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Plans OFFICE COPY LOCATION SITE MAP RECEIVED APR (: r .- a£ CITY OF l iu;-,-3 BUILDIR DIVISIOr property line SW BONITA RD / SW pOnrtw Po T J \3sr � r , u e _Q / a i I I m 7 I ' 1 I I I 11 PROJECT i PORTLAND COMPRESSOR 7440 SW BONITA RD. I II N II INSTALL METAL CANOPY OVER I PORTLAND. OR. 97224 i G PARTS ex REPAIR ENTRANCE i 200 ; I SIT PO TEAND COMPRESSOR OFFICE COPY) 22� " 1I '{ 7440 SW BONITA RD. T. PORTLAND, OR. 9722 �F TIGARID<. - 11 503 863-7721 FOR CODE COMPLIANCE < TAX LOT ID Approved: } ill 2S112AC00600 OTC: I I New Entry Permit#: Ott P AO> I \ nO° 5< I Canopy ZONING - 1-P Address; -y go a0 rill'e. rA VALIDITY OF PERMIT APPLICANT Suite#: IFIE1SSUANCEOFAPERMIT PIKE AWNING c o. DAte: ___ BASED ON CONSTRUCTION DAN SPEARING �� - ��� -DOCUMENTS AND OTHER DAN@PIKEAWNING. COM DATA SHALL NOT PREVENT 503 624-5600 THE CODE OFFICIAL FROM REQUIRING THE CORRECTION • J OF ERRORS.OSSC 105.4 7300SW LANaNARKLN• DATE: 4/5/2021 PROJECT: DESCRIPTION: CITY: I1(114,1 ) PORTLANDOR87232 BY: DAN SPEARING PORTLAND COMPRESSOR STYLE: FREE STANDING AWNING P!!Ce PrN(so5> 624-5600 7440 SW BONITA RD. ROOF: ALUMINUM NORTH Fxk(505) 968-5440 SHEET: I PORTLAND, OR. 97224 FRAME: ALUMINUM ` danepikaawnlnp.corn SCALE: I/64"= I' 0". POWDER COAT: BK-08 BLACK / PARTS & REPAIR ENTRANCE EAST ELEVATION proposed awning 1 2z o / 1 I O'8" 8.0.. I I y . . . . . . . . . . 6" PARTS & REPAIR ENTRANCE 6" thick concrete driveway EAST ELEVATION 1 U bldg J 'typ post FREE STANDING 6' o^ CANOPY wweions 22'O" 'f _ Mt [ tNI (I) FREE STANDING CANOPY . : • J 7300SW. LANDMARK LN. DATE: 4/5/2021 PROJECT: DESCRIPTION: QTY: I 1 PORTLAND OR 97232 BY: DAN SPEARING PORTLAND COMPRESSOR STYLE: FREE STANDING AWNING .11Q1 Z[ PN#(503) Ala-shoo 7440 SW SONITA RD. ROOF: ALUMINUM _ --' --- fx#(503) 968-5440 SHEET: I FRAME: ALUMINUM \ danCtpikeawning.com SCALE: I' 0" = 64' 0" PORTLAND, OR. 97224 POWDER COAT: / L t metal bldg. PARTS a REPAIR ENTRANCE Metal Roofing EAST ELEVATION / 1/8" alum. sheetmtal 6'0" I 22' 0" } 1. 1 L� Q'8"\ - typ. slipper ---► - • • O'4" -4'/ ', 5'4" /f 0'4" 0'4" ' I 10'8" i / 10'8" - /f O'4" 1 I i I 1 1 1 I 8'O" 1 Q . Post typ. 1 I 4" x4" x1/4" TA I 1 • 1 I ► , SIDE VIEW 1 6" thick concrete slab FRONT VIEW Alum Base Plate 8" x 8" x 3/8" ---- Gutter Channel downspout (4) 1/2" anchors • 4" x 2" x .15" CA typ. each end L• --- 3'9-3/8" 3' 7-3/8" + 3' 7-3/8" r 3' 7-3/8" , 3' 7-3/8" 3' 9-3/8" -X 6'0" 4 7- 11'0" II 11'0" .�. r. , ' 22' O" / • • Perimeter ,`I PLAN VIEW interior Frame Members 8" x2" x1/8" TA 2" x2" x1/8" TA 7" / DATE: 4/5/2021 PROJECT: DESCRIPTION: CITY: I pike7300 SW.LANDMARK LN. PORTLANDOR97232 BY: DAN SPEARING PORTLAND COMPRESSOR STYLE: FREE STANDING AWNING PH#(503) 624-5600 ROOF: ALUMINUM -1 r F x#(5 0 3)968-5440 SHEET: I 7440 SW BONITA RD. li PORTLAND, OR. 97224 FRAME: ALUMINUM III IL danaplkaawnInp.cam SCALE: I' 0" = 48' 0" POWDER COAT: -- I RECEIVED APR 0 5 ?O2 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR PORTLAND COMPRESSOR 7440 SW BONITA RD PORTLAND, OR 97224 -- CANOPY -- 02031 P Ro ���, GI I NEE ve 12,187 i err O' GON v0 ✓`�Y 15, a.5 a3 yN E. NORO-\ EXPIRES:12/31/22 pF I Contents Summary S 1 Details A-F D 1 -D6 Canopy Calculations Cl -C5 Canopy Analysis El-E6 NORDLING Proj. No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY kir ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111tti,Suite 200•Beaverton OR.97008 Date:MAR 2021 By:JHW Sheet No.:COVER SUMMARY ALUMINUM CANOPY DESIGN CRITERIA 2019 Oregon Structural Specialty Code 1 Dead Load 2 psf + member self weight 1 i Live Load: 15 psf f Snow Load: 20 psf + Drifting Snow Load (20 psf minimum) PER SNOW LOAD ANALYSIS OREC�ON fTHIR�EDITIOW DEGEMBEIE 2 1 1 STATEWIDE ALTERNATE METWOD No.O58C 0S-01 - ISSUED MAT 1,2008 i Wind 98 MP 4 (3 sec gust, V 1) Exp 5 Connections to existing 6' concrete slab on grade. All aluminum to be 6063-T6 (min). #----- 5NORDLING Proj. No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR.97008 Date:MAR 2021 By:JHW Sheet No.:SI O El n11 li ;; MI" siii pp 1 N ii p1 1 EQ 1 EQ 1 EQ 1 EQ k EQ 1 EQ I 0 0.125' ALUMINUM SHEET METAL WI 10 SCREWS AT 6' o/c ALL SUPPORTS s GRIND ® TA S x 2 x 0.125, TYPICAL PERIMETER FRAMING. 5MOOTH ❑3 TA 2 x 2 x 0.125, TYPICAL INTERIOR FRAMING. Ifs4 FRAMING PLAN pi • Ta O TYP I , s © 1 i I _ r I -$' I 10'43' I ® TA 4 x 4 x 025, TYPICAL COLUMN. VOISUUtritt OD PROP8 �HO I"Ek-, /*I . 2,187 IP OR GON fil 0 FOUNDATION PLAN °yN `,' NpRQ,\ EXPIRES:12/31/22 NORDLING Proj. No.: 21-056 5 . STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR.97008 Date:MAR 2021 By:JHW Sheet No.:DI ( I • it ! Cj AEl J— El I I e I E � tY t I i �'"p �fF4! �J � PR 12GI.1N ' l � OREGO r C CANOPY SECTION -pyN°<Y 90� �, NOkp I EXPIRES.12/31/22 I I NORDLING Proj. No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR 0FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,SLite 200•Beaverton OR,97008 Date:MAR 2021 By:JHW Sheet No.:D2 n IIIII- ; ! 2®12 II _JIM %g V 2012 i' !ti a 3j ' I Ii- V ALUMINUM CI-IANNEL CrI 4' x2' ,.. 3/16 , 4 to SLEEVE: 3k2 x 31/2 x '® ^Ir y li R (2) l"4'4, SELF TAPPING I 34. 1 2' 2' SCREWS EACH SIDE (4) TOTAL , 4 I a G 1 e s i fe Y t\y pp Q 12,187 /• 4 • • EGON p DETAIL �-6,4, 5, ,ee \eOr-, E. Novo' I EXPIRES:12/31/22 NORDLING Proj. No.: 21-056 PORTLAND COMPRESSOR STRUCTURAL FREE STANDING CANOPY 1111 4540 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR 97008 Date:MAR 2021 By:JHW Sheet No.:D3 2812 II he /24)12 13 II] I © M I /I (3) SIDES I% Pr iI% I I (3) SIDES 3�16 1I1 11 I L4x4x34x0'-4' it I/B F SLEEVE: 3T 2 x 31/ x lie c SEE (D). .- -, yi 1 NG1NEF , , ,187 ft- /t VO' GON 0' ./O 0" DETAIL pyN ,e, �. @. NORM I EXPIRES:12 131/22 I 1 NORDLING Proj. No.: 21-056 5 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR 97008 Date:MAR 2021 By:JHW Sheet No.:D4 1' 3' 3' I' 1.1. IE413x8x01-8' to, ___ , ___ ,... 4,) fg II ' - -- } - 1 P m II 'WI.I��%•�i (4) 3401 POWERS rgN __ 41 'POWER-5TUD+501' 1 0 4' POWERS 1E Nt. x 8 x m'-8' _ 'POWER-STUD+SDI' 1111 1.1 (E) 6' S.O� - i i j I 4$1313 ���D PROF io J G2,167 II 0 . 0 EGON 01) ® DETAIL ...,„ 4-e, , 15. A9S cs, • NOW" I EXPIRES:12/31/22 I NORDLING Proj, No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR 97008 Date:MAR 2021 By: JHW Sheet No.:D5 !E ,AWNING CRITERIA ALL MEMBERS TO BE: FABRIC AWNING DESIGN REQUIREMENTS 2' x 2' x Ike' ALUMINUM TUBE LC1 + WIND LOAD Ix = 0.552 Ind LC2 - WIND LOAD Sx = 0.552 In3 LC4 SNOW 4 DRIFT i MEMBER CONNECTIONS TO BE: WELDED ALL AROUND CO AI i— II Qt. CCsi 1i A2 ' - N n h Ii it--- [� (: -; * 1 3'--I5/16' 1 11'-0' 11'-0' LOADING CRITERIA DL = 2 per LL = IS per ILL = 12.3 per ASCE 1.16 WIND DESIGN-SHEET DI SNOW = l per DRIFT L = 42 p.r DRIFT R= I9 per LL 15 pef SL IIIIIIIIIIIIIIIIUIIIIIIIIIIuuiiiiIIIIIIIIIuu1ab p\` WL I 15 per Rix 3 pir 5 pm 3 pir _ LL 19 pir 39 pir 19 pie eL 58 of 96 pir 38 pir 6'-0' . WI- -16 pir -32 pir -16 pir I NORDLING Proj.No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY 414 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2021 By:IHW Sheet No.:CI Screw #10-24 1 Count Grade SAE Grade 2 Pitch 24/in Fu 74,000 psi - Fy 57,000 psi Allowable Tension Stress 29,600 psi Backing 6063-T6 T6 ksi T/Ga 1/8" 0.125 in Fu/Fs 19,000 psi TSIp] 0.017 in2/thread Allowable Loads Tension 519 lbs Screw Tension Tension 256 lbs Pullout E 10,100 ksi Shear 259 lbs Screw Shear Span 2.6 ft Bearing 542 lbs Bearing Area 1.50 in2/ft Tall 2,889 psi Adjusted Allowable Loads Screw Capacity Tension 256 lbs 259 lbs Shear 259 lbs 1 w 0 A H V T w AA A' A' Screw psf in ft lbs lbs lbs pif in ft in Spacing in o/c d 2.0 0.04 2.58 478 3 478 2.0 0.001 2.58 0.11 63.5% 6.5 1 15.0 0.31 2.58 478 19 478 15.0 0.001 2.58 0.33 5.3% 6.5 s eq 43.0 0.91 2.59 475 56 478 43.0 0.001 2.59 0.91 0.7% 6.5 w 12.3 0.26 2.58 478 16 478 12.3 0.001 2.58 0.28 7.6% 6.5 d+s 45.0 0.95 2.59 475 58 478 45.0 0.001 2.59 0.96 0.6% 6.5 d+1 17.0 036 2.58 478 22 478 17.0 0.001 2.58 0.37 4.2% 6.5 d+w 14.3 0.30 2.58 478 18 478 14.3 0.001 2.58 0.32 5.8% 6.5 d+s+w 43.5 0.92 2.59 475 56 478 43.5 0.001 2.59 0.92 0.7% 6.5 NORDLING Proj. No.: 21-056 PORTLAND COMPRESSOR STRUCTURAL FRF,E STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111t6.Suite 200-Beaverton OR.97008 Date:MAR 2021 By:JHW Sheet No.:C2 Al TRANSVERSE BEAM A2 TRANSVERSE BEAM A3 FRONT BEAM Wm_ 3 pit WDL 5 pir WDL 3 pir PDL 8 lief LL 19 pit LL 39 pit LL 19 pit LL 51 ibe sL 58 pit 6L 96 pit aL 38 pir at. 141 Ibe I uL -16 pit utL -32 pit wL -16 pit utL -42 Ibe 1 1 P P P 1 P w w w A A A A A A I 3,_Sa i 1 3'-8' , 1 Il' I 1 TA2.0x2.0a0.125 TA 2.0 x 2.0 a 0.125 TA 2.0 x 8.0 a 0.125 6063-16 6063-T6 6063-T6 Fty 25,000 psi Fty 25,000 psi Fty 25,000 psi Lu 0.5 ft Lu 0.5 ft Lu 3.5 ft R1 R2 R3 R1 R2 R3 R1 R2 R3 RDL 6 11 6 RDL 9 18 9 RDL 29 57 29 ALL 35 70 35 ALL 72 143 72 ALL 181 362 181 RsL 106 213 106 Rs. 176 352 176 RsL 430 859 430 R.WL -29 -59 -29 R WL -59 -117 -59 R WL -151 -302 -151 Shear Shear Shear DL+LL 40 lbs DL+LL 81 lbs DL+LL 239 lbs DL+SL 112 lbs DL+SL 185 lbs DL+SL 536 lbs DL+WL 24 lbs DL+WL 68 lbs DL+WL 140 lbs d+s+w 96 lbs d+s+w 97 lbs d+s+w 281 lbs Moment I Moment Moment DL+LL 37 ft-lbs DL+LL 74 ft-lbs DL+LL 549 ft-lbs DL+SL 103 ft-lbs DL+SL 170 ft-lbs DL+SL 1,188 ft-lbs DL+WL 22 ft-lbs DL+WL 45 ft-lbs DL+WL 321 ft-lbs d+s+w 58 ft-lbs d+s+w 89 ft-lbs d+s+w 613 ft-lbs fv 224 < 8,485 psi fv 370 < 8,485 psi fv 268 < 7,113 psi lb 2,230 < 15,152 _psi lb 3,692 < 15,152 psi fb 3,269 < 12,958 psi Si 52 51 52 Si 52 A DL+LL -0.016 -0.02 A DL+LL -0.032 -0.03 A DL+LL -0.068 -0.07 L/+999L/+999 L/+999 L/+999 L/+999 L/+999 A DL+SL -0.045 -0.04 A DL+SL -0.074 -0.07 A DL+SL -0148 -0.15 L/988 L/988 L/597 L/597 1/889 L/889 A DL+WL 0.009 0.01 A DL+WL 0.020 0.02 A DL+wL 0.040 0.04 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 1 #--- -- NORDLING Proj. No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR 97008 Date:MAR 2021 By:]HW Sheet No.:C3 I i CORAFTER 82 BACK BEAM PPL 11 roe 18 lb. PPL 21 roe LL l0 lb. 143 b. LL 162 !be OL 213 b. 352 lb. OL 418 roe um_ -59 be -1i1 be WL -134 b. i P P P 1P 1P I IF 1, g 11 6'-0' II'-0' • TA 2.0 x 2.0 x 0.125 TA 2.0 x 8.0 x 0.125 1 6063-T6 6063-T6 Fty 25,000 psi Fty 25,000 psi Lu 2.6 ft Lu 2.6 It R1 R2 R1 R2 R3 i RDL 8 21 RnL 25 77 25 RLL 51 162 RLL 189 594 189 RSL 147 418 Rsi 488 1,533 488 1 RWL -42 -134 Rvn. -156 -491 -156 i Shear Shear DL+LL 184 lbs ➢L+LL 427 lbs DL+SL 440 lbs DL+SL 1,024 lbs DL+WL 112 Ibs DL+WL 264 lbs 1 d+s+w 235 lbs d+s+w 546 lbs Moment Moment DL+LL 164 ft-lbs DL+LL 671 ft-lbs DL+SL 433 ft-lbs DL+SL 1,610 ft-lbs DL+WL 98 ft-lbs DL+WL 414 ft-lbs d+s+w 240 ft-lbs d+s+w 858 ft-lbs fv 880 < 8,485 psi fv 512 < 7,113 psi fb 9,409 < 13,523 psi fb 4,428 < 13,482 psi 51 SI 52 A DL+LL -0.177 ADL+LL -0.036 -0.04 L/407 L/+999L/+999 r A DL+SL -0.459 A DL+SL -0.087 -0.09 L/157 L/+999 L/+999 ADL+WL 0.106 ADL+WL 0.022 0.02 L/677 L/+999 L/+999 No.: - NORDLING Proj. 21 os6 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY 4ro ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200-Beaverton OR.97008 Date:MAR 2021 By:.TIIW Sheet No.:C4 1 11'-0' 7 11'-0' 10 �ef II El: 6 per W: 30 ' E: 60 i'N. la on it i " Bo no .. a� ii n u ... ;�--- ! a€ W: 30 E: 60 ei D ILP � La j 1 in 01 in iiN P U DL 11 :be DL 5-1 roe LL 594 lbs LL 362 be. sL 1633 be I I et. 659 Pas tu_ -491 lb* j wL -302 uos (E) 6' 6.0G, FOOTING l' 7] W: ITO Dead Load 0.08 k .- E: 66 Live Load 1.53 k Total Load 1.61 k : SBP 828 < 1,500 psf I ifk)' fc 3,000 Vu-1 18.6 < 93.1 psi Vu-2 31.0 < 186.2 psi TA4.0 x4.0 x0.25 Constants Member col col col i b 4.000 in nu 1.95 Load Case d+s d+w d+s+w d 4.000 in ny 1.65 Dist to J [ft] 8.00 8.00 8.00 t 0250 in ae 12 Axial [Lb] 1610 -414 1595 A 3.750 in2 Bc 11.77 V22 [Lb] 0 55 41 Av 2.000 in2 De 0.04 M33 [Lb•ft] 0 440 330 414 Uplift Ix 8.828 in4 Cc 120.11 V33 [Lb] 0 0 0 15360 pcf Sx 4.414 ]n3 Bs 7.80 M22 [Lb•tt] 0 0 0 ix 1.534 in Ds 0.02 30" W Iy 8.828 in4 Cs 147.49 lb 33 psi 0 1,196 897 6" depth Sy 4.414 in3 fb 22 pal 0 0 0 563 ft weight ry 1.534 in Fv 3,939 psi fv psi 0 15 11 J 17.656 in4 Ft 7,846 psi fa psi 0 110 0 (E) 6' S.O.G. DESISTS ft psi 429 0 425 UPLIFT6063-T6(W) 165 pcf Fb33 psi 6,021 6,021 6,021 Ftu 15 ksi 4.30 plf Fb22 psi 6,021 6,021 6,021 1 Fty 11 ksi Fa pal 4,746 4,746 4,746 Fcy 11 ksi ] Fsu 11 ksi Fb&Fa Eg4.1.I-1 0.00 0.19 0.13 Fsy 7 ksi Fb&Fa Eg4.1.1-2 0.00 0.22 0.15 I E 10,100 ksi Ft&Fb Eg4.1.2-1 0.05 0.20 020 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.00 0.06 0.02 1 kc 1.12 Typc2 i 1 NORDLING Proj. No.: 21-056 1 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY € ENGINEERS LLC EN PIKE AWNN 1 G coMPANY 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2021 By:JHW Sheet No.:CS 1 I Asm.740 Wt idForce'Sta 4dard, `< Components ndClacli�ug Wind Speed: 98 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(Lb) 0 ft qh: 14.64 psf Crest to Structure Dist()) 0 ft G Cp : 1.4 corner zone Kd: 0.85 Ki : 0.00 External Pressure: 20.5 psf-LRFD GCpi: ±0.18 K2: 0.00 12.3 psf-ASD Kzt: 1.00 Ks : 0.00 SEA Snow Loading 7440 SW Bonita Rd Tigard,OR 97224 g Lat: 45°24'52.31"N Snow Load: 10.0 psf Long: 122°45'12.51"W Elevation: 206.0 ft Snow Drift Analysis Snow Loads L upper 100'-0" Ground Snow Load 10.0 psf Llower 6'-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(hc=hr-hb)[(hr-hb)/hb>0.2] = 20.86 Yes hd—(0.43(Lu"(1/3))*((Pg+10)^(1/4))-1.5)*((20-5)/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 19 psf NORDLING Proj. No.: 21-0565 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2021 By:.1HW Sheet No.:El • ASM7.16,Wind Farce Wind Speed: 98 mph Exposure: B Mean Height(h): 30 Width(x): 30'-0" Topographic Feature: Homogeneous Length(y): 30'-0" Height of Hill(h) 0 ft Crest Length(Lh) 0 ft qh: 12,01 psf-LRFD Crest to Structure Dist(x) 0 ft I I X IlY Ka: 0.85 Kt : 0.00 Cp: 0.80 0.80 windward Kzt: 1.00 K2 : 0.00 Cp: -0.50 -0.50 leeward Ks : 0.00 Gust: 0.88 0.88 Wall Loads; --► l i X Y ASD_ Leeward qh*Cp*Gist = -3.2 psf qh*Cp*Gust = -3.2 psf Windward l¢ qz*Cp* Gust Total qz*Cp*Gust Total 10'-0" 0.575 5.1 psf 8.2 psf 5.1 psf 8.2 psf 10 psf * I'-0" s 10 plf g[3 } NORDLING Proi. No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR 1151 FREE STANDING CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2021 By:JHW Sheet No.:E2 rl'USGS Earthquake Hazards Program ASCE 7-16 Standard Lat: 45°24'52.31"N Ss and Si—Mapped Spectral Acceleration Values Long: 122°45'12.51" W 7440 SW Bonita Rd,Tigard,OR 97224 Ground Motion Ss 0.857 Si 0.392 Occupancy Category II Cantilevered Column Systems Site Class D R 2.5 AOS Importance Factor 1.00 Height of Structure 10.0 ft Structural Period T 0.112 Site Coefficients Ct 0.020 Fa 1.16 x 0.75 F. 1.62 Cs SDsI/R 0.264 Sms Fa* Ss 0.992 Cs MAX SDs I/T R 1.502 Siva F.* Si 0.633 Cs mix 0.044 SDs I 0.029 Sos (213)Sms 0.661 V Cs* Wr 0.264 Wr SDI (2/3)SMt 0.422 ASD =V*0.7 0.185 Wr Seismic Design Category SDC D El Roof 0.185 * 5psf * 6'-0" = 6plf E2 Roof 0.185 * 5psf * 22'-0" = 20p1f yS } NORDLING Proj. No.: 21-056 STRUCTURAL PORTLAND COMPRESSOR FREE STANDING CANOPY ,..115C ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR 97008 Date:MAR 2021 By:JHW Sheet No.:E3 DEWALT DESIGN ASSIST 1.5.2.0 Page 1 Anchors Mar 29 2021 a 11n1_ul} l9lif Company: Project Engineer: -- Address: ---OR 97008 Phone: M:-P:- Email: jwalters@nsengineers.net j Project Name: Untitled Project Address: Untitled Notes: Selected Anchor: Power-Stud+SDI Brand: DEWALT i Material: 3/8"0 Medium Carbon Steel Embedment,hnom: he 2 in hnom 2.375 in Approval: ICC-ES ESR-2818 Issued/Revision: Dec,2020 - Drill method: Hammer Drilled $k^ :.1 ..5 ttli F:::11 41V*"` . -t r ',y x ii a S 'S- x 1' '`+,.4-'* Design Method: ACI 318-14 Load Combinations: Section5.3 U=1.2(D)+(W)+(L)+0.5(S) yq f Concrete: Type: Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 8 in Width 8 in Standoff None Height 0 in Strength 36000 psi Profile: HSS Rectangular 4 X 4 X 0.250 {CE Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility E4 DEWALT DESIGN ASSIST 1.5.2.0 Page 2 DEWALT Anchors Mar 29 2021 i Z i 6 *yi „3 ,a a h• 4.000 in c• 2.250 in ca 6.500 ini s� 3.750 in ' 7i s to "3 fit ' ' 1+ ytaaw3 1">bs FS YiaFt§.0 m ie i ni`�r �..� §�°' bs �� �n:r} -^tom r :'�:z n }" @ .. Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical i Steel Strength 72.00 4091.00 0.018 OK 1 Concrete Breakout Strength 150.00 3554.00 0.042 OK 6 1 Pullout Strength 72.00 1449.00 0.050 OK Controls i i Shear Loading I Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 22.00 1944.00 0.011 OK Concrete Breakout Strength 88.00 9188.00 0.010 OK 1 Pryout Strength 88.00 7374.00 0.012 OK Controls 1 t t 1 1 i i i 1 1 S Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility E5 DEWALT DESIGN ASSIST 1.5.2.0 Page 3 MMErit Anchors Mar 29 2021 w - ^a"`�f T, A v_ p,..3^.' uti >� .32 rc:.�y - a ANCHOR DESIGN CRITERIA IS SATISFIED lei • The results of the calculations carved out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. .F_'Fa•{`1tk4�4�Ni.Tx Wi iYl..i `#'i �l Y,trt _ -:'K4 Y.x1' eT`3 r.. , P:.-� £',. Design Loads/Actions z Nu 73.9 lb Vux 88 lb Vuy 0 lb Muz 0 in-lb Mux 0 in-lb Muy 704 in-lb M Y Mg ,• bus Consider Load Reversal X Direction 0% Y Direction 0% (� bn I / CP Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility E6 SPECIAL INSPECTION REQUIRED State of Oregon Structural Specialty Code 1:3 Concrete and Reinforcing Steel Bolts Installed in Concrete 0 Special Moment-Resisting Concrete Frame 1=1 Reinforcing Steel&Prestressing Steel Tendons 1,4 StructJra-W;7!tnn Bolting 0 Structura;Masonry O Reinfo,,e-..l Concrete Insulating Con - te Fi Ej pray Apr l7.s-rssistiveMatedals Pilings, Driliad Picrs and Caissons 0 Shotcrete 111 Special Grading, Excavation and Fifer C3 Smoke-Control Systems O Other Inspections