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V; l.11nv + 2,44 OREGON `� '-'(/0-VALIDITY OF PERMIT G`r 22, \g�°\PQ THE ISSUANCE OF A PERMIT C"I's' WfRDIO BASED ON CONSTRUCTION * Ex P 1Ct ice- l U 3z II7 ` , DOCUMENTS AND OTHER DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION t 2 5 SWW9kKg° kw o f By U P Portland,OR 5032249560 Architecture • Interiors • Planning • Engineering Dete t Z j �-i lob# Vancouver,WA 360.695.71379 1t a 0 Seattle,WA i\ S S'4 ? www.mcknze.com 206749.9993 LE N 2 E Sht._ I of y 9 ©2077 MaCi(E`IZ IE. /y`It RIGHTS RESERVED 7 I FIWA S I</� /..."- II� t I z� lit/..V ..,1 V 1- Li`` .51 0 F o R. 1-koR`Zwt-pt,.. 1 IrliERtoR Z EI-AD FRP,MES tla �c�ED PROFF� ►I Ili C.\S 1y G I N � w 9382 y rt"u W/ y1 t O OREGON, �r 22, �9 �Qy S VVRENN E(p),t FS Li/3i/17 125 11 Sk MA-(),) T1 GAirth "l tA1 p c, By D wr= Portland,OR 503224.9560 Vancouver,WA Architecture Interiors • Planning i Engineering Date 1 1 2 I \"1 Job# V.2-y6 1 0 5 14. 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All 41,1-4ic oc, ,,,, 12511 SW Main Tigard Awning Calculations Tigard, OR 97223 Mackenzie Project Number 2170514.00 November 26, 2017 The awning is designed using: t,,a J .~` 1) The 2014 Edition of the State of Oregon Structural Specialty Code, 2) The 2014 Edition of the International BuildingCode �c 20173) ASCE/SEI 7-10 'tI Y "- ° ! ' � 4) The 2010 Edition of the Aluminum Design Manual 5) 6061-T6 Aluminum alloy with Fty=Fcy=35 KSI and Ftyw=Fcyw=20 KSI 6) A non-heated 25 PSF uniform snow load with drifts 7) A 1 inch thickness of Atmospheric Ice 8) A 120 MPH, Exposure B wind converted for Working Stress Design(WSD) 9) For Seismic considerations, Sds=.69 CALCULATION SHEETS: SUBJECT: 1 This sheet with design criteria, calculation index and stamp and signature 2 Interior Frame Dead, Snow, Snow Drift, Atmospheric Ice and LRFD Wind loads permit. 3-6 Computer MR Frame set up and analysis 7-10 Analysis of MR Frame members 10 Bottom interior Frame connections 11-14 Framing connections to CMU(Fm=1350 PSI assumed) through Cement b 15 Location of bottom anchors to CMU oard and furring gap - 16 Lateral Wind and Seismic forces and restraint of same The following provided stamp and signature are for calculation sheets 1 of 16 through 16 of 16, inclusive and ar provided for building permit application. e ti c0 PROFFs jyG "NE , w 9382 �4' 04.4., (,tri ,3,� ✓GOREGON1,\ Q' Cy 22, \9 Pv ti ('IS vvREt� .E,�p ►z13iI i� 12511 SW Main Tigard Awning Mackenzie Project Number 2170514.00 Sheet 1 of 16 ' .,_------:-..m........""IlIIIIIIlIIIl"IIlI.lIIlII.11I.l.l.IIlIllll1IIIllll_ ' Bp.,,,\..-. 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Imo` \ '�3 a '' s. • NIPortland,OR By L)lA: i" 503 Architecture • Interiors • Planning • Engineerin 1 F' Vancouver, er,W Vancouver,WA g Date 360.696.72279 ]ob# fl- t1 v S i 4,Q ril Seattle,WA www.mcknze.corn 206.749.9993M AC I< E \ NZI E • s�t 3__ �,_ __ A PLANE FRAME WITH; 5 JOINTS, 4 JOINT RESTRINTS, 5 LOAD CONDITION(S) 5 MEMBER(S) , 7 POINT LOAD(S) , 1 MEMBER TYPE (S) , 7 LOAD COMBINATION S AND 0 PRE-LOAD (S) AND FIXED-END MOMENT (S) ( ) JT. X=IN. Y=IN 3 UAL L it /E v jk. F2a+- ; 1 +0 . 7500 +0 . 7500 2- +0 . 7500 +9. 2500 Er \i'�. D \A12,x, ( 1/ +0 . 7500 +23 . 2500 4 +42 . 2500 +9. 2500 5 +42 .2500 +0 . 7500 JOINT RESTRAINTS [TYPES ,1=ROTATION, 2=X TRANSLATION3=Y JOINT TYPE TRANSLATION) 1 2 1 3 3 2 3 3 MEMBER END JOINTS MEMB. START FINISH 1 's2 1 2 J 2 2 3 rt► M 3 3 4 ,.11 4 4 PAS 5 5 1 5 FRAME DEGREES OF FREEDOM STRUCTURAL MATRIX BAND WIDTH= 11 MEMBER INFORMATION MEMB. Ix=IN"4 A=IN"2 E=KSI - 1 0 . 1580 0 .4704 10100 MEMB. TYPE X=IN. Y=IN L' 1 1 +0 . 0000 +8 . 5000 -IN. 1=11\1-'4 A=IN^2 E=KSI 8 ' 5000 0 . 1580 0 .4704 10100 2 1 +0 . 0000 +14 . 0000 3 1 +41 . 5000 -14 . 0000 43 . 7978 0 . 1580 0 .4704 10100 4 1 +0 . 0000 -8 . 5000 0 . 1580 0 . 4704 10100 8 . 5000 0 . 1580 0 .4704 10100 5 1 +41 . 5000 +0 . 0000 41 . 5000 0 . 1580 0 .4704 10100 UNBALANCED JOINT LOADS JOINT TYPE=NP (-) LOAD NO. LOAD 4 3 1 -9 . 0000E-03 4 3 2 -1 . 7588E-01 4 3 3 -1 . 9972E-01 4 3 4 -4 .4000E-02 4 3 5 +2 . 1612E-01 4 2 5 +1 . 0806E-01 5 3 5 +4 . 5030E-02 HORIZONTAL JOINT DEFLECTIONS IN INCHES JT. LOAD 1 LOAD 2 LOAD 3 LOAD 4 LOAD 5 1 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 LOAD 6 LOAD 7 LOAD 8 2 +0 . 0001 +0 . 0025 +0 . 0028 +0 . 0006 -0 . 0042 3 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 4 -0 . 0021 -0 . 0410 -0 . 0465 -0 . 0103 +0 . 0698 5 -0 . 0001 -0 . 0023 -0 . 0026 -0 . 0006 +0 . 0039 2,.n �� ( � �� 9I i JOINT DEFLECTIONS IN INCHES :TERTICAL T. LOAD 1 LOAD 2 LOAD 3 LOAD 4 LOAD 5 1 +0 . 0000 +0 . 0000 +0. 0000 +0 . 0000 +0 . 0000 LOAD 6 LOAD 7 LOAD 8 2 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 3 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 +0 . 0000 4 -0 . 0066 -0. 1298 -0. 1474 -0 . 0325 +0 . 2179 5 -0 . 0066 -0 . 1297 -0. 1473 -0 . 0325 +0 . 2178 PRE-AXIAL LOAD (S) [1] AND FIXED-END MOMENT(S) [2 & 3] MEMB. TYPE LOAD NO. LOAD LOAD COMBINATION 1 LOAD NUMBER 1 X +1 . 00000 LOAD NUMBER 2 X +0 . 00000 D1=Rn LOAD NUMBER 3 X +0 . 00000 LOAD NUMBER 4 X +0 . 00000 LOAD NUMBER 5 X +0 . 00000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN KIP*IN 1 +0 . 0000 +0 . 0370 -0 . 0094 2 +0 . 0000 +0 . 0094 +0 . 0362 3 +0 . 0148 -0 . 0362 -0 . 0557 4 -0 . 0023 +0 . 0557 +0 . 0577 5 -0 . 0133 -0 . 0370 -0 . 0577 LOAD COMBINATION 2 LOAD NUMBER 1 X +0 . 00000 LOAD NUMBER 2 X +1 . 00000 LOAD NUMBER 3 X +0 . 00000 LOAD NUMBER 4 X +0 . 00000 LOAD NUMBER 5 X +0 . 00000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN KIP*IN 1 +0 . 0000 +0 . 7238 -0 . 1833 2 +0 . 0000 +0 . 1833 +0 . 7068 3 +0 . 2891 -0 . 7068 -1 . 0888 4 -0 . 0446 +1. 0888 +1 . 1281 5 -0 .2608 -0 . 7238 -1 . 1281 LOAD COMBINATION 3 LOAD NUMBER 1 X +0 . 00000 LOAD NUMBER 2 X +0 . 00000Sr�c ,k) U 1 r LOAD NUMBER 3 X +1 . 00000 LOAD NUMBER 4 X +0. 00000 LOAD NUMBER 5 X +0 . 00000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN KIP*IN 1 +0 . 0000 +0 . 8219 -0 . 2082 2 +0 . 0000 +0 . 2082 +0 . 8026 3 +0 . 3283 -0 . 8026 -1 . 2364 4 -0 . 0507 +1 . 2364 +1 . 2810 5 -0 . 2962 -0 . 8219 -1 . 2810 LOAD COMBINATION 4 LOAD NUMBER 1 X +0 . 00000 LOAD NUMBER 2 X +0 . 00000 _ LOAD NUMBER 3 X +0 . 00000 RT1c`\05P1-'1,:_l-- ‘c, G LOAD NUMBER 4 X +1 . 00000 LOAD NUMBER 5 X +0 . 00000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN KIP*IN 015 1 +0 . 0000 +0 . 1811 -0 . 0459 2,«V19 ' 2 +0 . 0000 +0 . 0459 +0 . 1768 3 +0 . 0723 -0 . 1768 -0 . 2724 4 -0 . 0112 5 +0 . 2724 +0 .2822 -0 . 0652 -0 . 1811 LOAD COMBINATION 5 -0.2822 _LOAD NUMBER 1 X +0. 00000 LOAD NUMBER 2 X +0 . 00000 �-R`� L`��rJD U�L�� LOAD NUMBER 3 X +0. 00000 -LOAD NUMBER 4 X +0 . 00000 LOAD NUMBER 5 X +1. 00000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN KIP*IN 1 +0 . 0000 2 -1 . 2215 +0 . 3092 +0 . 0000 -0 . 3092 -1 . 1935 3 -0 . 3754 +1 . 1935 +1 . 8438 4 +0 . 0304 -1 . 8438 5 +0 .4416 -1 . 9095 LOAD COMBINATION 6 +1 2215 +1 . 9096 LOAD NUMBER 1 X +1. 00000 LOAD NUMBER 2 X +1 . 00000 LOAD NUMBER 3 X +1. 00000 T ( G `i 'rr t ' LOAD NUMBER 4 X +0 . 70000 LOAD NUMBER 5 X +0. 00000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN KIP*IN 1 +0 . 0000 +1 . 7095 -0 .4330 2 +0 . 0000 +0 .4330 +1 . 6694 3 +0 . 6828 -1 . 6694 -2 . 5716 4 -0 . 1054 +2 . 5716 +2 . 6643 5 -0 . 6160 -1 . 7095 LOAD COMBINATION 7 -2 . 6643 LOAD NUMBER 1 X +0 . 60000 LOAD NUMBER 2 X +0. 00000 LOAD NUMBER 3 X +0 . 00000 .(DLPD Wt`J = WSn W1rJ:'J - LOAD NUMBER 4 X +0 . 00000 LOAD NUMBER 5 X +0. 60000 MEMB. AXIAL= M(INITIAL) M(FINISH) NO. KIPS KIP*IN +0 . 0000 KIP*IN 1 21 +0 . 0000 -0 . 7107 +0 . 1799 3 -0 . 1799 -0 . 6944 -0 . 2163 +0 . 6944 +1 . 0728 4 +0 . 0169 -1 . 0728 -1 . 1111 5 +0 . 2569 +0 . 7107 +1 . 1111 ZIIOS (y Op CO3I I Il `/ 41 s _ .y _ \ j "j-� .113 (35) Z .,t i 61 5 14 1' 1 FRP,r1-e P'1 Ce M I?.,, t&S tf2,X 1 ttdk ,°ta. cgs -r.:- 2-,57-4-4,,,` Y-.' �a v _,_ 1,. ..1..-,b +-- .s ts-1 0\,. + DAIS:I +, ,-1 tall A '7 2-5:1 2,,Sri Bic• fA e-,:..\12,1,:.:-It --... i-A 1 6 t~1" 1 (--2, , ,.� tOSs.f r- ` M4 k.,--10c5 �I ��`� .sem . 3i ` . ..�a�'f .\C61...b ---,==-------*-l . -. 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