psi fa psi 0 1,623 ft psi 4,452 0 6063-T6 165 pcf Fb33 psi 12,321 12,321 Ftu 30 ksi 1.07 Of Fb22 psi 12,321 12,321 Fty 25 lcsi Fa psi 8,490 8,490 Fey 25 ksi Fsu 19 ksi Fb&Fa Eq 4.1.1-1 0.00 0.19 Fsy 14 ksi Fb&Fa Eq 4.1.1-2 0.00 0.19 E 10,100 ksi Ft& Fb Eq 4.1.2-1 0.29 0.00 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.00 0.19 kc 1.12 Type 2 NORDLING Proj. No.: 18-029 II. c'tTRUCTURAL STORQUEST HILLSBORO xl , CANOPIES&LOUVERS A.) - ® ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:CS _ 0 TIE BACK - ENDS r ' O 1=X PDL 21 be, ;; , I, LL 131 lbs u sL r583 lbs RDas .•30 Ibe WL -241 lbs ' Da -132 be. i : FY= P, 1 P - - 54'4' M. BOLT = 6.1 k -ok- 11 Ilamsoligssai. 11 ...... r�MlliMi■ FX Das 2,311 be, D+w -864 lbs FY D+5 1,208 lbs D+w -440 lbs R D 2,661 lbs D+w -Sée lbs TA 2.0 x2.0 x0.125 Constants Member 5 5 b 2.000 in nu 1.95 Load Case D+S D+W d 2.000 in ny 1.65 Dist to J [ft] 4.90 4.90 t 0.125 in na 1.2 Axial [Lb] 2661 -969 . A 0.938 inz Bc 27.64 V22 [Lb] 0 0 Av 0.500 in2 Dc 0.14 M33 [Lb*ft] 0 0 . Ix 0.552 toa Cc 78.38 V33 [Lb] 0 0 Sx 0.552 in3 Bs 17.63 M22 [Lb*ft] 0 0 rx 0.767 in Ds 0.07 Iy 0.552 ina Cs 98.14 fb 33 psi 0 0 Sy 0.552 in3 lb 22 psi 0 0 1y 0.767 in Fv 8,485 psi fv psi 0 0 J 1.104 ina Ft 15,385 psi fa psi 0 1,034 ft psi 2,838 0 6063-T6 165 pcf Fb33 psi 12,321 12,321 Ftu 30 ksi 1.07 plf Fb22 psi 12,321 12,321 Fty 25 ks i Fa psi 8,490 8,490 Fcy 25 ksi Fsu 19 ksi Fb&Fa Eq 4.1.1-1 0.00 0.12 Fsy 14 ksi Fb&Fa Eg4.1.1-2 0.00 0.12 E 10,100 ksi Ft& Fb Eq 4.1.2-1 0.18 0.00 Id 1.00 Fv,Fa,&Fb Eq 4.4-1 0.00 0.12 kc 1.12 Type 2 NORDLING Proj. No.: 18-029 ' STORQUEST HILLSBORO STRUCTURAL CANOPIES&LOUVERS 4-4 40 , ‘,, t, ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.: C6 10 CONNECTION - LOWER CENTER Screw r 3/8-16 4 Count • Grade SAE Grade 2 Pitch 16 /in F D+5 3,119 lbe Fu 74,000 psi - Fy 57,000 psi D+w -1,356 lbs Allowable Tension Stress 29,600 psi FY Das 1,296 tine Backing 6063-T6 T6 ksi ID+t11 -450 line T/Ga 1/8" 0.125 in Fu/Fsu 19,000 psi 1 TS10) 0.052 in2/thread 14, -�Fx Allowable Loads i: • �; . • -�.-- as Tension 2,294 lbs Screw Tension Tens-ion 392 lbs- Pulleut I FY- P2 + P� Shear 1,194 lbs Screw Shear i Bearing 1,069 lbs Bearing 0 0 Adjusted Allowable Loads PDL 54 Ibe PDL 4 lbe Tension 2,294 lbs LL 3S0 lbe LL 34 !be Shear 1,069 lbs GL 1,180 Dos SL 58 lbe WL -482 be WL -26 !be - — UNITY=L T I+ V TALL VALL_ 1 10 CONNECTION - LOWER END Tension 3,719 lbs Shear 1,356 lbs D+S 0.72 < 1.00 Fx D+s 2,3-11 lbs Tension 1,296 lbs ID 4W -864 lbe Shear 450 lbs D+W 0.25 < 1.00 +e FY D+5 804 line f , DAV -218 be, Tension 2,371 lbs Shear 804 lbs i D+S 0.45 < 1.00 t 1 ti' Tension 864 lbs l ■ • Fx Shear 278 lbs f 'I ••, D+W 0.16 < 1.00 1 FY= P2 + Pe I 0 0 (4) 3440 M. BOLTS 6101-0' o/c I PDL 15 lbs PDL 3 ibis LL 104 lbe LL 25 lbs 5L 322 lbs 5L 62 lbs WL -131 lbe WL -26 lbe NORDLING Proj. No.: 18-029 STRUCTURAL STORQUEST HILLSBORO i ,i, a r.,1' CANOPIES&LOUVERS ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200,Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:C7 9 _ . DEAD MATERIAL WEIGHT WIND = 18.4 psi' 49CE 1.05 WIND DESIGN - SHEET DI 49?br Al ps`AS psr NOW 3-1105 , r 27'' 1 4::::3-----1.--is , � O O l' O ,' ss 4::::3 5.4" 7 4.9" Yl "JJ 3'-0' Cs = 1 - (45' - 15") / 55" (4CSE 1.05 1-2c) E = 4590 0 LOUVER FIN S WS D= 1.688 int* 165 pcf 1.95 plf *ujw W =6.0 In ' 18.4 pal 9.2 p l f WD S = 4.9 in ' 20.5 psf 8.4 plf WIND CONTROLS Y f WW Dx = I.95 plf * sin (45') x 1.313 plf / fr Lc> DY = 1.95 plf ' cos (45") 138 plf \ Sx = 8A plf * sin (45') 2.8 plf / Sy = 8.4 plf ' cos (45") 2.8 plf \ NORDLING Proj. No.: 18-029 STORQUEST HILLSBORO 44. . ' STRUCTURAL CANOPIES&LOUVERS ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.: C8 '4 A W A W • 111111 111II1 Wt, 13 plf 111111 111111W o 13 plf A A XII) w 9.2 plf A A + w 0 plf i 101-0" 9 2.8 plf / 5 2.8 plf k 10�-0• 8'-0' W TA 6.0 x 1.0 x 0.125 TA 1.0 x 6.0 x 0.125 6063-T6 6063-T6 Fty 25,000 psi Fty 25,000 psi Lu 10.0 ft Lu 10.0 ft R1 R2 R1 R2 RDL 7 7 RDL 7 7 g RLL 10 10 RLL 10 10 i RSL 14 14 RSL 14 14 1 k RWL 46 46 RwL 0 0 Shear Shear DL+LL 17 lbs DL+LL 17 lbs , DL+SL 21 lbs DL+SL 21 lbs DL+wL 53 lbs DL[WL 7 lbs 1 d+s+w 52 lbs d+s+w 17 lbs Moment Moment DL+LL 41 ft-lbs DL+LL 41 ft-lbs DL+SL 51 ft-lbs DL+SL 51 ft-lbs DL+WL 131 ft-lbs DL+WL 16 ft-lbs d+s+w 129 ft-lbs d+s+w 43 ft-lbs 1 fv 210 < 8,485 psi fv 14 < 8,006 psi fb 2,644 < 14,429 psi lb 302 < 5,554 psi 7 S1 Si A DL+LL -0.133 ADL+LL -0.012 s L/901 L/+999 ADL+SL -0.166 ADL+SL -0.015 € L/725 L/+999 A DL+WL -0.424 A DL+WL -0.005 L/283 L/+999 i i F , NORDLING Proj. No.: 18-029 STORQUEST HILLSBORO ' STRUCTURAL CANOPIES&LOUVERS i,,,, vil , ,.., 4 L- ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JFIW Sheet No.: C9 , 3'-0' r W D 25 plf i Ill 3.0 pif 18.4 psi'•2' 5 8.0 plf 50 paf•2• P:1" PP 68 lbs 6,51 plf• I0'-0' L 11 I 1 1 III III I III I l I, 14 lbs— 18.4 per+I2'•L:: -- -- U1y 46 lbs 18.4 psf•3'•10'-0' S 92 lbs 37 per+3'• 10'-0' t 4::::I_ 41k°' 4:1 > < > '4( > L 1 y— -i 1.9' rF RF , FLY D 19.5 be j w 92 lbs 14.3' s 84 !be 20.T f 21.1' k TA 2.0x8.0x0.125 6063-T6 V M T Fty 25,000 psi r it DL+LL 173 lbs 162 ft-lbs 35 lbs n Lu 2.0 ft in "--G DL+SL 552 lbs 518 ft-lbs 111 lbs Ri R2 r ,' DL+WL 168 lbs 159 ft-lbs 34 lbs RDL 44 110 T d+s+w 266 lbs 249 ft-lbs 53 lbs RLL 129 159 Rsr. 507 573 V Screw' 3/8-16 2 Count R wt. -212 -247 Grade SAE Grade 2 Pitch 16/in Shear Fu 74,000 psi - Fy 57,000 psi t' DL+LL 173 lbs Allowable Tension Stress 29,600 psi 1 DL+s[ 552 lbs Backing 6063-T6 T6 ksi DL+WL 168 lbs T/Ga 1/8" 0.125 in d+s+w 266 lbs Fu/Fsu 19,000 psi TSI0} 0.052 in2 I thread Moment DL+LL 162 ft-lbs Allowable Loads DL+sL 518 ft-lbs Tension 2,294 lbs Screw Tension DL+WL 159 ft-lbs Tension 392 lbs Pullout d+s+w 249 ft-lbs Shear 1,194 lbs Screw Shear Bearing 1,069 lbs Bearing fv 276 < 7,113 psi 4 fb 1,425 < 13,883 psi Adjusted Allowable Loads Tension 2,294 lbs i S1 A DL+LL -0.001 Shear 1,069 lbs __. L/+999 Ti rrv A nL+sL -0.005 UNITY= J-- ] , L/+999 ALL ,us A DL+WL 0.001 1 L/+999 Tension 111 lbs Shear 552 lbs D+S 0.28 < 1.00 NORDLING Proj. No.: 18-029 g STORQUEST H LLSBOROt, ` ' STRUCTURAL CANOPIES&LOUVERS t Ni4. 40 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:C10 t I . TAYL R CIassiç4P8corrug. ' • ted METAL PRO J JCTS ROOF ,ALL IF—�2Y8" I u �-, G.. S¢ 4-2 4 , � � ; 4 � f y is1 \ $ 3 - #�° ''-''..,"/, r `x<E.' .-:' ' '" ' 1 .)....,":4.? .-'ir '-iliikl: ".... .. E rfi fir `" } ,. 3` .F .3A ry v k 32-Single lap roof&wall coverage LapI � DETAIL a lls _ 1 It-"BuYtape 2 TED 1. IIIIIIII%1111-- .04.1''.".' '''''' i 31. ' ill killikL2r1.11160((j r -' , ,... - t k10°P*A. '- 1 2g pyv '' j , s r4. y a � , KEY FEATURES • 26g,24g, 22g Tru GuagerM and .032 Alum t • Long length flashings available up to 21'0" • Unique design only requires single lap for roof applications • Fiberglass panels available to match profile • ASTM 283, 330 and 331 , k • • • Panel is available in a wide variety of"Cool"baked on • Custom lengths 1'to 35'-No short length cut charge ARRMORMECHT"' or"Cool"baked on Kycolors. € (cold rolled)or Rusteel PlusTnar®(A606) • Recommended minimum pitch 3:12 • Color matched Neoprene Washered screws avilable '4' b ' F. � ,..-7-;14.-,;::,_.;.:.,44. 4 +'irillg� -,' � rFf uY§Y§] � "��k:+R. Y 8 1:") �iF��(�i°ryW .. SINGLE SPAN� 22 �...rvN `urr,a,�` �.� _< -_, �,�t�f'�, �'�" r A 50 505 323 224 164 125 DOUBLE SPAN 22 50 485 315 THREE OR MORE SPAN 22 50 220 162 124 NGLE SPAN 24 597 389 273 202 155 50 • 383 245 170 125 95 DOUBLE SPAN ( 24 ! .. 50 368. I 23 167 123 , THREE OR MORE SPAN 24 SO 94 452 295 207 153 SINGLE$PAN 26 118 80 DOUBLE SPAN 261 80 310 219 30151 101 64 , THREE OR MORE SPAN ( 210! 135 90 54 l 26 80 368 253 172 110 67 • • .r El s I 1 ASCE 7-10 Wind Force°`Standard. Components and Gla i g' 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(Lh) 0 ft qh: 21.95 psf Crest to Structure Dist(x) 0 ft GCp : 1.4 comer zone Ka: 0.85 Ki : 0.00 External Pressure: 30.7 psf-LRFD G Cpi: ±0.18 K2 : 0.00 18.4 psf-ASD Kit: 1.00 K3 : 0.00 fi gg� IkY ig SEA Snow Loading 12800 SW Pacific Hwy,Tigard,OR 97223 Lat: 45°25'37.65"N Snow Load: 10.0 psf Long: 122°46 37.18" W Elevation: 295.0 ft Snow Drift Analysis Snow Loads L upper 100'-0" Ground Snow Load 10 psf L lower 5'-0" Roof Snow Load 7 psf Drift Type Lower Structure W 10,88 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(he=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) 2.72 ft hb=Pf/y 0.46 ft. y=0.13Pg+14.0<=30pcf 15.3 pcf SUMMARY Surcharge Load due to Drifting Pd 42 psf Drift Load at Lower Roof Edge 23 psf NORDLING Proj. No.: 18-029 STRUCTURAL STORQUEST HILLSBORO CANOPIES&LOUVERS ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2019 By:JHW Sheet No.:E2 P cik, a • oFF,c, i= copy City of Tigard Approved Plano '1116Y DA too SPL( — --- FIEQUINED State of Oe,,, r.,,icurai Specialty Code in Concrete and Reinforcing Steel WA Bolts installed in Concrete O Special Moment-Resisting Concrete Frame O Reinforcing Steel&Prestressing Steel Tendons Qi Structural Welding High-Straight Bolting CI Stale, Masonry 0 Reinforced Gypsum Concrete O Insulating Concrete Fill O Spray Applied Fire-Resistive Materials al •• I • -d Picts and Caissons O Shotcrete O Special Grading,Excavation and Filling O Smoke-Control Systems O Other Inspections FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT = Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: !C3-Lt& DATE RECEIVED: DEPT: BUILDING DIVISION RECE i ED MA' 0 2019 FROM: ( V(. rte 4�x �c`� Y OF TIGARD COMPANY: COIAA L`f ,,e I {fes. ' UILDING DIVISION PHONE: 1ne____ � 9 By:, RE: 12SC7c3 W �iw L (-1 TA? EO « -- z-c40 (Site Address) (Permit Number) (Project name or subdivision name and number) ATTACHED ARE THE FOLLOWING ITE Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. lI° Basement and retaining walls. Beam calculations. ()) Engineer's calculations. Other(explain): REMARKS: � ���'�� lktm 10,._ cc, vkc r'2 FOR OFFICE USE ONLY Routed to Permit Te ician: Date: ,3-a.J J ° Initials: Fees Due: I,J Yes ❑ No Fee Description: Amount . $ $ S�,ci. s ctions: eprint Permit(per PE): ❑ Yes No Done Applicant Notified: Date: �,s El I:\Building\Forms\TransmittalLetter-Revisions 061316.doc