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Specifications w / Z ski) l/F.71, cb7 RECEIVED APR 2 2 2015 CITY OF TIGARD BUILDING DIVISION LATERAL CALCULATIONS FOR MEDALLION MEADOW LOT 3 PORTLAND, OREGON by RICHARD J. TURNER, P.E. DATE: 03/10/15 JOB NUMBER: R15100 op P-.. Jo- 0NGIN4,9 •mitri J 58949' t" / OREGON 3 �%CygRy�s,2°° D J. S��` EXP.DATE: 06-30-16 . INDEX OF CALCULATIONS: PAGES DATE:03/10/15 SHEAR WALL PLANS: 1 SEISMIC LOADS: 2 TO 3 WIIND LOADS: 4 WALL DISTRIBUTION: 510 8 FOOTING DESIGN: 9 DETAILS: 10 li Y1 S, R; :: aizz 1 3Li 1 No��i A iN "..1t1:4' + 111.1111111 Lau ' ' " 3Ilo • ill ...� 404 fl 4 .,- - 1141/- ' ,.�� ...„.., _ f r. ,ii .._. .._., . . _ . ...........,.;;.._________• ._ 1 `IT.T. Eigem€ . .VtiNMMI=MUIJIIIIIIMMIIIIIIIIIII L x: w ...�ate....... r�,ice"""".---•----- •...__..........__ " ✓ 1 R15100 MM 13 LAD 03 10 15.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION:FRONT-TO-REAR RISK CATEGORY: II TABLE 1.5 1 T Sa SITE CLASSIFICATION: D TABLE 20.3--1 0 0.294 hn: 26.00 FT 0.0820 0.648 Ss: 1.010 MAPS 0.0920 0.691 Sa=SDs TO: 0.1020 0.734 Si: 0.319 MAPS Ie: 1.000 TABLE 1.5-2 0.2 0.734 Fa: 1.090 TABLE 11.4-1 Ts: 0.5100 0.734 Fv: 1.760 TABLE 11.4-2 0.6100 0.614 Sins: 1.101 EQ. 11.4-1 NOTE:Ss IS DETERMINED 0.8100 0.462100 0.527 Sml: 0.561 EQ. 11.4-2 BY FIG. 22-1,3,5,6 0.9100 0. 11 Sds: 0.734 EQ. 11.4-3 Si IS DETERMINED 1.0100 0.3371 Sdl: 0.374 EQ. 11.4-4 BY FIG.22-2,4,5,6 31 1.1100 To: 0.102 0.337 Ts: 0.510 1.2100 0.309 Ct: 0.020 TABLE 12.8-2 1.3100 0.286 x: 0.750 TABLE 12.8-2 1.4100 0.265 Ta: 0.230 EQ. 12.8-7 1.5100 0.248 0.800 SEISMIC DESIGN :. . 0.700 CATEGORY(.1 SEC): D TABLE 11.6-1 • SEISMIC DESIGN 0.600 • CATEGORY(1 SEC): D TABLE 11.6-2 0.500 • R: 6.0 TABLE 12.2-1 • W: 2.5 TABLE 12.2-1 0.400 • SIMPLIFIED ♦V FORCE (V):1 0.1471W 0 3� V. 0.200 .* Cs: 0.122 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.193 W(EQ. 12.8-3/4) CS(MIN): 0.010 W(EQ. 12.8-5) 0.000 CS(MIN,E F): 0.027 W(EQ. 12.8-6) 0 0.5 1 1.5 2 Cs(ACTUAL): 0.122 W EQ. LATERAL •Seriesl FORCE (V):I 0.122IW PAGE (/ R15100 MM L3 LAD 03 10 15.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) BREAK DASE EAR AND FLOOR DISTRIBUTION SEISMIC LOAD: FRONT TO BUILDING WEIGHTS: INION ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: p FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERI•, DIAPH. ISC AREA WALL irk►. ARE AREA r(i) rho k UPPER 896 '48 2256 0 0.247 1.00 1 MAIN 1456 28 2650 BASE SHEAR 0 0.247 1.00 1 1111111111111r W WiHi^k TOTAL W V V*.7 SUM'V' Iliffir 9.0 39168 744192 39168 6442 4509 4509 12.8-11,12 10.0 46156 461560 85324 3995 2797 7306 12.8-11,12 85324 1205752 10437 7306 V(LBF): 10437 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V* 7(LBF): 7306 2.4.1 ASD(L.C. 5,8) SEISMIC LOAD: SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 FLOOR DIAPH: 10 MISC.: p INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 896 448 2256 0 0.235 1.00 1 MAIN 1456 728 2650 0 0.248 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM V UPPER 19.0 39168 744192 39168 MAIN 10.0 46156 461560 85324 6442 4509 4509 12.8-11,12 3995 2797 7306 12.s-11,12 85324 1205752 10437 7306 E(SEISMIC BASE V(LBF): 10437 EQ. 12.8-1 SHEAR) V*7(LBF): 7306 2.4.1 ASD(L.C. 5,8) PAGE R15100 MM L3 LAD 03 10 15.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION:SIDE-TO-SIDE WIND SPEED: 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: LENGTH (HORIZONTAL, FT): 48.0 qh (MEAN ROOF HEIGHT): WIDTH (TRANSVERSE, FT): 64.0 I 1 ROOF MEAN HEIGHT: 23.3 Kh• 0.7 TOTAL ROOF HEIGHT (FT): 26.0 K d: 1 GABLE K 0.85 /N) V: 92.952 ROOF PITCH: 6 THETA: 26.57 0.447 0.894 qh: 13.16 2a: 9.6 OPEN/ POSITIVE NEGATIVE PARTIAL/ ENCLOSED ENCLOSED P (Gcpi) 0.18 I -0.18 I (FIGURE 6-5) (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.550 4.87 9.60 2 -0.099 -3.67 1.06 3 -0.447 -8.25 -3.52 2.05 2.05 4.58 4 -0.391 -7.51 -2.77 12.37 12.37 5 0.000 -2.37 2.37 -_ 6 0.000 -2.37 2.37 1E 0.728 0.728 7.21 11.95 -_ 2E -0.190 -4.87 -0.14 -_ -0.585 3E -10.07 -5.33 2.32 2.32 5.19 4E -0.535 -9.41 -4.67 16.62 16.62 BASE SHEAR DIRECTION:SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ LEVEL HEIGHT HEIGHT AREA PROJ STORY qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0 12.37 0 16.62 0 UPPER 25-30 0.00 0 12.37 0 16.62 0 UPPER 20-25 6.00 143 12.37 58 16.62 2732 UPPER 15-20 5.00 196 12.37 48 16.62 3223 5955 MAIN 0-15 10.00 562 12.37 96 16.62 8550 8550 1103.00 TOTAL BASE SHEAR R: 14505 PAGE • R15100 MM L3 LAD 03 10 15.xlsx WALL DISTRIBUTION SHEET CONTINUED DIRECTION:SIDE TO SIDE WALL HEIGHT: 8 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.3 Si 10.66 1127 106 0.2 1489 140 140 PERSC 1117 924 193 MSTC28 0.5 S2 23.50 2255 96 0.2 2977 127 127 PERSC 1014 2037 -1023 NO 0.3 S3 29.33 1127 38 0.1 1489 51 51 PERSC 406 2542 -2136 NO 0 S4 0.00 0 0 0 0 0 0 0 0 0 0 NO 4509 5955 DIRECTION:SIDE TO SIDE WALL HEIGHT: 9 : : STORY: MAI WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.3 Si 11.00 1826 166 0.2 3626 330 330 PERSC 2967 1170 1990 HDU2(2)2X 0.5 S2 23.25 4217 181 0.2 7997 344 344 PERSC 2752 1537 192 HDU2(2)2X 0 S3 0.00 0 0 0 0 0 0 0.3 84 19.08 1263 66 0.1 2882 151 151 PERSC 1208 1412 -204 NO 7306 14505 0.3 Si 2.50 415 166 0.1 824 330 330 SSW15 2967 915 2052 HDU2(2)2X PAGE (5' SIMPSON STRONG-TIE COMPANY INC. (800)999-5099 SIMPSON 5956 W.Las Positas Blvd., Pleasanton,CA 94588. www.strongtie.com ca"rtrOnerie Job Name: R15100 Wall Name: WL S1 Application: Garage Front Design Criteria: *2009 International Bldg Code *Wind *2500 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear=824 lbs Selected Strong-Wall®Panel Solution: Model Type W H T Sill End Total Axial Actual (in) (in) (in) Anchor Bolts r load Uplift (lbs) (lbs) SSW12x10 Steel 12 117.25 3.5 N/A 2-3/4" 100 3645 lb SSW15x10 Steel 15 117.25 3.5 N/A 2-1" 100 56771b Actual Shear& Drift Distribution: RR Actual Allowable Actual/ Actual Drift Model Relative Shear Shear Allow Drift Rigidity (lbs) (lbs) Shear in) (in) Limit SSW12x10 0.34 278 < 725 OK 0.38 0.26 0.67 SSW15x10 I 0.66 546 < 1145 OK 0.48 0.26 0.67 1-SSW12x10&1-SSW15x10 are OK along the same wall line. Notes: -Check that wall height"H"plus curb height(above slab)will attain overall rough header opening height(top of driveway slab to bottom of header). Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes.In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc.at 1-800-999-5099. Page 1 of 3 CC • SIMPSON STRONG-TIE COMPANY INC. (800)999-5099 SIMPSON 5956 W.Las Positas Blvd., Pleasanton,CA 94588. wwwstrongtie.corn Job Name: R15100 Wall Name: WL S1 Application: Garage Front Design Criteria: *Stemwall-Garage Front *2009 International Bldg Code *Wind *2500 psi concrete Anchor Solution Details: Minimum stemma width per shear anchorage table. See following page. � f 1.,.±..--SSWHSR r 1 p.', Shear reinforcement ---/when meshed Mac. 0• . . Minimum arrh/sterrwra9 Stemwag i.1. . •• '%j, •'� 4 SSWAB wish per shear anchaaga Hepta= *_;=1:' table,See tow we page. (SSWAB I. :::":111 r SSr—de) i.l Shear reilacement r-dei I_i i .u '-��i Nwhen�aained I4-1—t a n t Bly,,;iill Ti • — s T 4 r• . r I r _ _ A T de M • ',--- , SSWAB r th W I 1 +il- —I • rprM7'n'��. 4 4:- --i_ w rpr.Min !u.. . .. 1 T i ifa' _ ! i i 7-----74-111 I~t II 1`=. I h'w 1 _fl�I�I �II !.IT_ ," _ _ KW—� j Ii Wkiln. n_. W---►i }.-h W--eie—S h W i Curb or Stemwall Section View Footing Plan Section at Stemwall SSWAB and SSWHSR Edenton Application Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de S Anchor Bolt Strength Model W de S Anchor Bolt Strength SSW12x10 12 6 6.875 SSWAB3/4 Standard SSW12x10 12 6 6.875 SSWAB3/4 Standard SSW15x10 ? 19 7 9.25 SSWAB1 Standard i SSW15x10 16 6 9.25 SSWAB1 Standard Notes: 1.Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2.Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength(HS). 3.Wind includes Seismic Design Category A and B. 4.Footing dimensions are for anchorage only.Foundation design(size and reinforcement)by Designer. The registered design professional may specify alternate embedment,footing size or anchor bolt. Page 2 of 3 q SIMPSON STRONG-TIE COMPANY INC. (800)999-5099 SIMPSON 5956 W.Las Positas Blvd., Pleasanton,CA 94588. S�v'L www.strongtie.com t31� ` do STEEL STRONG-WALL®SHEAR ANCHORAGE Foundation shear reinforcement to resist shear forces from Strong-Wal*panels located at the edge of concrete is shown in the table below. The SSW12 and SSW15 used In wind applIcations do not require shear reinforcement when the panel design shear force is less than the anchorage allowable shear load shown In the table below. I SEISMIC' Weber IASO Allowable Shear Lad V. Model j LI"Lk Mielmwn OW IM) Reinforcement Width Reinforcement GA/Width £ CurUStamaall rMinimum Carb/BMmwall_. (te) pn) iaremoked Cracked thraaeted Cracked SSW12 ; 9 (1)43 Ti 6 None requited I — 1370 .980 I 1605 1145 SSW15 12 (1)43 Tie 6 torte required ...-- —-- 1765 1280 2015 1440 SSWI8 14 (1)/3Hairpin + 8' (1)/3Hair* I 8 SSW21 , 15 (1113 Hairpin 8' (1)/3Hairpin g Ha)pinrenforcementachievesmaximwn SSW24 ' 17 (2)13 Hfa rpins 8' (2)13 Hairpins � 6 allowable shear load otthe Steel Strong-War parol, 1.Shear anchorage designs conform to ACI318-05 and assume minimum re-2500 pat concrete. 2.Shea madwoman iv not required kr wee installed on a wood Boot arterior foundation applications One/instated away from odprt of uaw'reie),or braad•wall panel app808010. 3.Seismic ridicules Seismic Desgpr Celegory C though F.Detached 1 and 2 family dwetongs In SDC C may use wand anchorage solutions. Seismic shear reinforcement designs conform to ACh 31946 Seaim D.3.3.4. 4.Wind includes Seismic Design Category A and 8. 5.Where noted mammon cmbrstemwne width's 8'when standard-strength SSWAS is used. 6.Use(1)43 tie for SSW12 and SSW15 when the Steel Strong-Wap'panel design shear face exceeds the tabulated andouille allowable shear bat 7.The mastered design professional may speedy aitennte shear anchorage. Lb Min. e' oo—_ 14 4' �aaavaw ora nein V. Min e.®,d.v. o �, I i f • SS WAS s3 Hairpin Field de and secure during &SWAB 13 Tie Fieldtie and secure graded()mbar conaete placement Overlap grade 40 during concrete ls6n.) varies with bob spacing. reser(Min.) placement Hairpin Shear Reinforcement Tie Shear Reinlorcement SSWAS 13 Hairpin(13 he similar), SSE table for required quantity. 11/24 CLR mom -1?�•Spacing i�:paL=fir -� ra .• • iii--l• .. 6 I I �hai �� SIII�If i�ll' 1`,91 II����tllt Hairpin htafoliation ((image crab shown,other footing blurs similar) Page 3 of 3 B FOOTINR15100 MM L3 LAD 03 10 15.xlsx G DESIGN )NCRETE STRENGTH: 2.5 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI ;OIL BEARING PRESSURE: 1500 PSF DIRECTION:FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (IN^2) 51 1990 7 15 18 11.00 3 259 0.12 0.04 1-#4 BAR S2 192 7 15 18 23.25 17 259 0.63 0.24 1-#5 BAR S3 0 7 15 18 0.00 0 259 0.00 0.00 1-#4 BAR S4 -204 7 15 18 19.08 0 259 0.00 0.00 1-#4 BAR 51 2052 12 20 0 1.25 3 250 0.47 0.18 1-#4 BAR PAGE 1 � W -1 (60 3 z O W ix 3 SLAB (THICKNESS PER 3 ¢2 o II if III 4 w DRAWINGS)WITH 6X6 n' g I� IIcow -W1.4 X W1.4 WIRE MESH, •C JJ 8" 4, MIN. 6" LAP SPLICE A II t d °0 4 I 1 xW It 002 a II d U W • 11 HOLD-DOWN PER SHEAR WALL Q W - '1, "� a SCHEDULE coa Ck (2)-#4 CONTINUOUS BAR AT CENTER OF FOOTING (EXTEND REBAR AROUND CORNERS MIN. 5'-0") 1'-6" NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. DRIVEWAY SURFACE NOT SHOWN. 0 FOOTING SECTION SCALE: 1" = 1'-0" a ` 41 '. it ! iir « I 1 •f f• r r. 3iiiiR1 R r. a F 'IJ a 15 ps� s III! q{ I hi 1 * :.1 p 2 ,.!': i �� 2 e iiiiiiiiiliiiiiiiiil 6L4 11 � • 9 i I F2 i i a $�9 1 iYeii:4Cr•tlY14x=rata 1 _ •. 3 s ! P I 4O. f . Y fag ,.� 4'�-ie 0� 'I�'� ' J 9 B M� .I� = a6 F 1 _?`_— p1 111 !! 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L iE Eii iE1E1i;ii,FE 6 tl 11 i 11' -i #49 Pi r IEi6i 't xa :4aeY ::f4 ola slda is iii g � ., a � U f a € h i e 6 R t €Os OMsr(110E ! jI it . : :'a e g10 1 1 it eiiiiialii�ji .4116 i Egg 4 Cli T p se sa44asaaslaat.15mlats 3=f ARMl V" 7 $ 4. i .x4_a j._j 1:la ti p1, ar i� I — f i — — Y A. - a C e r 19 DM R•.1005 y sl:, C, ,, � STEEL STRONG-WALL slunsv 3,72--It COM,IC �a5 ANCHORAGE DETAILS 51,v • 101^r" 4956:01 0.. / ill 1.0•115551 ENGINEERED DESIGNS .y ,-,9. TR:(50U99-5099 5POSIT65 BLVD '�u=956 X �;�D^eaa • .A u 4 '.---•. . - ;I ..+.......a.s -n.14.,0_.- '41Mw.4..0-..an__W w . - lN • --a r�cR1/w_w:A�.�6..cbc w- _M °14L - nE • • N. / ;STEEL STROIOWALL MODELS IIIrMw140Np ' r.rlaurcl r,a,.v.b� „.NRm'4. I .110.01r.1.1.1/1 1 fm _.� WYW Thr MPlnmmwAirM nµ waMNAiMWOv • ,bYwHnwfanrurwnw 'V ,4 .f4. Tfr . �". I + .La. 1H'r,m.0100mmw'nr OmM, aN mIf[, 0 .tnsrr0rt arr ni,enrrwa. • 10 'MI0.161.1 4 Of 1000.00401.Isrww, am ,N mY Ia mr 4. J 11__.!°_ r`Rf ` M`I rorw..x.►MNMaw. 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SM.. 44..14412 410 3 i lr i'll I NM,.. 04.44 mw aN mr I wml4abc ian4. .aA.lw,m.( k` uMVO1pr,j( ALTERNATE tST FLOOR WOOD FRAMING 17 Pwnn mVt + _aMI, • 6x0r1ow ao 011140 , uw100. ,.w flR 100 :4.04 rO ,IHH4111.0 6N m, . •II IMln - cnDn4+W.410216114.24112111r . aNmH -... .6212641.1060120.=. IImliiRHAl1b0.w114.ru4.a_ww+4 I1fW:11wMIf0=w MOW 0141.420.11 Mw42114.ni. 6N vu „ n r 1i� ll i 004. :^rNnr,� 4. f AAAA. N wDWI ILLII ,14x r .m . _ +1401u+TM. I +a10w - . 1Mp:--.--a-_:m•.w--wmb-o..DwwDneawm"Dw M ..x-n1012..4. N" : .n:0• :164m 0 14y w m-4bt-Mc.abw1aOr•xwd'°•K6..n1!.ow1.Cw.LCr_.w_f.wNm6ayAw,OrDw...I "mr.r '_` O IIIIAIIIPIIPII -u r • r w"�_,nww.w11110 RnDaanMvam.m,w. H bra O - ' ER KAT lMBIMOCK As 111 lLOCEz...l awl MNAR...raru s.w u' aeo :. ,N H-. M w �n m ' r ' ' �~ , §zm ' 14104.0011 S.0.4.11. ,0411 VAr-- _rfwm � Ili :4...DC vw;wn It '•• I .rr..mr Iwaw " B\ .,nn.«baa101411014/16.1010.1.2. X xawMq n._a a. rbc.w.MSTEEL STRONG-WALL MODELS 1110ON401110`. II .0 mwomr wrr vfWas 4.0tYgfaPfb.a 5'I II� owI. ���I ' -4'''. awM"r' rrPum EXTlpELLVATMIn.Pfte111111srtam..rewa Illila .n0Am 010....aaNCO. r..� Aw.w,wv..w : a' �u""` elr ,i '! IaII rorrwrbl . II4I w4..-/ryHr .Hr mRraarD T•r.c+mM6410ba.4aT.bbrlr.010041.ma r., D' A II III ' ° iiii fbmN. cnnm,w.mns •�w�w 110110.202011.01114.00111.0400 00.0 ,,�044...0040. 2.1146.220.11.1114Q14.4462414121214.0.4.00411 (H�nHD .02.I [:wnrfmAnr,1 11� I rwwk•ae RAKE WALL wr4 CRIPPLE WALL 4. YUNA,1)4..0f._ rx,rn,0nwvauwunl s 1.024.0 IwaC Waw+iHIRaa6D40µ cm.644.00µ,.DGb0M lArtd Tr.,I. rOibpMO .4.4 4.10.06011.4.10.06011.220.0044 •1441•1421.0.41.1.0041.•07.6""W""'"'bb16wlnm.'fv6..ayNaa04.D1 I NWfrw,lMp4m. IMr..lbnro .w ai.rn 4.100.r4H0afe 1410.2sw4.ww.«wnran"wrw41.n it rq I51021.1.1.1.b"`N1O1101E •-----_ -.-___ .I6.f1NxDNvy_`11106M .. I TOP OF WALL HEIGHT ADJUSTMENTS 15 TWO-STORY STACKED FLOOR SECTIONT6FIRST FLOOR AT WOOD FRAMING 10 killa iII � `r......1m,unwsnr 1='sI111A ..rnwDa, I 11 u w` s. b' NO 1 _�I + 061.a'wwlrn r w0"4.`10o 14.24.12.1114.440,61/4.111.040 :n:rw D„a +w04#IWO w� p.[0D[ Jr.MOS..w a4 Tr �10�;' p ,W ,iIFn4rrWNµ14rttM,FTauhv. �0 ...4�r • eLLAwL IIIr4.. t , I IL/fr.-2 9001.4lun NI .w.DnAw 42.110410/10146.6a0«sV..14. 01112.001.....2141.1111 w�r� a,,�A„ Ir,..4.140641.4..4..wa4A 4..µn - � _�, fr\rnw.4r. Z _I , m. . IIIm.1.�01.00.l.1410 I III013 BBBe. ; "° MagarG4c.,raDw,rrv1 e ;1=1.1164wDr . �� 6m. .... raw,.w11A,w�r" ,. ,a,.n� wan bFaaar..,mMaa,wHu L0K,x010iv « , . WaOftrXa nGT Y4wC•0110011141140011000001. d O x BAB _ fC� '• ,I .201'Mwa14a c.\\.\-...7.114:41".... 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D � ' D Allg �.aaa«r mu sos �1.�:<�wn :"""" rm1 IP' ,n..w :•�ndau.lrurrorv.xi •Q.rrr+lso.rda..reeml '"1 �uwepe +•• PQ mn•s„ nrralvn r.rrur 11111 'Q r.rnxran,rd.xmd.,r niedeii..dQ.c.rxre.or ` Y r Q rltll.n.wrrmw �cvm 16..Qrno.�ON"'""M .rn7. eNW µ.rmon.rhoniai°LP m .—saw eIRN M_____r M__ Nva, STEEL STRONG-WALL SINGLE WALL PORTAL �+ �a� Mn..x.....nwO 5 52 m r .Z.FOR VCOMM •MVPS.nrawacm.u.r.nc•rarwo m+.uww ow... r..."""n.rw. 1 gww� 1 WE n01.011ns rwcC,m .lae,nlrcw.., >w O.....eeM •xe...0e.d Me0rx YOwrel«.rl ote S �� � MUM.I.Q..Pte,YOrnM.Nie..r0.u:Pl®Mq r.riFMd Men.lrnrl.d arsiort F;el 1 ole amt.. e. n.Res.r4ury ce Tut mMT..0AM2xlatd.rw¢r FbY az!. ... .«uerlMogorer.dre Mrlrrde asroo .� � « errllrle ..emra.dr[CpnerC..rQp TOMTA.v d,.rfr.e.Qq�r commons. .� s cfi' ���_L_ ronarmrul.ma. tg...erq.rdMrrrDirFE MIE:11V"iQwr.rt dIM ._ SliVelm M, C00«r'O.exfrrq Mr rRBlrPdrM1VMl r.rR..MTr«C.OYlIr..[Pb.Mer O'I �(, rM ..y • d144,1180r94,07.4.0.1..1.1.1001170.1....... errePrl.id 4MllMlgrrrrul.O CgerM.0.r. n.Op. n M..e.r r T r.....owassµour.0441,141.16 e t me Maze sat.........Cor nave r , t sroxarawr-nCr.rwn.rcrrermar.rewQQ iaowa+.renc..w.dw.a.or.am �� v; 415112. 1o1l'�:- ..:� ,. ..itlla''� NOUs.0uI0.W.esrr0.nprurr 4 IMw. xer.Md .d.,d..xda�. IN I ::: �e a�1...,.r0411"dMPII:3* NOTES A �r et �rxr.nv a '=c z e. stlewtrolt ® O• o .. w.a a.e r..•0 F W W T• = _� J STEEL STRONOMALL DOUBLE WALL PORTAL IW<W a Frr. In 2 j1IIIIiIiJ x0,Qne*w1rilrm.Ot P.Irld. . 0 .CMO.U0.MAMA • - !FENaREvu rrr. aeTK, M pdwp ii iii. II . . ... 1,. NM to {... I lib :Z.11.00111.1:11= ,e... S, !IWO,ammo von mom..parEl.k.t o+r.rm.•uo 5r r.l.x r-Pn =•risSmar 0,.0rvta roxa ..'...r.a. ins er.wmew.m.rrriw rn.n.smnrrxrl.re« `._...O1^^"w • «,ts. sQ.rraora.r. �1 Ma 01,11f0 .111. SSW4 BASE PLATE CONNECTION 4 d _ PDX 100 l