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Plans I 44 - - 1/C,qR— . 0, SW TIGARD ST. 17 o sr :4,44.. eP s 4 N *\. o FP y SE A 1 11013/ /, F�T,. \ 44 SW MAIN ST. , ,Q4 cp c,9 e 0 , I+IOF T iiilk F m s, Proposed Storefront Awning g DI NGDINGAIpD N ,,, _, #1 ,* 411001:Pl. #,444. VICINITY MAP CI TY OF TIGARD so o" Approved... a. tla- . [1.-1-"-- S I D E W A L K Conditionally Approved......... [ I See Leiser to:Follow...... [ Att 1 hed ... ' P i s'o Permit Number: • u. = ?- Address: 2 Z IM CAFE ALLEGRO By: Tilt MI Date: s, 1'" 12386 SW MAIN ST. Approved plans TIGARD, OR. 9 7 2 2 3 shall be on job site. OFFICE COPY NORTH PLAN VIEW DATE: 9/10/2013 f ROJECT: DESCRIPTION: QTY: I 7300 SW LANDMARK LN. PORTLAND OR 97232 BY: DAN SPEARING CAFE ALLEGRO STYLE: METAL AWNING IL L71 PH#(503) 624-5600 ROOF: ALUMINUM Fx#(503) 968-5440 SHEET: I 12386 SW MAIN ST. FRAME:ALUMINUM dan©pikeawninp.00m SCALE: I' 0" = 192' 0' TIGARD, OR. 97223 ;POWDER COAT:TBD 1'6" i 1'6" 13'6" 13'6" / o 9' 9" 30'O" • f 5'O" • l , % 1 r covered end panels 9' 0" C o o o o o o o • v . . 0 NORTH ELEVATION CD SIDE VIEW ( I ) STOREFRONT AWNING ALUMINUM FRAME WITH ALUMINUM SHETMETAL ROOF POWER COATED BLACK SATIN lurrTITE DATE: 9/10/2013 PROJECT: DESCRIPTION: QTY: I • 7300 SW. LANDMARK LN. PORTLAND OR 97232 BY: DAN SPEARING CAFE ALLEGRO STYLE: METAL AWNING IWIWI PH#(503) 624-5600 ROOF: ALUMINUM p,#(503) 968-5440 SHEET: I 12386 SW MAIN ST. FRAME:ALUMIN UM anpeawng.com SCALE: I 0 = 48 0" OR. a $ daik ni ' " ' " TIGARD OR 97223 POWDER COAT:TBD STRUCTURAL CALCULATIONS FOR CAFE ALLEGRO 12386 SW MAIN ST TIGARD, OR 97223 -- CANOPY -- 3tt PROFFss�o 1a7 (�l T . OREGON ,i '[ , 0-.0 t 5 �6,4, E. NORO\"\ 411. EXPIRES: 12/31/ Contents Summary 1 Details A-F 2-5 Awning Calculations Cl -C3 Awning Analysis DI -D10 NORDLING Proj. No.: 13-312 n5( STRUCTURAL CAFE ALLEGRO CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.: COVER SUMMARY CANOPY DESIN CRITERIA 2010 Oregon.Structural Specialty Code Wind 95 MPH (3 sec gust) Exp.B Snow Load; 20 psi' + Drifting Snow.Load.(20 psi' minimum) PER SNOW LOAD ANALYSIS FOR OREGON(THIRIO EDITION)DECEMBER 2001 STATEWIDE ALTERNATE METHOD No.O55C 08-01 - ISSUED MAY 1,2005 Dead Load 2 psI Connections to existing wood stud wall.:. There is one new 5'-.0" x 30'-0" canopy replacing an exisitng wood Framed canopy or similar size. NORDLING Proj. No.: 13-312 STRU CAFE ALLEGRO CTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.: 1 -' —1L.- ________ _ _ . O II ■ 0 • _ l I,. t. EQ 1 EQ EQ , EQ / EQ / EQ EQ / EQ EQ EQ /1'-6', 13'-6• 13'-6' /I'-6's CANOPY FLAN 1' 0 090 ALUMINUM SHEET METAL ROOFING. ATTACH W/ "8 SELF TAPPING SAE GRADE 2 SCREWS 04' o/c ALL EDGES 4 66' o/c ALL INTERMEDIATE SUPPORTS. 1-- L_JI_--1____1_ L— IL _ ]L__IL.__D-_lli_ 1r-�- -------- , 1-_- 1 ii_iF 'U �1 -fl -1 Ii 1l--1i— el:: II---Li---F-il— T [ �lr en III II , 11__ ___JL__I1_ II II II II II II II II II IL 1 Li_ 11 11 II III II H I , ----------- III II II II II II II II II II, -------------ril II II III - III II II III III II II II II II II II II III III II II III III II II III III II II I I II II II II III III 11 II III III II II III III II II II II II II II II III III II II III III II II II ---__=r_=-== 11 II II II II II II II II II - I--=--=_ =_- III II II III IL--JL--JLJU __—__ - LII__A___L___Ii_____Ljb__IL_-L—IL7_Th___I__ 1 -- _Li_ II_ -F__- ==-1Ui=---7-- 1-----11=J11_-I1=-11--_li-1-11---11-==R-=_TF__T__1__-11-__-Tr__ 1==--==11= 111--_Jl--_ u ll 11__—Il_—IJ_-11_—Ill—_U—_11—__11_ U 1.--11 P 1--LI_—JL—J1-- � 111.T I. ROFF I s� 12' 7 ,REGON ' <Y 1 5, '90 c.... CANOPY ELEVATION y� E. NORO,,\ I EXPIRES:12/31 / ' I . NORDLING Pro]. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.: 2 0 ..I ip ,II o liz'm ROD W/ TNR'D ENDS I�'I 0 TA 2x2x0.125, TA 4x2x0.25 TYP, U.N.O. II! ,�c�CD PROFFss �.% 5'-0� c\S LNG I 444 12,187 ! , 9 O' GON CANOPY SECTION E. 5NOR��\� C I EXPIRES: 12/31/ 1141 NORDLING Proj. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200-Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.:3 r J� 1 (E) STUD WALL ' I (E) RIM / BLOCKING (3" DEEP) I. 1?"Ij" 1• E 3/a x 5 x 0'-9' (4) 1"2'4' x 5'•1_ ill 11nn„,„1111MI. —\ r' LAG SCREWS FEE 3/5x3x0'-4" I 1 rn II 1 1 IR u'1 h .0"i' ■ CLEVIS --uuununum�p�i _\ 'off ei' 3/IS�� r .� ____ __ 12'4' ROD W/ THREADED ENDS L- ,-1 , i OD DETAIL ct BRACKET—. ct ANCHORS • • 4 4 • 2x2 TUBE — _ z -- - — — I "14 HEX HEAD TEK SCREW � 1/2'0 x 5' LAG SCREW - _ - '`"? - ` - ;I 3/16x112' Z-BRACKET -"' Ir—(E) RIM / BLOCKING (3" DEEP, I; I, Iii VERIFY) 14 %uummm%a=. 1�2"4 x �o" LAG SCREW �(�tp PRO,40 �..� I — — — 2x2 TUBE N 12,18 /A I q ►'EGON A 0 DETAIL pyN ,sNORO\-\ I EXPIRES: 12/31/ i I NORDLING Proj. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT 4 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.:4 1%•0 ROD W/ THREADED ENDS I ' 4, CLEvIS E 3/8 x 3, ATTACH DIRECTLY TO 4x2 TUBE 2x2 TUBE *t 3/16, i 4x2 TUBE 2x2 TUBE I TYP 1,a Lam/ 0:zi PROFFf�o 12,1: y 'i 11 ✓ •REG ON i L...0 ( 1 9G DETAIL 5, �6,4, . NORM" I EXPIRES: 12/31/ III • i NORDLING Proj. No.: 13-312 STRUCTURAL CAFE ALLEGRO CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.: 5 AWNING CRITERIA AWNING DESIGN REQUIREMENTS LC1 + WIND LOAD ALL MEMBERS TO BE: LC2 - WIND LOAD 1' x I' x 1/8' ALUMINUM TUBE LC4 SNOW 4 DRIFT I x = 0.051 414 Sx = 0.114 in3 DL .= 2: per W = 18.3 psr ASCE 1.05 WIND DESIGN - SHEET DI SNOW = 10.5 per MEMBER CONNECTIONS TO BE: DRIFT L = 33 per DRIFT R = 13 per WELDED ALL AROUND DL , 2 psl' STANDARD AWNING SIZE UJL ------------- 18.3 psf a3'� sL IIIIIIIIIIIIIIIIIIIIIIIIIIIiIMI II,im z' 12 9a 2 (0,02) 3 ,1 (0;0)a (55.5.0) • 5'-0. NORDLING Proj. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By: JHW Sheet No.: Cl •• • SHEET:MEIAL DECKINCs • LOADING CRITERIA W DL 2 psr SL 35 psr Equivbrant uniForm load FRAME SPACING = 32.4' o/c WI_ 15.3 psr I11III 111111 A A DL , 5.4 pIr 32.4" o/c WL , 49 pH' Screw #8-32 1 Count Grade SAE Grade 2 . p t . . ........ .. Wo Pitch 32 /in 4'3��� Fu 74,000 psi - Fy 57.000 psi SL Allowable Tension Stress 29,600 psi Backing 6063-T6 T6 ksi T/Ga 1/8" 0.125 in Fu/Fsu 19,000 psi TSI(11 0.010 in2/thread 1 Allowable Loads Tension 415 lbs Screw Tension Tension 234 lbs Pullout CONNECTIONS N42 TIE ROD Shear 212 lbs Screw Shear LC2 WIND. T. = 415 lbs Bearing 467 lbs Bearing . V = 902 Ibs Adjusted Allowable Loads Tension 234 lbs LC4 snow T = 643 'bs Shear 212 lbs v = 1398 Ibs • E 10,100 ksi Span 2.7 ft (411!2'0 LAG SCREWS Area 1.08 in2/ft • Tall 2,889 psi 17.YERTICAL.:SPACING ECCENTRICITY = 2.5' w A A H V T If in ft Ibs Ibs Ibs p 1% 2 3 4 5 1/2"Lag Screw(2.35"Pentration) 2.0 0.33 2.70 66 3 66 TALL 888 lbs 35.0 0.87 2.71 438 47 440 VALL 514 lbs 18.5 0.71 2.70 286 25 287 37.0 0.89 2.71 455 50 458 20.5 0.72 2.70 311 28 312 265 226 w DA A' D' Screw LC1 = (888X1) + (514X1) plf in ft in Spacing 7 8 9 9 10 in o/c - 0.737 < 1.33 2.0 0.000 2.70 0.34 1.1% 38.7 35.0 0.001 2.71 0.88 1.0% 5.8 410 350 18.5 0.001 2.70 0.71 1.0% 8.9 LC4 = + (888x1) (514x1) 37.0 0.001 2.71 0.90 1.0% 5.6 20.5 0.001 2.70 0.73 1.1% 8.1 - = 1.143 < 1.15 ' NORDLING Proj. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT 1 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.: C2 CONNECTIONS NI@ FRAME AT WALL CONNECTIONS WIND UPLIFT CONNECTIONS L G 2 WIND T - 0 lbs LC I WIND T = 0 .Ibs TOP V = 136 lbs V = 200 ibe.. • LC4 SNOW T 50 lbs 1/2"Lag Screw(2.35"Pentration) TALL 888 lbs v = 2 (o lbs VALL 514 lbs 1/2"Lag Screw(2.35"Pentration) LCI = 0 + 200 TALL 888 lbs (888X1) (514X1) VALL 514 lbs = 0.389 < 1.33 LC1 = 0 + 136 (888X1) (514X1) LCI: WIND T = 6050 lbs .BOTTOM. = 0.265 < 1.33 V = 15 lbs 50 266 LC4 (888x1) + (514)(1) 1/2"Lag Screw(2.35"Pentration) TALL 888 lbs = 0.574 < 1.15 VALL 514 lbs LC1 = 650 + 18 (888X1) (514X1) CONNECTIONS NIS ANCHOR AT TIE-BACK LC2 WIND T = 0 ibs = 0.767 < 1.33 V 50 lbs LC4 SNOW T = 0 lbs V = 133 lbs 1/2"Lag Screw(2.35"Pentration) TALL 888 lbs VALL 514 lbs 0 50 LC1 = (888X1) + (514)(1) = 0.097 < 1.33 0 133 LC4 — (888X1) + (514)(1) = 0.259 < 1.15 NORDLING Proj. No.: 13-312 CAFE ALLEGRO Irl\ . 111 / STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 11 1th.Suite 200•I3eaverton OR.07008 Date: SEP 2013 By:JHW Sheet No.: C3 ASCE 7.05 Wind Force Standard( Components and Cladding-Method 2 Wind Speed : 95 mph Exposure: B Importance(Iw): 1.00 Structure Type: Building-Components&Cladding Building Type: Enclosed Building Topographic Feature • Height(h): 25 ft Homogeneous Height of Hill(h) 0 ft qh: 13.06 psf Crest Length(14 0 ft GCp : 1.4 corner zone Crest to Structure Dist(x) 0 ft External Pressure: 183 psf Ka: 0.85 Ki : 0.00 GCpi: ±0.18 K2 : 0.00 Ku: 1.00 K3: 0.00 Snow Drift Analysis OSSC 08-01,May 7 2008 Snow Loads L upper 50'-0" Ground Snow Load 15 psf L lower 5'-0" Roof Snow Load 10.5 psf Drift Type Lower Structure W 8.17 ft Upper Roof Pitch 0 /12 Seperation Distance 0 Height Hr(hc+hb) 20'-0" Drift Surcharge Only Considered When Drift Surcharge Applies? hc/hb>0.2(hc=hr-hb)[(hr-hb)/hb>0.2] = 29.38 Yes hd=(0.43(Lu^(1/3))* ((Pg+10)^(1/4))-1.5)* ((20-S)/20) 2.04 ft hb=Pf/y 0.66 ft. y =0.13Pg+14.0<=30 pcf 15.95 pcf SUMMARY Surcharge Load due to Drifting Pd 33 psf Drift Load at Lower Roof Edge 13 psi NORDLING Proj. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT .4 ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By: JHW Sheet No.: D1 Geometry data Nodes Node X Y Z Rigid Floor [in] [in] [in] 1 0.00 10.20 0.00 0 ' 2 0.00 0.00 0.00 0 3 58.90 0.00 0.00 0 4 0.00 10.20 17.00 0 5 0.00 0.00 17.00 0 6 58.90 0.00 17.00 0 7 0.00 10.20 49.40 0 8 0.00 0.00 49.40 0 9 58.90 0.00 49.40 0 10 0.00 10.20 81.80 0 11 0.00 0.00 81.80 0 12 58.90 0.00 81.80 0 13 0.00 10.20 114.20 0 14 0.00 0.00 114.20 0 15 58.90 0.00 114.20 0 16 0.00 10.20 146.60 0 17 0.00 0.00 146.60 0 18 58.90 0.00 146.60 0 19 0.00 10.20 179.00 0 20 0.00 0.00 179.00 0 21 58.90 0.00 179.00 0 22 0.00 10.20 211.40 0 23 0.00 0.00 211.40 0 24 58.90 0.00 211.40 0 25 0.00 10.20 243.80 0 26 0.00 0.00 243.80 0 27 58.90 0.00 243.80 0 28 0.00 10.20 276.20 0 29 0.00 0.00 276.20 0 30 58.90 0.00 276.20 0 31 0.00 10.20 308.60 0 32 0.00 0.00 308.60 0 33 58.90 0.00 308.60 0 34 0.00 10.20 341.00 0 35 0.00 0.00 341.00 0 36 58.90 0.00 341.00 0 37 0.00 10.20 358.00 0 38 0.00 0.00 358.00 0 39 58.90 0.00 358.00 0 40 0.00 128.00 17.00 0 41 0.00 128.00 341.00 0 42 0.00 128.00 179.00 0 Restraints Node TX TY 12 RX RY RZ 1 1 1 0 0 0 0 4 1 1 0 0 0 0 7 1 1 0 0 0 0 10 1 1 0 0 0 0 13 1 1 0 0 0 0 16 1 1 0 0 0 0 19 1 1 0 0 0 0 22 1 1 0 0 0 0 25 1 1 0 0 0 0 NORDLING Proj. No.: 13-312 X,017111( STRU CAFE ALLEGRO CTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR,97008 Date: SEP 2013 By: JHW Sheet No.: D2 Geometry data Restraints Node TX TY TZ RX RY RZ 28 1 1 0 0 0 0 31 1 1 0 0 0 0 34 1 1 0 0 0 0 37 1 1 0 0 0 0 40 1 1 1 0 0 0 41 1 1 1 0 0 0 42 1 1 1 0 0 0 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 1 1 3 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 2 3 2 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 3 1 2 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 4 4 5 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 5 4 6 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 6 6 5 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 7 7 8 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 8 7 9 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 9 9 8 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 10 10 11 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 11 10 12 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 12 12 11 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 13 13 14 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 14 13 15 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 15 15 14 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 16 16 17 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 17 16 18 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 18 18 17 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 ' 19 19 20 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 20 19 21 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 21 21 20 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 22 22 23 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 23 22 24 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 24 24 23 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 25 25 26 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 26 25 27 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 27 27 26 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 28 28 29 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 29 28 30 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 30 30 29 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 31 31 32 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 32 31 33 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 33 33 32 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 34 34 35 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 35 34 36 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 36 36 35 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 37 37 38 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 38 37 39 Rafter TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 39 39 38 Frame TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 40 1 4 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 NORDLING Proj. No.: 13-312 STRUCTURAL CANOPY REPLACEMENT CAFE ALLEGRO ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200•Beaverton OR.97008 Date: SEP 2013 By: JHW Sheet No.: D3 Geometry data . Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 41 4 7 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 42 7 10 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 43 10 13 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 44 13 16 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 45 16 19 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 46 19 22 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 47 22 25 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 48 25 28 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 49 28 31 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 50 31 34 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 51 34 37 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 52 2 5 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 53 5 8 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 54 8 11 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 55 11 14 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 56 14 17 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 57 17 20 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 58 20 23 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 59 23 26 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 60 26 29 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 61 29 32 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 62 32 35 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 63 35 38 Horiz TA 2.0 x 2.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 64 3 6 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 65 6 9 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 66 9 12 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 67 12 15 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 68 15 18 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 69 18 21 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 70 21 24 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 71 24 27 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 . 72 27 30 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 73 30 33 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 74 33 36 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 75 36 39 Front Rail TA 4.0 x 2.0 x 0.25 Fy 15(Aluminum) 0.00 0.00 0.00 76 41 36 Tie Back RndBar 1_2 A36 0.00 0.00 0.00 77 40 6 Tie Back RndBar 1_2 A36 0.00 0.00 0.00 78 42 21 Tie Back RndBar 1_2 A36 0.00 0.00 0.00 - NORDLING Proj. No.: 13-312 ALLRO STRUCTURAL CANOPY CAFE REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR.97008 Date: SEP 2013 By: JHW Sheet No.: D4 Load data Distributed force on members Condition Member Dirt Vail Va12 Dist1 % Dist2 % [Lb/ft] [Lb/ft] [in] [in] dl 1 Y -1.40 -1.40 0.00 No 100.00 Yes 5 Y -4.00 -4.00 0.00 No 100.00 Yes 8 Y -5.40 -5.40 0.00 No 100.00 Yes 11 Y -5.40 -5.40 0.00 No 100.00 Yes 14 Y -5.40 -5.40 0.00 No 100.00 Yes 17 Y -5.40 -5.40 0.00 No 100.00 Yes 20 Y -5.40 -5.40 0.00 No 100.00 Yes 23 Y -5.40 -5.40 0.00 No 100.00 Yes 26 Y -5.40 -5.40 0.00 No 100.00 Yes 29 Y -5.40 -5.40 0.00 No 100.00 Yes 32 Y -5.40 -5.40 0.00 No 100.00 Yes 35 Y -4.00 -4.00 0.00 No 100.00 Yes 38 Y -1.40 -1.40 0.00 No 100.00 Yes wl 1 2 13.00 13.00 0.00 No 100.00 Yes 5 2 37.00 37.00 0.00 No 100.00 Yes 8 2 49.00 49.00 0.00 No 100.00 Yes 11 2 49.00 49.00 0.00 No 100.00 Yes 14 2 49.00 49.00 0.00 No 100.00 Yes 17 2 49.00 49.00 0.00 No 100.00 Yes 20 2 49.00 49.00 0.00 No 100.00 Yes 23 2 49.00 49.00 0.00 No 100.00 Yes 26 2 49.00 49.00 0.00 No 100.00 Yes 29 2 49.00 49.00 0.00 No 100.00 Yes 32 2 49.00 49.00 0.00 No 100.00 Yes 35 2 37.00 37.00 0.00 No 100.00 Yes 38 2 13.00 13.00 0.00 No 100.00 Yes sl 1 Y -30.00 -16.00 0.00 Yes 100.00 Yes ' 5 Y -89.00 -48.00 0.00 Yes 100.00 Yes 8 Y -116.00 -62.00 0.00 Yes 100.00 Yes 11 Y -116.00 -62.00 0.00 Yes 100.00 Yes 14 Y -116.00 -62.00 0.00 Yes 100.00 Yes 17 Y -116.00 -62.00 0.00 Yes 100.00 Yes 20 Y -116.00 -62.00 0.00 Yes 100.00 Yes 23 Y -116.00 -62.00 0.00 Yes 100.00 Yes 26 Y -116.00 -62.00 0.00 Yes 100.00 Yes 29 Y -116.00 -62.00 0.00 Yes 100.00 Yes 32 Y -116.00 -62.00 0.00 Yes 100.00 Yes 35 Y -89.00 -48.00 0.00 Yes 100.00 Yes 38 Y -30.00 -16.00 0.00 Yes 100.00 Yes NORDLING Proj. No.: 13-312 CAFE ALLEGRO STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton 0R,97008 Date: SEP 2013 By: JHW Sheet No.: D5 Analysis Results Reactions Forces fLbl Moments fLb'ftl Node FX FY FZ MX MY MZ Condition LC2=d1-wI 40 -171 372 -0.06819 0.00000 0.00000 0.00000 42 -415 902 0.00000 0.00000 0.00000 0.00000 41 -171 372 0.06819 0.00000 0.00000 0.00000 1 107 12 0.00000 0.00000 0.00000 0.00000 4 139 83 0.00000 0.00000 0.00000 0.00000 7 27 132 0.00000 0.00000 0.00000 0.00000 10 10 136 0.00000 0.00000 0.00000 0.00000 13 13 135 0.00000 0.00000 0.00000 0.00000 16 57 127 0.00000 0.00000 0.00000 0.00000 19 504 49 0.00000 0.00000 0.00000 0.00000 22 57 127 0.00000 0.00000 0.00000 0.00000 25 13 135 0.00000 0.00000 0.00000 0.00000 28 10 136 0.00000 0.00000 0.00000 0.00000 31 27 132 0.00000 0.00000 0.00000 0.00000 34 139 83 0.00000 0.00000 0.00000 0.00000 37 107 12 0.00000 0.00000 0.00000 0.00000 Condition LC4=dI+sl 40 -265 578 -0.10580 0.00000 0.00000 0.00000 42 -643 1398 0.00000 0.00000 0.00000 0.00000 41 -265 578 0.10580 0.00000 0.00000 0.00000 1 151 32 0.00000 0.00000 0.00000 0.00000 4 166 174 0.00000 0.00000 0.00000 0.00000 7 -21 261 0.00000 0.00000 0.00000 0.00000 10 -48 266 0.00000 0.00000 0.00000 0.00000 13 -43 265 0.00000 0.00000 0.00000 0.00000 16 25 253 0.00000 0.00000 0.00000 0.00000 19 716 133 0.00000 0.00000 0.00000 0.00000 22 25 253 0.00000 0.00000 0.00000 0.00000 25 -43 265 0.00000 0.00000 0.00000 0.00000 . 28 -48 266 0.00000 0.00000 0.00000 0.00000 31 -21 261 0.00000 0.00000 0.00000 0.00000 34 166 174 0.00000 0.00000 0.00000 0.00000 37 151 32 0.00000 0.00000 0.00000 0.00000 • NORDLING Proj. No.: 13-312 CAFE ALLEGRO jr. STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR•97008 Date: SEP 2013 By: JHW Sheet No.: D6 Steel Code Check • Report: Summary-Group by section Load conditions to be included in design: LC2=dl-wl • LC4=d1+sl Description Section Member Ctrl Eq. Ratio Status Reference Frame TA 2.0 x 2.0 x 0.125 31 LC4 at 0.00% 0.42 OK (H1-1b) Front Rail TA 4.0 x 2.0 x 0.25 70 LC4 at 0.00% 0.68 OK (H1-1b) Rafter TA 2.0 x 2.0 x 0.125 20 LC4 at 0.00% 0.47 OK (H1-1b) Tie Back RndBar 1_2 78 LC4 at 100.00% 0.38 OK (H1-1a) MEMBER 20 Plane 1-2 Plane 1-3 Condition Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*fl] [Lb] [Lb*ft] [Lb*ft] LC4=dl+sl 0% 0.000 -958 271 -191 0.000 0.000 0.000 53% 31.383 -1006 -4 140 0.000 0.000 0.000 100% 59.777 -1038 -191 -104 0.000 0.000 0.000 TA 2.0 x 2.0 x 0.125 Constants Member 20 20 20 b 2.000 in nu 1.95 Load Case LC4 LC4 LC4 d 2.000 in ny 1.65 Dist to J [ft] 4.98 4.98 4.98 t 0.125 in no 1.2 Axial [Lb] -958 -1006 -1038 A 0.938 m 2 Bc 27.64 V22 [Lb] 271 -4 -191 2 Av 0.500 in Dc 0.14 M33 [Lb*ft] -191 140 -104 • Ix 0.552 in4 Cc 78.38 V33 [Lb] 0 0 0 Sx 0.552 in) Bs 17.63 M22 [Lb*ft] 0 0 0 rx 0.767 in Ds 0.07 Iy 0.552 in4 Cs 98.14 fb 33 psi 4,154 3,045 2,262 Sy 0.552 in3 fb 22 psi 0 0 0 ty 0.767 in Fv 8,485 psi fv psi 289 4 204 J 1.104 in4 Ft 15,385 psi fa psi 1,022 1,073 1,107 ft psi 0 0 0 6063-T6 165 pcf Fb33 psi 12.284 12,284 12.284 Ftu 30 ksi 1.07 plf Fb22 psi 12,284 12,284 12,284 Fty 25 ksi Fa psi 8,396 8,396 8,3% Fcy 25 ksi Fsu 19 ksi Fb&Fa Eq 4.1.1-1 0.45 0.37 0.31 Fs y 14 ksi Fb&Fa Eq 4.1,1-2 0.46 0.38 0.32 E 10.100 ksi Ft& Fb Eq 4.1.2-1 0.34 0.25 0.18 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.24 0.19 0.17 kc 1.12 Type ` NORDLING Proj. No.: 13-312 il. , STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200.Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.:D7 MEMBER 70 ' 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] LC4=dl+sl 0% 0.000 -45 530 -1612 -23 -71 0.000 100% 32.400 -45 530 -178 -23 -9 0.000 TA 2.0 x 4.0 x 0.125 Constants Member 70 70 b 2.000 in nu 1.95 Load Case LC4 LC4 d 4.000 in ny 1.65 Dist to J [ft] 0.50 0.50 t 0.125 in na 1.2 Axial [Lb] -45 -45 . A 1.438 m z 13c 27.64 V22 [Lb] 530 530 . Av 1.000 >n z Dc 0.14 M33 [Lb*ft] -1612 -178 . Ix 2.976 in4 Cc 78.38 V33 [Lb] -23 -23 Sx 1.488 in 3 Bs 17.63 M22 [Lbsft] -71 -9 rx 1.439 in Ds 0.07 Iy 0.992 in' Cs 98.14 fb 33 psi 12,999 1,435 Sy 0.992 in3 fb 22 psi 859 109 ry 0.831 in Fv 8,485 psi fv psi 369 369 J 3.968 in4 Ft 15.385 psi fa psi 31 31 ft psi 0 0 6063-T6 165 pcf Fb33 psi 15,152 15.152 Ftu 30 ksi 1.65 plf Fb22 psi 15,152 15,152 Fty 25 ksi Fa psi 13,636 13.636 Fcy 25 ksi Fsu 19 ksi Fb&Fa Eq 4.1.1-1 0.78 0.09 Fsy 14 ksi Fb&Fa Eq 4.1.1-2 0.92 0.10 E 10.100 ksi Ft& Fb Eq 4.1.2-1 0.91 0.10 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.74 0.01 • kc 1.12 Type 2 Steel Code Check Report: Summary-Group by section Load conditions to be included in design: LC1=dl+wl Description Section Member Ctrl Eq. Ratio Status Reference Frame TA 2.0 x 2.0 x 0.125 13 LC1 at 0.00% 0.22 OK (H1-1b) Front Rail TA 4.0 x 2.0 x 0.25 74 LC1 at 0.00% 0.01 OK (H1-1b) Rafter TA 2.0 x 2.0 x 0.125 14 LC- 1 at 0.00% 0.26 OK (H1-1b) Tie Back RndBar 1_2 77 LC- 1 at 100.00% 0.00 OK (H1-1b) . cii, n--------1 NORDLING Proj. No.: 13-312 CAFE ALLEGRO 5 , STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200-Beaverton OR.97008 Date: SEP 2013 By: JHW Sheet No.:D8 Analysis Results . Reactions Forces ILIA Moments fLb`ftl Node FX FY FZ MX MY MZ Condition LC1=dl+wl • 40 -0.00896 -0.00494 0.00426 0.00000 0.00000 0.00000 42 -0.01024 -0.00602 0.00000 0.00000 0.00000 0.00000 41 -0.00896 -0.00494 -0.00426 0.00000 0.00000 0.00000 1 238 -65 0.00000 0.00000 0.00000 0.00000 4 388 -137 0.00000 0.00000 0.00000 0.00000 7 549 -187 0.00000 0.00000 0.00000 0.00000 10 602 -196 0.00000 0.00000 0.00000 0.00000 13 609 -197 0.00000 0.00000 0.00000 0.00000 16 603 -196 0.00000 0.00000 0.00000 0.00000 19 599 -195 0.00000 0.00000 0.00000 0.00000 22 603 -196 0.00000 0.00000 0.00000 0.00000 25 609 -197 0.00000 0.00000 0.00000 0.00000 28 602 -196 0.00000 0.00000 0.00000 0.00000 31 549 -187 0.00000 0.00000 0.00000 0.00000 34 388 -137 0.00000 0.00000 0.00000 0.00000 37 238 -65 0.00000 0.00000 0.00000 0.00000 2 -249 -5 0.00000 0.00000 0.00000 0.00000 5 -419 -13 0.00000 0.00000 0.00000 0.00000 8 -591 -18 0.00000 0.00000 0.00000 0.00000 11 -644 -18 0.00000 0.00000 0.00000 0.00000 14 -651 -18 0.00000 0.00000 0.00000 0.00000 17 -644 -18 0.00000 0.00000 0.00000 0.00000 20 -641 -18 0.00000 0.00000 0.00000 0.00000 23 -644 -18 0.00000 0.00000 0.00000 0.00000 26 -651 -18 0.00000 0.00000 0.00000 0.00000 29 -644 -18 0.00000 0.00000 0.00000 0.00000 32 -591 -18 0.00000 0.00000 0.00000 0.00000 35 -419 -13 0.00000 0.00000 0.00000 0.00000 ' 38 -249 -5 0.00000 0.00000 0.00000 0.00000 • • NORDLING Proj. No.: 13-312 n1 STRU CAFE ALLEGRO CTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW I th.Suite 200•Beaverton OR.97008 Date: SEP 2013 By: JHW Sheet No.: D9 LAG SCREW CAPACITIES (PER 2005 NDS) Lag Screw Main Member Side Member Size 1/2"0 Member 4x12 Member 1/4" Steel Plate Diameter 0.5 Species DF-L#2 VGDL Species Steel A36 Penetration 2.5" Load Angle 90° Load Angle 0° Fyb 45,000 Thickness 3.5 Thickness 0.25 #in Row (1) Width 11.25 Width 12 Spacing in Row 24" E 1,600,000 E 29,000,000 Row Spacing 24" Fe II 5,600 Fe II 87,000 Re 0.04 Fe_I_ 3,158 Fe J_ 0 Rt 10.00 Fegm 3,158 Fe4s 87,000 k, 1.25 k3 10.60 Spacing Distance End Distance MininumP minimum 2.00" minimum I I 3.50" critical 4.00" minimum_L 2.00" min 2.00" Row Spacing red 0.63 minimum I I 0.75" Edge Distance minimum_L 0.75" I/D 0.50 minimum 0.75" W'= 945 Ills Adjustment Factors Z'= 514 Its Co 1.00 Live Yeild Mode CM 1.00 Dry Mode Is (11.3-2) Z= 2,175 lbs Ct 1.00 T<=100° Mode IIIs (11.3-5) Z= 514 lbs Cs 1.00 Group Action Mode IV (11.3-6) Z= 598 lbs Co 1.00 Distance&Spacing NORDLING Proj. No.: 13-312 CAFE ALLEGRO 1 iii, 11 STRUCTURAL CANOPY REPLACEMENT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 1 11th,Suite 200•Beaverton OR,97008 Date: SEP 2013 By:JHW Sheet No.: D10