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Report (3) r 'w . s STRUCTURAL CALCULATIONS FOR RED ROCK CENTER SW 72ND AVE AT SW DARTMOUTH ST TIGARD, OR 97223 RECEIVED ,Ic,+N Z 5 2011 0 Pl7df CITY OF TIGARD �o G N f f 1 e BUILDING DIVISION � 1 B7 i 14 1 :3U Pal 1- t7 scr2-tocl - c)ocrni OREGO 4110 J ity of Tigard -O L�Y 15' 196 NU' h'N NORp,\ Ap roved Plans y B ? Date tZe _ 1. l EXPIRES:12/31/12 1 202: .�C�J 7( i-e- OFFICE COPY Contents Plans P1 -P2 Gravity Calculations GI -G17 Foundation Calculations Fl -F4 I Retaining Wall Calculations RW1 -RW8 Lateral Calculations L 1 -L9 Contact Person: John E Nordling,PE Wall Stud Calculations WS1 -WS25 NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER u5( TIGARD ■ ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS ( 11775 SW 111th,Suite 200-Beaverton 011,97008 Date:JUN 2010 By:JEN Sheet No.: COVER r '. t , I -.."•••• . 4 MP 0 0 Q Q 0 , 1 , , 0 - . , ' : , 0 . i( • ___. ii 0 _.._ - -t-- _ _ . , ......, . 1 0 i . -I. o 1 p_i_m_w_Th - • 1 _ . - -- - il - - i ..■ , -- i• 0 0-At- -----1' 171! •. _- •111.M o 0 o . , 1 , _ _ (9 :.--1 0 _ __ _ ._,...„..... H. . __ __ - ____ „,,...., ,--_ ___-,--_ _-__ __ _.-1 F 4 4 : • 0 -- 0 - - --4-.: - __- --- ____ --- --- --- __ 0 - ■ ,-.- r Z — i I - • U , • v:::. --- - - - 1 ' 1 . ■- •!: 1 : , II• — 1 1 1 - -—— --- 0 1-1r 1: 1; i /\ ! • . _______ 0 L i -. NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER , 1 TIGARD ,„, ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 4... .,..,. ] ENGINEERS, 6775 jW 1 1 1 th,Suite 200•Beaverton OR.97008 Date: SEP 2010 By: JEN Sheet No.: ? I L. r_ a It Q O Q 6 9 I r r- -, 1I O L t -7 I i I i I �! ' 1 I u i 11' O ' 4 1 k , ', L _J _.. .,.. '1-,-.i en I ; I I ® ' 0 _;_,4-., _ , ,______....t__ ;__ _. ________. i lib, , 1 I ,ii-- , [- ..,.._, O - 'Ali ® :I L_}_J , ! Zii) ' 1 4 .: I f I O - ..----{ ----1-----—1 9-:--- -_—,L—.—1.._ I I I i I 0 II I I ' ■ I r., I 1 i L 4.] L j NORDLING Proj. No.: 10-150 u5 STRUCTURAL RED ROCK IGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200 Beaverton OR.97008 Date: SEP 2010 By:JEN Sheet No.: !Q I. A ¶Zc,C• 4-1)1515" lerco F f EN"., VI- t• U1.'- ts4 31- 44 /-4-4-4. 1,S 41:. So 0 rr,, .p.,,.,, 1 0,41,4 375 c p,,' ( t-, IA 'l,S_33 4-. C.. o,,, rs U11 S ' 3"' 4o 55 (.5 840 I0S 160 I-�oea) (els`li �1 cvams l;�4,t,J`ti�4b -'*.\s''''''‘ - spa+JO) / 111111 111111 11111101.11MMEM 11111 11111 11 I11 A „ ..A A A A A '1:01 l(s-o 0,1`.,o` ` -►—�► a1-O l (I! o I at_ i r f a 'h�' ";1,� bo tit°� 'V��y�' 1 `J J' ti P wr✓�` St:' 'CSC/u.s °-3Z C Vi,tII. ,10T6,,,21 ' ill 4 )° 4t 12 3l),,r\\'1!v r,.. ti.:' Taw e_. 1 1 Ili air at NORDLING Proj. No.: 10-150 RED ROCK CENTER ti -.,, -- STRUCTURAL TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 1)im.Sue,200 }3covcrton()R.9700H Date:JUN 2010. By: JEN Sheet No. l 1 6 fiz„,c, %EA, 0 17....p. 5.--,,,,„ 101 re,...., 134.....nt.,... P -t,.....' Fes.,.. 15.E V•.. ... , 'Jr.. gQ.fool (mow,s. tS(' CJ ° Dom'. ISCS�1 S ��'� � ;so ® �Z1o. 1 ®u aL 16.D ui 3700 tfS oo } cl53o Z'i� 11111 1111 I 111111 111111 . A 18►0 /tot o' d I$i..o i,(►-p b �rrr-ti; b 1. 2 tit- I tArt..O 3(0:_0 0 � ' 4. � f N\� � 4 \< ,,r v JL (11..0 (.7;'' r J L 5('i-r- (o ,c- 14 v. t L. PL.' i r,-,g7 ` '13 n A?‘..-- , 49 sr o GL`sktousN- (4111 Dom` ,4-5 ` -9t/5-0 L.- ,Z.(o h t f AT•-• 1.5 --',(L`t, Vb D1/4: ,S T'z 1110-s a►: - 16-4/41.3 C,1-sVa 19II'- (k.,c i6 )1'(!.`Iti boT $Z s' jel qo Ca■.. (,L4e. 3$ (c111)‘ .1%,,L ,S, L �q 1:1,&..%- .3'd ' Inc 1)..- •2. ~ 9'111•. —_____------- th‘es 04,4...' ,,t 5"- Pi Sil:) NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER ii TIGAED sue. I ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW t 1 im.Suite 200•Beaverton 012.97008 Date:JUN 2010. By:JEN Sheet No. • I . ® of„... 1 %„"'^" © 1 C.oJ'♦r !.Sr., art sEL O SES \J ( .c...... tom — D- A-,-z,1\Z� � �- (sl�a/a,�YL►b) 3 as ICi° ( "- L1s�1 I I IIIII 11111 /1111 1111 Hill A A A A A A . ol, ,,v. .1-_,ti..S' f" rr-r, 15' .1, 1 $3,° I '_ J 13'_0 o o e (yL. 4.4 0 6L 54. `° Lz■+D9-- ,4- Il1 + ,4, ; - goo w " 1s :5411. 1s 6L 65,4"`?�I`(- (,b7 v- Q137 c,5`'c.o 3l'r- bo,-` ,3g,. 9601— art,- .91 ` 9131- .6, `�lS7r Dom•` let 06.r. "" .63 `RI s-7. NORDLING Proj. No.: 10-150 115 C RED ROCK CENTER STRUCTURAL TIGARD 11 I ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6 6775 SW 1]1th,Suite 200•Beaverton OR,97008 Date: JUN 2010• By: JEN Sheet No.: 7 . e ,,,..),_ (i...). 0 ,,,,_ ae...... . re.in.0E-- 4ebro alvt: Sa. ® sew, ® Sm, ticeN1c sdt• C,.+.- - tit ..- 3'i5 Mt' 3,4. \ybv- , SIC lI (pit 61Slq, N. — c ~Is Y. _ 11111 11111 111<< <<iIi 1111 11111 I12 o ta\ StPI J t Cl") Z...6- t 2 q- -t- 61.5111)v- 11- I 51/ 4- 14be, . 4r f ►a C31 tf-12) NORDLING Proj. No.: 10-150 RED ROCK CENTER STRUCTURAL TIGARD 1/15( ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200 Beaverton OR 97008 Date: JUN 2010• By: JEN Sheet No.: Recaa- 0 0 515, hill I W I 111111 111111 111111 111111 A 6 d d . d $0 ,1,�` a1 ;V6("4 '/ M Qle; ftt, NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER � TiGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•13euverton OR,97006 Date:JUN 2010 By: JEN Sheet No.: 1 Nord-ling Structural Engineers LLC 6775 SW 111th, Suite 200 - Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD, OREGON B-ITL) B-(TL) C-ITL) D-(TL) DILL) D-ITL) D-(LL) GENERAL DATA - 1 2 3 4 5 6 7 All Spans Simple Support?? : YES Spans Length ft : 11.00 11.00 8.00 28.00 28.00 28.00 28.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.125 3.125 3.500 5.250 5.250 5.125 5.125 Beam Depth in : 12.00 11.88 11.25 18.00 18.00 19.50 19.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2760.0 2990.0 1138.5 2858.3 2858.3 2615.1 2615.1 fb-Actual. psi : 1633.5 1668.1 877.7 1575.8 760.0 1375.4 663.4 F'v-Modified Allow. psi : 218.5 327.8 207.0 327.8 327.8 218.5 218.5 Iv(actual)' 1.5 psi : 120.8 124.1 78.2 67.5 31.4 63.4 29.5 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 122.5 122.5 64.8 446.7 215.5 446.7 215.5 X-Dist ft : 5.50 5.50 4.00 17.92 17.92 17.92 17.92 Shears: Left k : 3.71 3.71 2.70 3.42 1.45 3.42 1.45 Right k : -3.71 -3.71 -2.70 -4.48 -2.05 -4.48 -2.05 Reaction @ Left DL k : 1.65 1.65 1.20 1.97 0.00 1.97 0.00 LL k : 2.06 2.06 1.50 1.45 1.45 1,45 1.45 Total k : 3.71 3.71 2.70 3.42 1.45 3.42 1.45 Reaction @ Right DL k : 1.65 1.65 1.20 2.43 0.00 2.43 0.00 LL k : 2.06 2.06 1.50 2.05 2.05 2.05 2.05 Total k : 3.71 3.71 2.70 4.48 2.05 4.48 2.05 Max.Defl.@ Mid Span in : -0.274 -0.268 -0.094 -0.967 -0.449 -0.822 -0.382 X-Dist ft : 5.50 5.50 4.00 14.56 14.75 14.56 14.75 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2600.0 990.0 2600.0 2600.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 285.0 180.0 285.0 285.0 190.0 190.0 Elastic Modulus ksi : 1800 1900 1600 1900 1900 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Yes Uniform DL plf : 300.0 300.0 300.0 100.0 0.0 100.0 0.0 LL plf : 375.0 375.0 375.0 50.0 50.0 50.0 50.0 Point DL // : 1600.00 1600.00 LL # : 2100.00 2100.00 2100.00 2100.00 X-Dist. ft : 18.00 18.00 18.00 18.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear 1/ : 3.71 3.71 2.70 3.42 1.45 3.42 1.45 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 V4.4B2 lc) 1983-95 ENERCALC Rriir-e W Kenny KWf1Rfl914CI-A • Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD, OREGON E-(TL) E-(LL) E-(TL) E-(LL) GENERAL DATA - 1 2 3 4 All Spans Simple Support?? : YES Spans Length ft : 24.00 24.00 24.00 24.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.250 5.250 5.125 5.125 Beam Depth in : 16.00 16.00 16.50 16.50 CALCULATED VALUES -OK- -0K- -OK- -OK- F'b-Modified Allow. psi : 2895.9 2895.9 2664.0 2664.0 fb-Actual. psi : 1093.9 505.9 1053.7 487.3 F'v-Modified Allow. psi : 327.8 327.8 218.5 218.5 fv(actual)* 1.5 psi : 64.9 29.7 64.0 29.3 Moment @ Left k-in : 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 245.0 113.3 245.0 113.3 X-Dist ft : 16.48 17.92 16.48 17.92 Shears: Left k : 2.47 0.97 2.47 0.97 Right k : -3.82 -1.72 -3.82 -1.72 Reaction @ Left DL k : 1.50 0.00 1.50 0.00 LL k : 0.97 0.97 0.97 0.97 Total k : 2.47 0.97 2.47 0.97 Reaction @ Right DL k : 2.10 0.00 2.10 0.00 LL k : 1.72 1.72 1.72 1.72 Total k : 3.82 1.72 3.82 1.72 Max. Defl.@ Mid Span in : -0.602 -0.262 -0.594 -0.258 X-Dist ft : 12.64 12.80 12.64 12.80 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2600.0 2600.0 2400.0 2400.0 Fv:Basic Allowable psi : 285.0 285.0 190.0 190.0 Elastic Modulus ksi : 1900 1900 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 100.0 0.0 100.0 0.0 LL plf : 50.0 50.0 50.0 50.0 Point DL ✓1 : 1200.00 1200.00 LL 11 : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 18.00 18.00 18.00 18.00 QUERY VALUES - Location ft : 0.00 0.00 0.00 0.00 Shear II : 2.47 0.97 2.47 0.97 Moment k-in : 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 V4.4B2(c) 1983-95 ENERCALC Rnira W Kpnnv KWf1Rf1A14CI-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD,OREGON F-ITL) F-(DL) F-(LL) F-ITL) F-(OL) F-(LL) GENERAL DATA - - 1 2 3 -- 5 6 1 - All Spans Simple Support?? : YES Spans Length ft : 36.00 36.00 36.00 36.00 36.00 36.00 End Fixity: : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 6.750 6.750 6.750 6.750 6.750 6.750 Beam Depth in : 31.50 31.50 31.50 33.00 33.00 33.00 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2479.4 2479.4 2479.4 2466.6 2466.6 2466.6 fb-Actual. psi : 2234.9 783.7 1451.2 2036.4 714.0 1322.3 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual)* 1.5 psi : 135.3 48.8 86.6 129.2 46.5 82.6 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 2494.8 874.8 1620.0 2494.8 874.8 1620.0 X-Dist ft : 18.00 18.00 18.00 18.00 18.00 18.00 Shears: Left k : 22.35 8.10 14.25 22.35 8.10 14.25 Right k : -22.35 -8.10 -14.25 -22.35 -8.10 -14.25 Reaction @ Left DL k : 8.10 8.10 0.00 8.10 8.10 0.00 LL k : 14.25 0.00 14.25 14.25 0.00 14.25 Total k : 22.35 8.10 14.25 22.35 8.10 14.25 Reaction @ Right DL k : 8.10 8.10 0.00 8.10 8.10 0.00 LL k : 14.25 0.00 14.25 14.25 0.00 14.25 Total k : 22.35 8.10 14.25 22.35 8.10 14.25 Max.Defl.@ Mid Span in : -1.513 -0.537 -0.975 -1.315 -0.467 -0.848 X-Dist ft : 18.00 18.00 18.00 18.00 18.00 18.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 450.0 450.0 0.0 450.0 450.0 0.0 LL pif : 750.0 0.0 750.0 750.0 0.0 750.0 Point DL q : LL ry : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 18.00 18.00 18.00 18.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear /I : 22.35 8.10 14.25 22.35 8.10 14.25 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V4.4B2(c) 1983-95 ENERCALC Rrnro W Kann, KwnRnai i i-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD, OREGON F-(TL) F-(DL) F-(LL) F-(TL) F-IDL) F-(LL) GENERAL DATA - 1 2 3 5 - 6 7 - All Spans Simple Support?? : YES Spans Length ft : 36.00 36.00 36.00 36.00 36.00 36.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 6.750 6.750 6.750 6.750 6.750 6.750 Beam Depth in : 31.50 31.50 31.50 33.00 33.00 33.00 CALCULATED VALUES .0K- -OK- -OK- -OK- -OK- -0K. F'b-Modified Allow. psi : 2479.4 2479.4 2479.4 2466.6 2466.6 2466.6 fb-Actual. psi : 2118.0 783.7 1334.5 1929.8 714.0 1215.9 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual)* 1.5 psi : 139.6 48.8 90.8 133.2 46.5 86.7 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 2364.3 874.8 1489.7 2364.3 874.8 1489.7 X.Dist ft : 17.76 18.00 17.76 17.76 18.00 17.76 Shears: Left k : 22.95 8.10 14.85 22.95 8.10 14.85 Right k : -21.75 -8.10 .13.65 .21.75 .8.10 -13.65 Reaction @ Left DL k : 8.10 8.10 0.00 8.10 8.10 0.00 LL k : 14.85 0.00 14.85 14.85 0.00 14.85 Total k : 22.95 8.10 14.85 22.95 8.10 14.85 Reaction @ Right DL k : 8.10 8.10 0.00 8.10 8.10 0.00 LL k : 13.65 0.00 13.65 13.65 0.00 13.65 Total k : 21.75 8.10 13.65 21.75 8.10 13.65 Max.Defl.@ Mid Span in : -1.456 -0.537 -0.918 -1.266 -0.467 -0.799 X-Dist ft : 18.00 18.00 18.00 18.00 18.00 18.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 450.0 450.0 0.0 450.0 450.0 0.0 LL pit : 750.0 0.0 750.0 750.0 0.0 750.0 Point DL # : LL N : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 3.50 3.50 3.50 3.50 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear N : 22.95 8.10 14.85 22.95 8.10 14.85 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 I a9 V4.4B2 fcl 1983-95 FNFRCAI C Rrnra W Konn, KWnRn:tem.A • • • Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD, OREGON G-(TL) G-IDL) G-(LL) G-(TL) G-IDL) G-(LL) GENERAL DATA - 1 2 3 5 6 7 All Spans Simple Support?? : YES Spans Length ft : 33.00 33.00 33.00 33.00 33.00 33.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 6.750 6.750 6.750 6.750 6.750 6.750 Beam Depth in : 30.00 30.00 30.00 31.50 31.50 31.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2492.8 2492.8 2492.8 2479.4 2479.4 2479.4 fb-Actual. psi : 2082.7 726.0 1356.7 1889.0 658.5 1230.5 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual)* 1.5 psi : 130.7 46.9 83.8 122.6 44.0 78.6 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span kin : 2108.7 735.1 1373.6 2108.7 735.1 1373.6 X-Dist ft : 16.50 16.50 16.50 16.50 16.50 16.50 Shears: Left k : 20.55 7.42 13.12 20.55 7.42 13.12 Right k : -20.55 -7.42 -13.12 -20.55 -7.42 -13.12 Reaction @ Left DL k : 7.42 7.42 0.00 7.42 7.42 0.00 LL k : 13.12 0.00 13.12 13.12 0.00 13.12 Total k : 20.55 7.42 13.12 20.55 7.42 13.12 Reaction @ Right DL k : 7.42 7.42 0.00 7.42 7.42 0.00 LL k : 13.12 0.00 13.12 13.12 0.00 13.12 Total k : 20.55 7.42 13.12 20.55 7.42 13.12 Max. Defl.@ Mid Span in : -1.242 -0.439 -0.803 -1.073 -0.379 -0.694 X-Dist ft : 16.50 16.50 16.50 16.50 16.50 16.50 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 450.0 450.0 0.0 450.0 450.0 0.0 LL plf : 750.0 0.0 750.0 750.0 0.0 750.0 Point DL if LL if : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 16.50 16.50 16.50 16.50 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear N : 20.55 7.42 13.12 20.55 7.42 13.12 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V4 4R2 id 1883.95 FNFRI:AI C Rnira W Kannv KWI1fiflg14SI.A L Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD, OREGON G-(TL) G-(OL) G-ILL) G-ITL) G-(DL) GILL) GENERAL DATA - 1 2 3 -- 5 6 7 All Spans Simple Support?? : YES Spans Length ft : 33.00 33.00 33.00 33.00 33.00 33.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 6.750 6.750 6.750 6.750 6.750 6.750 Beam Depth in : 30.00 30.00 30.00 31.50 31.50 31.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2492.8 2492.8 2492.8 2479.4 2479.4 2479.4 fb-Actual. psi : 1962.7 726.0 1236.8 1780.2 658.5 1121.8 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual)` 1.5 psi : 135.3 46.9 88.3 127.0 44.0 83.0 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 1987.2 735.1 1252.3 1987.2 735.1 1252.3 X-Dist ft : 16.28 16.50 16.28 16.28 16.50 16.28 Shears: Left k : 21.16 7.42 13.74 21.16 7.42 13.74 Right k : -19.94 -7.42 -12.51 -19.94 -7.42 -12.51 Reaction @ Left DL k : 7.42 7.42 0.00 7.42 7.42 0.00 LL k : 13.74 0.00 13.74 13.74 0.00 13.74 Total k : 21.16 7.42 13.74 21.16 7.42 13.74 Reaction @ Right DL k : 7.42 7.42 0.00 7.42 7.42 0.00 LL k : 12.51 0.00 12.51 12.51 0.00 12.51 Total k : 19.94 7.42 12.51 19.94 7.42 12.51 Max.Defl.@ Mid Span in : -1.190 -0.439 -0.751 -1.028 -0.379 -0.649 X-Dist ft : 16.50 16.50 16.50 16.50 16.50 16.50 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 450.0 450.0 0.0 450.0 450.0 0.0 LL plf : 750.0 0.0 750.0 750.0 0.0 750.0 Point DL if : LL N : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 3.00 3.00 3.00 3.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear 11 : 21.16 7.42 13.74 21.16 7.42 13.74 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 Gill V4.4B2(c)1983-95 ENERCALC Rriira W Kannv KWnRflglgSI.A • Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENTER-TIGARD,OREGON H-(TL) H-(DL) H-(LL) H-(TL) H-(DL) H-(LL) GENERAL DATA - 1 - 2 3 5 - 6 7 - All Spans Simple Support?? : YES Spans Length ft : 30.00 30.00 30.00 30.00 30.00 30.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in : 30.00 30.00 30.00 31.50 31.50 31.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2492.8 2492.8 2492.8 2479.4 2479.4 2479.4 fb-Actual. psi : 2282.9 790.2 1492.7 2070.7 716.8 1353.9 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual) • 1.5 psi : 154.8 55.3 99.5 145.2 51.8 93A Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 1755.0 607.5 1147.5 1755.0 607.5 1147.5 X-Dist ft : 15.00 15.00 15.00 15.00 15.00 15.00 Shears: Left k : 18.75 6.75 12.00 18.75 6.75 12.00 Right k : -18.75 -6.75 12.00 -18.75 -6.75 12.00 Reaction @ Left DL k : 6.75 6.75 0.00 6.75 6.75 0.00 LL k : 12.00 0.00 12.00 12.00 0.00 12.00 Total k : 18.75 6.75 12.00 18.75 6.75 12.00 Reaction @ Right DL k : 6.75 6.75 0.00 6.75 6.75 0.00 LL k : 12.00 0.00 12.00 12.00 0.00 12.00 Total k : 18.75 6.75 12.00 18.75 6.75 12.00 Max.Defl.@ Mid Span in : -1.124 -0.395 -0.729 -0.971 -0.341 -0.630 X-Dist ft : 15.00 15.00 15.00 15.00 15.00 15.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0-00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 450.0 450.0 0.0 450.0 450.0 0.0 LL plf : 750.0 0.0 750.0 750.0 0.0 750.0 Point DL if : LL 11 : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 15.00 15.00 15.00 15.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 18.75 6.75 12.00 18.75 6.75 12.00 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V4.4B2(c) 1983.95 ENERCALC Bruce W.Kenny. KW060914SI-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN - RED ROCK CENTER-TIGARD,OREGON H-ITL) H-(DL) H-ILL) H-(TL) H-(DL) H-ALL) GENERAL DATA - 1 2 3 5 6 7 All Spans Simple Support?? : YES Spans Length ft : 30.00 30.00 30.00 30.00 30.00 30.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.125 5.125 5.125 5.125 5.125 Beam Depth in : 30.00 30.00 30.00 31.50 31.50 31.50 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2492.8 2492.8 2492.8 2479.4 2479.4 2479.4 fb-Actual. psi : 2142.5 790.2 1352.4 1943.3 716.8 1226.7 F'v-Modified Allow. psi : 218.5 218.5 218.5 218.5 218.5 218.5 fv(actual) • 1.5 psi : 160.7 55.3 105.4 150.8 51.8 99.0 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 1647.1 607.5 1039.7 1647.1 607.5 1039.7 X-Dist ft : 14.80 15.00 14.80 14.80 15.00 14.80 Shears: Left k : 19.35 6.75 12.60 19.35 6.75 12.60 Right k : -18.15 -6.75 -11.40 -18.15 -6.75 -11.40 Reaction @ Left DL k : 6.75 6.75 0.00 6.75 6.75 0.00 LL k : 12.60 0.00 12.60 12.60 0.00 12.60 Total k : 19.35 6.75 12.60 19.35 6.75 12.60 Reaction @ Right DL k : 6.75 6.75 0.00 6.75 6.75 0.00 LL k : 11.40 0.00 11.40 11.40 0.00 11.40 Total k : 18.15 6.75 11.40 18.15 6.75 11.40 Max.Defl.@ Mid Span in : -1.074 -0.395 -0.679 -0.928 0.341 -0.587 X-Dist ft : 15.00 15.00 15.00 15.00 15.00 15.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1800 1800 1800 1800 1800 1800 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 450.0 450.0 0.0 450.0 450.0 0.0 LL plf : 750.0 0.0 750.0 750.0 0.0 750.0 Point DL Ji : LL b : 1500.00 1500.00 1500.00 1500.00 X-Dist. ft : 3.00 3.00 3.00 3.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear N : 19.35 6.75 12.60 19.35 6.75 12.60 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 V4.4B21c1 1983.95 ENERCALC Rntra W Kannv KWf1Rf141ACI-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09120110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENETER-TIGARD,OREGON I-(TL) 1-(TL) J-(TL) J-ITL) J-(TL) K-(TL) K-ITL) GENERAL DATA - 1 2 3 4 5 6 - 7 All Spans Simple Support?? : YES Spans Length ft : 13.00 13.00 12.00 12.00 12.00 10.00 10.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.250 5.500 5.125 5.250 4.500 5.500 Beam Depth in : 12.00 11.88 11.25 12.00 11.88 11.25 9.25 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2760.0 2990.0 1495.0 2760.0 2990.0 1190.3 1495.0 fb-Actual. psi : 1391.2 1386.8 1256.7 1185.4 1181.6 1066.7 1290.9 F'v-Modified Allow. psi : 218.5 327.8 207.0 218.5 327.8 207.0 207.0 fv(actual)• 1.5 psi : 89.9 90.1 82.5 83.0 81.9 81.3 83.6 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 171.1 171.1 145.8 145.8 145.8 101.2 101.2 X-Dist ft : 6.50 6.50 6.00 6.00 6.00 5.00 5.00 Shears: Left k : 4.39 4.39 4.05 4.05 4.05 3.37 3.37 Right k : -4.39 -4.39 -4.05 -4.05 -4.05 -3.37 -3.37 Reaction @ Left DL k : 1.95 1.95 1.80 1.80 1.80 1.50 1.50 LL k : 2.44 2.44 2.25 2.25 2.25 1.87 1.87 Total k : 4.39 4.39 4.05 4.05 4.05 3.37 3.37 Reaction @ Right DL k : 1.95 1.95 1.80 1.80 1.80 1.50 1.50 LL k : 2.44 2.44 2.25 2.25 2.25 1.87 1.87 Total k : 4.39 4.39 4.05 4.05 4.05 3.37 3.37 Max.Defl.@ Mid Span in : -0.327 -0.312 -0.302 -0.237 -0.226 -0.178 -0.262 X-Dist ft : 6.50 6.50 6.00 6.00 6.00 5.00 5.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2600.0 1300.0 2400.0 2600.0 1035.0 1300.0 Fv:Basic Allowable psi : 190.0 285.0 180.0 190.0 285.0 180.0 180.0 Elastic Modulus ksi : 1800 1900 1600 1800 1900 1600 1600 Load Duration Factor 1.15 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Yes Uniform DL plf : 300.0 300.0 300.0 300.0 300.0 300.0 300.0 LL pit : 375.0 375.0 375.0 375.0 375.0 375.0 375.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear q : 4.39 4.39 4.05 4.05 4.05 3.37 3.37 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 V4.4B2(c) 1983.95 ENERCALC Bruce W. Kenny KWt1R11914SI-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:09121110 Page: MULTI-SPAN TIMBER BEAM DESIGN RED ROCK CENETER-TIGARD, OREGON I-ITL) 1-(TL) 1-(TL) I-(TL) M-(TL) M-(TL) GENERAL DATA - 1 2 3 4 5 6 All Spans Simple Support?? : YES Spans Length ft : 8.00 8.00 6.00 6.00 11.00 11.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 4.500 3.500 4.500 3.125 3.500 Beam Depth in : 11.25 9.25 9.25 7.25 12.00 11.88 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 1138.5 1311.0 1242.0 1426.0 2760.0 2990.0 fb-Actual. psi : 877.7 1009.8 730.3 924.6 1633.5 1489.3 F'v-Modified Allow. psi : 207.0 207.0 207.0 207.0 218.5 327.8 fv(actual)' 1.5 psi : 78.2 79.1 70.1 74.5 120.8 110.8 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 64.8 64.8 36.4 36.4 122.5 122.5 X-Dist ft : 4.00 4.00 3.00 3.00 5.50 5.50 Shears: Left k : 2.70 2.70 2.02 2.02 3.71 3.71 Right k : -2.70 -2.70 -2.02 -2.02 -3.71 -3.71 Reaction @ Left DL k : 1.20 1.20 0.90 0.90 1.37 1.37 LL k : 1.50 1.50 1.12 1.12 2.34 2.34 Total k : 2.70 2.70 2.02 2.02 3.71 3.71 Reaction @ Right DL k : 1.20 1.20 0.90 0.90 1.37 1.37 LL k : 1.50 1.50 1.12 1.12 2.34 2.34 Total k : 2.70 2.70 2.02 2.02 3.71 3.71 Max.Defl.@ Mid Span in : -0.094 -0.131 -0.053 -0.086 -0.274 -0.240 X-Dist ft : 4.00 4.00 3.00 3.00 5.50 5.50 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 990.0 1140.0 1080.0 1240.0 2400.0 2600.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 190.0 285.0 Elastic Modulus ksi : 1600 1600 1600 1600 1800 1900 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 300.0 300.0 300.0 300.0 250.0 250.0 LL plf : 375.0 375.0 375.0 375.0 425.0 425.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear N : 2.70 2.70 2.02 2.02 3.71 3.71 Moment k-in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 Ca��S V4.4B2(c)1983.95 ENERCALC Rnira W Kannv KwnRnQlaci.ti ,R ,rSPEC . Protect: Project Location: Tigard Oregon Type: Roof- Screen Wa Folder: Folder Date: 1/24/11 2:29 PM RedSpecTm by RedBuiltTM Designer: JHW v7.0.8 Comment: DOUBLE 20" Red-I65TM @ 32" 0/C This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 43% 2680 6302 115%-All Loads PASS Positive Moment(ft-lb) 74% 19762 26542 115%-All Loads PASS DEFLECTIONS(in) 0/0 Allow. Design Allow. Design Allow. Pass/Fail Span Live 41% 0.401 0.983 L/883 L/360 PASS Span Total 74% 1.092 1.475 L/324 L/240 PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 983(115) 983(115) Dead Reaction (lb) 1696 1696 Total Reaction(Ib) (DOL%) 2680(115) 2680(115) Bearing Flush Bottom Support Beam Wall HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 29'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Spacing/Trib. Member Type Uniform psf 115% 25 15 0 32" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location-from left Application Comment Uniform plf 100% 0 75 0'-0.0"to 29'-6.0" Adds To Screen Wall NOTES • Building code: IBC. Methodology:Allowable Stress Design • Min end bearing = 1.75 inches,web stiffeners required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Connect multiple ply members per RedBuilt" Installation Guidelines. C:\Documents and Settings\Jonathan H Walters\My Documents\RedSpec\10-150 Red Rock Center-Tigard.red Page l of 1 ' The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec'", Red-I",Red-I45",Red-I65",Red-165T",Red-I90",Red-I90H", Red-I9OHS", Red-L",Red-LT", Red-W", Red-S",Red-M" Red-H",RedLam'", FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010 RedBuilt LLC.All rights reserved. /• I / 1.1COISPEC" Project: Project Location: Tigard Oregon Type: Roof- Screen Wa Folder: Folder Date: 1/24/11 2:24 PM RedSpec'"' by RedBuiltTM Designer: JHW v7.0.8 Comment: DOUBLE 20" Red-I65TM @ 32" 0/C This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS %Allow. Design Allow. DOL-Control Pass/Fail Shear(Ib) 43% 2680 6302 115%-All Loads PASS Positive Moment(ft-lb) 74% 19762 26542 115%-All Loads PASS DEFLECTIONS(in) %Allow. Design Allow. Design Allow. Pass/Fail Span Live 41% 0.401 0.983 L/883 L/360 PASS Span Total 74% 1.092 1.475 L/324 L/240 PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib) (001%) 983(115) 983(115) Dead Reaction(Ib) 1696 1696 Total Reaction(Ib) (DOL%) 2680(115) 2680(115) Bearing Flush Bottom Support Beam Wall HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 I 29'-6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Spacing/Trib. Member Type Uniform psf 1150/ 25 15 0 32" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location-from left Application Comment Uniform plf 100% 0 75 0'-0.0"to 29'-6.0" Adds To Screen Wall NOTES • Building code: IBC. Methodology: Allowable Stress Design • Min end bearing = 1.75 inches,web stiffeners required. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Connect multiple ply members per RedBuilt`" Installation Guidelines. C:\Documents and Settings\Jonathan H Walters\My Documents\RedSpec\10-150 Red Rock Center-Tigard.red Page 1 of 1 The products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec`", Red-I'", Red-I45'",Red-I65'", Red-I65T'",Red-I90'",Red-I90H'",Red-I90HS'",Red-L'", Red-LIT",Red-W'", Red-S'",Red-M'", Red-H`",RedLam'", FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010 RedBuilt LLC.All rights reserved. G 1 . . . 0 ,pici..0-u2sz..CIrt.... --*- t<i4A.3e -- C1-1A, CQI $C(w4VC. vd l,-{ QS 4 E\en � r .a-s erlPz Q { fl,coP VCa►...s Z�\• 7 ar41'7° c st - • 51---I: f-S\--�w F\Z • mow• L6111'5" F,%44►1 • d I r,D . I @ tiPI ,. (0,-m. 411 .3. ,,,,Y.- �,(3a1u) k t cts\ 4 _•. f- /oN, / 21 6„ le- ,. ! L3V ci" ty. 'fit.,"P■Q 1, Ldr d t4. "Cl..4-.-6 (3)ty--.4. ls�\`i. ti- ^N Afl'.lt!/ ,!s- di w ` ! 3'1, NORDLING Proj. No.: 10-150 usSTRUCTURAL RED ROCK CENTER C TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111111,Suite 200 Beaverton Olt,970014 Date:JUN 2010• By: JEN Sheet No.: r I Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 10107110 Page: CANTILEVERED RETAINING WALL DESIGN RED ROCK CENTER-TIGARD, OREGON Pr S C.Ortirit,L tat. 4.14-11.- WALL&FOOTING DATA VERTICAL LOADS LATERAL LOADS - Retained Height = 4.50 ft Axial DL on Stem = 100 plf Lateral Load Acting on Wall Ht.above Soil = 0.00 ft Axial DL on Stem = 50 plf Stem Above Soil 0.00 psf Toe Width = 0.50 ft '...Eccentricity = 0.00 in Add'I Lateral Load = 0.00 plf Heel Width = 2.00 ft Surcharge over Toe - 0.0 psf Dist to Load Start = 0.00 ft Total Footing Width = 2.50 ft Surcharge over Heel - 0.0 psf Dist to Load End = 0.00 ft Footing Thickness - 10.00 in Note:Toe Surcharge Resists Overturning Key Depth = 0.00 in Note:Heel Surcharge Resists Overturning Key Width - 0.00 in SOIL DATA ADJACENT FOOTING Toe to Key Dist. = 0.00 ft Allowable Bearing = 1500 psf Vertical Load = 0.0 il SLIDING CHECK Active Lateral 30.0 pcf Load Eccentricity = 0.00 in FtglSoil Friction = 0.30 Max Press. - 0.0 pcf Footing Width = 0.00 ft Soil to Neglect = 0.00 in Slope Press. - 0.0 pcf Ftg.CL to Wall = 0.00 ft Lateral Pressure - 427 N Backfill Slope - 0.0 :1 Vert.Position of Ftg. -Passive Pressure = 160 It Passive Press. = 180.0 pcf ...AbovelBelow:[+I-] = 0.0 ft -Friction = 484 # Soil Density = 120.0 pcf Spread Footing ? No Add'l Force Required - 0.0 b Soil Ht over Toe = 6.00 in SUMMARY FOOTING DESIGN Pressure @ Toe = 1247.4 psf Soil Press.Mult. Toe Heel f'c = 3000 psi Pressure @ Heel = 82.6 psf By ACI Eq 9-1 - 1758 116 psf Fy = 60000 psi Allowable Press. - 1500 psf Mu-Upward = 206 363 ft-il Min.As Percent = 0.0012 Ecc.of resultant - 4.38 in Mu-Downward = 32 828 ft-I! Omit SP Under Heel ? No Max.Shear @ Toe = 0.00 psi Mu-Design = 174 -465 ft-N Toe Heel - Max.Shear @ Heel - -4.58 psi One-Way Shear: # 4 @ 25.64 22.22 in olc Allow. Ftg Shear = 93.11 psi Actual = 0.0 4.6 psi jI 5 @ 39.74 34.44 in olc Factors of Safety: Allowable - 93.1 93.1 psi a 6 @ 48.00 48.00 in olc Overturning = 2.91 :1 Cover over Rebar = 3.50 2.50 in IJ 7 @ 48.00 48.00 in olc Sliding = 1.51 :1 'd' - 6.50 7.50 in // 8 @ 48.00 48.00 in olc Ru = Mulbd"2 = 4.6 9.2 psi q 9 @ 48.00 48.00 in olc SUMMARY OF FORCES&MOMENTS Overturning Moments Resisting Moments Origin of Force... l ft ft-11 N ft ft-il Active Soil Press. = 426.7 1.78 758.5 0 0 0 Soil over Heel - 0 0 0 720.0 1.83 1320.0 Soil over Toe = -26.7 0.44 -11.9 30.0 0.25 7.5 Sloped Soil @ Heel - 0 0 0 0.0 0.00 0.0 Adjacent Ftg.Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe - 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 0 100.0 0.83 83.3 Load @ Proj.Wall = 0.0 0.00 0.0 0 0 0 Averaged Stem Wts. - 0 0 0 450.0 0.83 375.0 Added Lateral Load - 0.0 0.00 0.0 0 0 0 Footing Weight 0 0 0 312.5 1.25 390.6 Key Weight = 0 0 0 0.0 0.00 0.0 Vertical Component of Active Pressure = 0 0 0 0.0 0.00 0.0 Totals - 400.0 il 746.7 ft-11 1612.5 // 2176.5 ft-il Resisting Totals Used For Soil Pressure 1612.5 11 2176.5 ft-ll (Vert.Component of Active Pressure Removed) (continued on next page....) V4.4B21r.1 1983.95 FNFRCAI 1'. Rr,tro W Wormy uwnanoi nci-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 10107110 Page: CANTILEVERED RETAINING WALL DESIGN RED ROCK CENTER-TIGARD, OREGON ( continued) STEM SUMMARY Top Stem: From 4.00 ft to Top of Wall 8.0Oin Concrete WI#4 @ 16.00in,d= 4.O0in f'c- 3000.0psi,Fy- 60000.0psi Wall Wt.- 100.00psf, Bar Embed- 12.0in Mu - 1.1 <- Mn - 2600.4ft-# Vu - 0.01 <- Vn - 93.11 psi Interaction Value - 0.000 Second Stem From 3.00ft to 4.00ft 8.00in Concrete wI#4 @ 16.00in,d= 4.00in f'c- 3000.0psi,Fy- 60000.0psi Wall Wt.- 100.00psf, Bar Embed- 12.0in Mu - 28.7 <- Mn - 2600.4ft-# Vu - 0.72 <- Vn - 93.11 psi Interaction Value - 0.011 Third Stem From 2.00ft to 3.00ft • 8.0Oin Concrete wI#4 @ 16.00in,d- 4.00in f'c- 3000.Opsi,Fy- 60000.0psi Wall Wt.- 100.00psf,Bar Embed- 12.0in Mu - 132.8 <- Mn - 2600.4ft-# Vu - 2.49 <- Vn - 93.11psi Interaction Value - 0.051 Fourth Stem From 1.00ft to 2.00ft 8.00in Concrete wl#4 @ 16.00in,d- 4.00in f'c- 3000.Opsi,Fy- 60000.0psi Wall Wt.- 100.O0psf, Bar Embed- 12.0in Mu - 364.4 <- Mn - 2600.4ft-# Vu - 5.33 <- Vn = 93.11psi Interaction Value - 0.140 Bottom Stem From 0.00ft to 1.00ft 8.00in Concrete wl#4 @ 16.00in,d- 4.00in f'c- 3000.0psi,Fy- 60000.0psi Wall Wt.- 100.00psf, Bar Embed- 6.Din Mu - 773.5 <- Mn - 2600.41t.# Vu - 9.21 <- Vn - 93.11psi Interaction Value - 0.297 F3 V4.4B2(c) 1983.95 ENERCALC Rrure W. Kenny KW1IR(1g14S1.A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 10107110 Page: RESTRAINED RETAINING WALL DESIGN RED ROCK CENTER-TIGARD,OREGON D ._• t1-- (ifil) WALL DATA FOOTING DATA SOIL DATA Retained Soil Ht. = 4.50 ft Footing Thickness - 10.00 in Allow.Soil Bearing - 1500 psf Toe Width - 0.50 ft Active Fluid Press - 55 pcf Ht.Above Top Support = 0.00 ft Heel Width - 2.00 ft Design Fluid Press = 55.00 pcf Dist: Ftg.To Top Support = 4.50 ft Total Footing Width = 2.50 ft Backfill Slope = 0.00 :1 Total Wall Height = 4.50 ft Passive Lateral - 180.0 psf Fixity @ Base of Wall = 0 % Key Depth = 0.00 in Soil Density = 120.0 pcf VERTICAL LOADS Key Width = 0.00 in Soil lit Over Toe = 6.00 in Axial DL on Stem = 100.0 plf Key Dist.to Toe = 0.00 ft Axial LL on Stem - 50.0 plf SUMMARY ...Eccentricity - 0.00 in Pressure @ Toe - 879.5 psf Ecc.of Resultant = 1.72 in Surcharge over Toe = 0.0 psf Pressure @ Heel - 430.2 psf Kern Distance = 5.00 in Surcharge over Heel = 0.0 psf Allowable Press. = 1500.0 psf Footing One-Way Shear: LATERAL LOADS Sliding F.O.S. = No Sliding @ Toe = 0.00 psi Lateral Load Acting on @ Heel = 2.05 psi Stem above soil = 0.0 psf Restraint Force Req'd Allowable Shear = 93.1 psi Add'I Lateral Load - 0.0 plf at Top of Wall - 185.4 I1 Footing Overturning ....Top Ftg to load start = 0.00 ft Additional Restraint Stability Ratio 5.77 :1 ....Top Ftg to load start = 0.00 ft Req'd at Bottom - 0.0 11 SLIDING CHECK @ BASE FOOTING DESIGN Slab Resists Wall Siding! Soil Press.Mult. Toe Heel f'c = 3000 psi FtglSoil Friction = 0.300 by ACI 9-1 - 1239 606 psf Fy = 60000 psi Soil to Neglect = 0.00 in Mu-Upward = 150 639 ft-11 Min.Asteel% = 0.0014 % Factor of Safety = 999.00 :1 Mu-Downward = 32 828 ft-il Lateral Pressure = 0.0 N Mu-Design = 117 -189 ft-11 Rebar Choices -Passive Pressure = 0.0 II One-Way Shear: Toe Heel -Friction Pressure - 0.0 1I Actual = 0.0 2.1 psi #4 @ 20.41 20.41 in Addn'l Force Req'd - 0.0 1I Allow".85 = 93.1 93.1 psi #5 @ 31.63 31.63 in Cover over Rebar = 3.00 3.00 in #6 @ 44.90 44.90 in Ru - Mulbd' - 3 4 psi #7 @ 48.00 48.00 in As Req'd = 0.12 0.12 in2 #8 @ 48.00 48.00 in #9 @ 48.00 48.00 in STEM DESIGN DATA STEM SECTION DESIGNS Stem Material : Concrete NOTE !! Maximum Moment Occurs at 1.90 ft above Top of Footing f'c - 3000 psi Top .8 Ht .6 Ht .4 lit .2 lit Bottom Fy = 60000 psi OK OK OK OK OK OK Rebar Cover = 3.50 in Dist.above Ftg 4.50 3.60 2.70 1.90 0.90 0.00 ft Wall Thickness - 8.00 in Bar Size 4.00 4.00 4.00 4.00 4.00 4.00 Rebar Spacing 16.0 16.0 16.0 16.0 16.0 16.0 in Rebar Location Center Center Center Center Center Center Rebar'd'Dist. 4.00 4.00 4.00 4.00 4.00 4.00 in Tension Face Front Front Front Front Front Front Moments:Actual 0 268 475 545 408 0 ft-11 Allowable 2600 2600 2600 2600 2600 2600 ft-ry Shears: Actual 6.6 5.8 3.4 0.1 6.0 12.9 a Allowable 93.1 93.1 93.1 93.1 93.1 93.1 II Wall Weight 96.67 96.67 96.67 96.67 96.67 96.67 psf V4.4B2 lcl 1983.95 ENERCALC Rrnra W Konn,, KW11RnQ14SI.A 1 1-EIG4r N' WIDTH' TOE' •D• _fear Kr' TRA146V. LC•WT. •1••C 4'-6' 3'-0' 6' 17' -- •• •4 •18' (3)•5 4'-6'<9•I•4 6'-6' 4'-5' I'-0' 17' -- •- •4 .18' (5)•5 6'-6' 14 C8'-B' 4'-5' I'-0' 17' 18' 8' •4 •18' (5)•5 ., SEE ARCI-!'L Dll.G5 FINISH GRADE ��">•� //•v . SOIL BEARING PRESSURE: 2,000 per .: •.1 `�:�i�`' EQ. ACTIVE FLUID: 35 per : ; `/t). PASSIVE PRESSURE: 150 per ' •</ a•0/a FULL HEIGHT UJE IGI--IT OF SOIL: 110 per UJEI51-IT OF CONCRETE: 145 per •Oft NORIZ COEFFICIENT OF FRICTION: 0.35 2 Cl. f iii i ____ FINISH GRADE N-�-F-=- y2 • i/4.9.�O�. • p'°.c,•=-DRAIN----- -FILL //. P 40/, --- TRANSv.• in `• 04 xl CIE'o/a CENTERED • X V CONT T�- a TUDTII NORDLING Proj. No.: 10-150 u5( RED ROCK CENTER STRUCTURAL TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton UK.97008 Date:JAN 2011 By:JEN Sheet No.: RW1 ® RETAINING WALL AT STAIR Dimensions Soil Data Soil Pressutvs Wall Height 9'-2" 9.17' Allowable S.B.P. 2,000 psf Resulant 5.007 lbs Retained Height 8'-8" 8.67 Active Lateral 35 pct result eccentricity 8.64 in Base Wall Width 8" 0.67' Passive Lateral 150 pcf Pressure @Toe 1,866 psf Weight of Soil 110 pet Pressure @Heel 137 psf Toe Width 1'-0" 1.0(1 Friction Coefficient 0.35 0.93 Heel Width 4'-0" 4.00' Backfill Slope 0 :1-Level Pressure @Toe Face 1.520 psf Width 5'-0" 5.0(Y Soil To Neglect 0 0.0(1 Pressure a Heel Face 1,290 psf Eq ALP 35.0 pcf Footing Depth 12" I.(XY Internal Friction Ang 31.1° Stein Design Height 0.00' 4.33' 8.67' Key Width 8" 0.67 Key Depth 18" 1.5(Y Bar #5 # 5 # 5 Key Location 4'-4" 4.33' Spacing 12"o/c 12" o/c 12" o/c Key Loc+Key Width 5'-0" dev len 8.30" req'd d 11.30" Soil Cover over Toe 8" 0.67 Cons:re to Data Area(in') 0.307 0.307 0.307 fc 3,000 psi Bar Depth 5.69" 5.69" 5.69" Additional Loads Fy 60,000 psi Cover 2.00" 2.00" 2.00" Vertical Dead Load plf Min.As Percent 0.0014 Vertical Live Load •If Unit Weight 145 pcf Force(Ibs) 2,178 559 1) Surchage Load Rebar Cover @ Toe 3.00 in Mu(ti-lbs) 6,443 807 • 0 Seismic Load RebarCover a Heel 2.00 in earth I arth I'.arth O Mn(ft-lbs) 7,441 7,4.41 7.441 Forces filtr races 0.87 0.11 0.00 Vertical Force Dist Vu(psi) 31.9 8.2 0.0 lbs feet +Vn(psi) 93.1 93.1 93.1 Wall 886 1.33 0.34 0.09 0.00 Footing 725 2.50 Key 145 4.67 Footing Deisgn Results Soil over Heel 3178 3.33 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing it 5 #4 Soil over Toe 73 0.50 Spacing 9"o/c 18" o/c in o/c Vertical Component 0 0.00 Area 0.409 0.131 Total 5,007 lbs Depth d 8.69 9.75 Horizontal(base-top) lbs lbs M<S Fr: Toe Reinf Not Reg'd Active Pressure 1.635 O Passive Pressure 752 -x- Longit. (4) #5 As 1.228 > 1.008 in' Sliding! Active Soil Pressure 1,635 lbs Factored Pressures 2,613 191 psi. Passive Soil Pressure 752 lbs at Face of 2,128 1,806 psf Resisting Force 1,753 lbs Mu:Upward 1.226 4.052 ft-Ibs Factor of Satet 1.53 Mu:Downward 559 8,543 ft-Ibs Mu :Design 667 4.490 ft-Ibs :O%erturning 4Mn: 15,263 5.658 tt-Ibs Resisting Moment 14.300 ft-lbs Overturning Moment 5,385 ft-lbs Actual Vu 14.3 12.5 psi Factor ofSafet 2.66 Allowalbe 1,Vn 93.1 93.1 psi NORDLING Proj. No.: 10-150 u , c STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW t t t th,Suite 200•neavertun OR.97008 . Date:JAN 2011 By:JEN Sheet heet No.: RW2 RETAINING WALL AT STAIR Dimensions Soil Data Soil Pressures Wall Height 7-0" 7.00' Allowable S.B.P. 2,000 psi Resulant 3.643 lbs Retained Height 6-6" 6.50' Active Lateral 35 pcf result eccentricity 5.21 in Base Wall Width 8" 0.67' Passive Lateral 150 pcf Pressure @Toe 1,188 psf Weight of Soil 110 pcf Pressure @Heel 346 psi Toe Width 1'-0" 1.00' Friction Coefficient 0.35 0.5') Heel Width 3'-9" 3.75' Backfill Slope 0 : 1-Level Pressure @Toe Face 1.011 psf Width 4'-9" 4.75' Soil To Neglect 0 0.00' Pressure a Heel Face 892 psi Eq ALP 35.0 pcf Footing Depth 12" 1.00' Internal Friction Ang 31.1° Stem Design Height 0.00' 3.25' 6.50' Key Width 0.0(Y Key Depth 0.00' Bar #5 4 5 4 5 Key Location 0.00' Spacing 12"o/c 12" o/c 12" o/c Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 8" 0.67' Concrete Data Area(in2) 0.307 0.307 0.307 fc 3,000 psi Bar Depth 5.69" 5.69" 5.69" +Additional Loads Fy 60,000 psi Cover 2.00" 2.00" 2.00" Vertical Dead Load plf Min.As Percent 0.0014 Vertical Live Load PH- Unit Weight 145 pcf Force(Ibs) '1.200 314 11 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 2,711 340 0 Seismic Load Rebar Cover a Heel 2.00 in Earth Earth Earth (1)Mn(ft-Ibs) 7,441 7,441 7,441 Forces and Distances 0.36 0.05 0.00 Vertical Force Dist Vu(psi) 17.6 4.6 0.0 lbs feet 4)Vn(psi) 93.1 93.1 93.1 Wall 677 1.33 0.19 0.05 0.00 Footing 689 2.38 Key 0 0.00 Footing 1)eisgn Results Soil over Heel 2205 3.21 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #5 #4 Soil over Toe 73 0.50 Spacing 9" o/c_ 18" 0/c in o/c Vertical Component 0 0.00 Area 0.409 0.131 Total 3,643 lbs Depth d 8.69 9.75 Ilorizontal(base-top) lbs lbs M<SFr: Toe Rein!Not Regti Active Pressure 984 0 Passive Pressure 208 -x- Longit. I (4) #5 I As 1.228 > 0.958 in' ,Sliding Active Soil Pressure 984 lbs Factored Pressures 1,663 485 psi Passive Soil Pressure 208 lbs at Face of 1,415 1.249 psf Resisting Force 1,275 lbs Mu:Upward 790 3,516 ft-lbs Factor of Safet 1.51 Mu :Downward 533 5,723 ft-lbs Mu :Design 257 2.207 ft-lbs Overturning (1)Mn : 15,263 5,658 ft-Ibs Resisting Moment 9,648 ft-lbs Overturning Moment 2,577 ft-lbs Actual Vu 8.6 7.2 psi Factor of Safer 3.74 A Ilowalbe d Vn 93.1 93.1 psi -- NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER U05 ii TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JAN 2011 By: JEN Sheet No.: RW3 RETAINING WALL AT STAIR Dimensions soil Data Soil Pressures Wall Height 5'-2" 5.17 Allowable S.B.P. 2,000 psi Resulant 1.912 lbs Retained Height 4'-8" 4.67 Active Lateral 35 pct result eccentricity 6.32 in Base Wall Width 8" 0.67 Passive Lateral 150 pct Pressure @Toe 1.310 psi Weight of Soil 110 pct Pressure @Heel 0 psf Toe Width 6 0.50' Friction Coefficient 0.35 0.65 Heel Width 2'-6" 2.50' Backfill Slope 0 : 1-Level Pressure @Toe Face 1.085 psf Width 3'-0" 3.00' Soil To Neglect 0 0.011 Pressure a Heel Face 786 psf Eq ALP 35.0 pcf Footing Depth 12" 1.00' Internal Friction Ang 31.1° Stem Design Height 0.0(Y 2.33' 4.67' Key Width 0.00' Key Depth 0.0(1 Bar # 5 # 5 # 5 Key Location 0.0(1 Spacing 12"o/c 12" o/c 12" 0/c Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 8" 0.67' Concrete Data Area(in2) 0.307 0.307 0.307 fc 3,000 psi Bar Depth 5.69" 5.69" 5.69" Additional Loads Fy 60,000 psi Cover 2.00" 2.00" 2.00" Vertical Dead Load plf Min.As Percent 0.0014 Vertical Live Load I If Unit Weight 145 pct Force(Ibs) 591 162 u Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 995 126 I} Seismic Load Rebar Cover a Heel 2.00 in Earth Earth Earth +Mn(ft-lbs) 7.441 7.441 7,441 Forces and Distances 0.t3 0.02 0.00 Vertical Force Dist Vu(psi) 8.7 2.4 0.0 lbs feet 4 Vn(psi) 93.1 93.1 93.1 Wall 499 0.83 0.09 0.03 0.01) Footing 435 1.50 Key 0 0.00 Soil over Heel 941 2.08 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #5 #4 Soil over Toe 37 0.25 Spacing 9"o/c 18" o/c in o/c Vertical Component 0 0.00 Area 0.409 0.131 Total 1,912 lbs Depth d 8.69 9.75 Horizontal(base-top) lbs lbs M<S Fr: Toe ReinfNot Req'd Active Pressure 562 0 Passive Pressure 208 -x- Longit. I (3) #5 As 0.921 > 0.605 in2 Sliding Active Soil Pressure 562 lbs Factored Pressures 1,834 0 psf Passive Soil Pressure 208 lbs at Face of 1,520 1.101 psi Resisting Force 669 lbs Mu:Upward 216 564 ft-lbs Factor of Safet 1.56 Mu:Downward 89 1,549 ft-lbs Mu:Design 127 985 ft-lbs ,Overturning 4iMn : 15,263 5,658 ft-lbs Resisting Moment 3,039 ft-lbs Overturning Moment 1,177 ft-lbs Actual Vu 4.8 5.(1 psi Factor of Safet 2.58 Allowalbe 4,Vn 93.1 93.1 psi er 115 I NORDLING Proj. No.: 10-150 _, STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:JAN 2011 By:JEN Sheet No.: RW4 d) W TV ^' —�(2) "4 TOP FINISH GRADE .. . ... ; /4./A\//,„ . "4 618' o/c- J .iii/ (CENTERED) ]i• ° "4 BI8' o/c HORIZ--- I• SOIL BEARING PRESSURE: 2,000 psr EQ. ACTIVE FLUID: 35 per PASSIVE PRESSURE: 150 per WEIGHT OF SOIL: 110 per Q ° WEIGHT OF CONCRETE: 145 per E I. ° COEFFICIENT OF FRICTION: 0.35 '1 .I• . ' [.' : • [ •- ° Z Imo. -�`�i}y,,,>n/\//\//\//`• d ;CI r r 6' / 6' r I'-3' r r 2.-3' , NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER i1Z11 TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 1 11th.Suite 20U•Beaverton OR,9700H Date:JAN 2011 By:JEN Sheet No.: RW5 0 EXTERIOR PLANTER RETAING WALL Dimensions Soil Data Soil Pressures Wall Height 4'-6" 4.5(7 Allowable S.B.P. 2,000 psf Resulant 1.254 Ibs Retained Height 4'-6" 4.50' Active Lateral 35 pcf result eccentricity 7.80 in Base Wall Width 6" 0.50' Passive Lateral 150 pcf Pressure @Toe 1,758 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 6" 0.50' Friction Coefficient 0.35 0.88 Heel Width l'-9" 1.75' Backfill Slope 0 : 1-Level Pressure @Toe Face 1,142 psf Width 2'-3" 2.25' Soil To Neglect 0 0.0(7 Pressure a Heel Face 525 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1° Stem Design Height 0.00' 2.25' 4.50' Key Width 0.00' Key Depth 0.00' Bar #4 #4 #4 Key Location 0.00' Spacing 18"o/c 18" o/c 19" o/c Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 8" 0.67 C.onerete Data Area(in2) 0.131 0.131 0.124 fc 3,000 psi Bar Depth 3.00" 3.00" 3.00" Additional Loads Fy 60,000 psi Bars Center Vertical Dead Load plf Min.As Percent 0.0014 Vertical Live Load *If Unit Weight 145 pcf Force(Ibs) 546 151 0 Surchage Load Reber Cover @ Toe 3.00 in Mu(ft-Ibs) 891 113 0 Seismic Load Rebar Cover a Heel 2.00 in Barth Earts, larth 4Mn(ft-Ibs) 1.689 1,689 1,604 Forces and Distances 0.53 0.07 0.00 Vertical Force Dist Vu(psi) 15.2 4.2 0.0 Ibs feet 4)Vn(psi) 93.1 93.1 93.1 Wall 326 0.75 0.16 0.04 0.00 Footing 272 1.13 Key 0 0.00 ;Footing Deisgn Results Soil over Heel 619 1.63 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #4 #4 Soil over Toe 37 0.25 Spacing 18"o/c 18" o/c in o/c Vertical Component 0 0.00 Area 0.131 0.131 Total 1,254 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<S Fr: Toe Reinf Not Req d Active Pressure 498 0 Passive Pressure 169 -x- Longit. I (2) #4 As 0.392 0,378 in' Sliding , Lateral Force @ Base 329 lbs Factored Pressures 2,461 0 psf at Face of 1.598 735 psf Mu :Upward 272 22 ft-lbs Slab Resists Slidin: 1.50 Mu :Downward 70 674 ft-lbs Mu :Design 202 651 ft-lbs Overturning (1)Mn : 3,894 4,482 ti-Ibs Resisting Moment 1.565 ft-lbs Overturning Moment 969 ft-lbs Actual Vu 7.3 7.7 psi Factor of Safet 1.61 A Ilowalbe 4 Vn 93.1 93.1 psi NORDLING Proj. No.: 10-150 I RED ROCK CENTER STRUCTURAL TIGARD '4' ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton 012,97008 Date:JAN 2011 By: JEN Sheet No.: RW6 2x STUD WALL.,, WALL SHEATHING 24 P.T. 2x SILL W/ "4 x r 648' o/c '�7'mx 10' A. BOLTS ' EDGE NAIL-" — —.,,..__ __ ,___= (2) "4 TOP---> ' ' - ' ' : • r.; 4' i 4' # SOIL BEARING PRESSURE: 2 000 � psr • EQ. ACTIVE FLUID: 35 per PASSIVE PRESSURE: 150 per WEIGHT OF SOIL: 110 per WEIGHT OF CONCRETE: 145 per COEFFICIENT OF FRICTION: 0.35 "4 612' o/c VERT , (CENTERED) "4 618' o/c HORIZ I ° it— ,d ..;:—J • FOOTING—) 6' , 8' . 1'-4' (AS OCCURS) 2 _6, NORDLING Proj. No.: 10-150 CENTER STRUCTURAL RED ROCK T GARD ;. 1 ENGINEERS, LLC ANDERSON/DAIIROWSKI ARCHITECTS 6775 SW I1 im.Stine 200 Beaverton OR,97008 Date:JAN 2011 By: JEN Sheet No.: RW7 INTERIOR RETAINING WALLS Dimensions Soil Data Soil Pressures Wall Height 4'-8" 4.67 Allowable S.B.P. 2,000 psf Resulant 1.474 Ibs Retained Height 4'-8" 4.67 Active Lateral 35 pcf result eccentricity 7.16 in Base Wall Width 8" 0.67 Passive Lateral 150 pcf Pressure @Toe 1,505 psf Weight of Soil 110 pct' Pressure @Heel 0 psf Toe Width 6" 0.50' Friction Coefficient 0.35 0.75 Heel Width 2'-0" 2.00' Backfill Slope 0 : 1 -Level Pressure @Toe Face 1.121 psf Width 2'-6" 2.50' Soil To Neglect 0 0.(XY Pressure a Heel Face 609 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1° Stem Design Height 0.00' 2.33' 4.67 Key Width (1.00' Key Depth 0.00' Bar #4 #4 #4 Key Location 0.00' Spacing 12"o/c 12" o/c 12" o/c Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 8" 0.67 Concrete Data Area(int) 0.196 0.196 0.1% Pc 3,000 psi Bar Depth 4.(X)" 4.(X)" 4.(X)" Additional Loads Fy 60,000 psi Bars Center Vertical Dead Load p11 Min.As Percent 0.0014 Vertical Live Load If Unit Weight 145 pcf Force(Ibs) 591 162 0 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-Ibs) 995 126 0 Seismic Load Rebar Cover a Heel 2.00 in Earth Earth Earth 0Mn(ft-lbs) 3,359 3,359 3.359 Forces#41.Nstanees 0.30 0.04 0.00 Vertical Force Dist Vu(psi) 12.3 3.4 0.0 lbs feet i Vn(psi) 93.1 93.1 93.1 Wall 451 0.83 0.13 0.04 0.00 Footing 302 1.25 Key 0 0.00 noting Deisgn Results Soil over Heel 684 1.83 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #4 #4 Soil over Toe 37 0.25 Spacing 18" o/c 18"o/c in o/c Vertical Component 0 0.00 Area 0.131 0.131 Total 1.474 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs Ibs Al<S Fr: Toe Rein!Not Req'd Active Pressure 529 0 Passive Pressure 169 -x- Longit. I (3) #4 I As 0.588 > 0.420 in2 Sliding Lateral Force @ Base 161 lbs Factored Pressures 2.107 0 psf at Face of 1,570 852 psf Mu:Upward 241 89 ft-lbs Slab Resists Slidin_ 1.50 Mu:Downward 76 789 ft-lbs Mu :Design 165 700 ft-Ibs :Overturning 0Mn : 3,894 4,482 ft-lbs Resisting Moment 2,018 ft-lbs Overturning Moment 1.055 ft-lbs Actual Vu 6.5 7.1 psi Factor of Safet 1.91 Allowalbe Vn 93.1 93.1 psi NORDLING Proj. No.: 10-150 I STRUCTURAL RED ROCK CENTER i TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JAN 2011 By:JEN Sheet No.: RW8 • _..... ............_ ...... - � s_ r AO 111 /,, Al t-- / 0 °r .mil L_ 0 11 f ;, .....0 i i la miiimiziminii .16(t_ RI III ( iy.....• 1 ,____ 1.1 t; ..,MI _. _____ om J L _l r- A ii Ili. 1 1641 J J:: J r J lP s I I ■ f� _ r' � i. f--_ J c—i \ -1 3. r I I i I•I I I I i I il I ! I ∎ J 1 �[ r'- -�....�..--__,1L_. ■ F+I-+-1-+++i+1 Fi-++i+++i �� L. I j L �.-'...__.1 1 NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER u TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR,97008 Date: SEP 2010 By: JEN Sheet No.: L'‘ . 1 a 1 .►. raj Z N r.- L -i Y 0 Il , d • \ r c„ .1 ti r) , i _ I C'� 1 i - I OR- s _ M\ Mk MirMk-- - — t , IM I 6. ' II } 1=11 -, .• 1..... ... .tz I � 1 rimmi Q i __ _ x L__, p r _ ow, -- S �► E 0 A' 0 I _- r tf).-i oil 1 :.._ __-.-_ _. a - p 111 MI I rlk _ num A. r ... 1 - - -- • -I m 1 -- imiw. -- _ -'--— _ rJ I_. ,..' -- _NEB 73 I Ar .i 1 a -MI I i-- 11 — L_ a-- i I FA_ .. 7 , r 1 1 I L I r- i L '. II VI ` NORDLING Pro;. No.: 10-150 STRUCTURAL RED ROCK CENTER 115C TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200-Beaverton OR,97008 Date: SEP 2010 By:JEN Sheet No.: C • • Wind Speed : 95 mph Exposure : B Importance(1w): 1.00 Mean Height(h): 20'-0" Width(x): 195'-0" Topographic Feature: Homogeneous Length(y): 60'-0" Height of Hill(h) 0 ft Crest Length(Lh) 0 ft qh: 12.25 psf Crest to Structure Dist(x) 0 ft l I I X I I Y Kd: 0.85 Ki : 0.00 Cp: 0.80 0.80 windward Kzt: 1.00 K2 : 0.00 Cp: -024 41.50 leeward K3 : 0.00 Gust: 0.80 0.85 Wall Loads I I x I I I Y J LAc'ward qh * Cp * Gust = -2.3 psf I qh * Cp * Gust = -5.2 psf Windward kz qz*Cp*Gust Total ,z* • * Gust Total 25'-0" 0.665 8.4 psf 10.7 psf IIIZECIIIIIIRIMMII 20'-0" 0.624 7.8 psf 10.2 1is f MINSIIIIIMIMMI 15'-0" 0.575 7.2 psf 9.5 psf IMEISIIIIIPMZEMI 9'-0" 0.575 7.2psf 9.5 psf MIIIEERIWAIIIIIMM l►S■- 6 14 NORDLING Proj. No.: 10-150 u5( STRUCTURAL RED ROCK CENTER ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton Oft,97008 Date: JUN 2010 By: JEN Sheet No.: C USGS Earthquake Hazards Program 2005 ASCE 7 Standard Lat: 45°25'59.44"N Ss and Si=Mapped Spectral Acceleration Values Long: 122°45'4.39" W SW 72nd Ave&SW Dartmouth St,Tigard,OR 97223 Ground Motion Ss 0.951 Si 0.340 Occupancy Category 11 Light Framed walls with wood shear panels Site Class D R 6.5 Importance Factor 1.00 Height of Structure 20.0 ft Structural Period T 0.189 Site Coefficients Ct 0.020 Fa 1.12 x 0.75 Fv 1.72 Cs Sosl/R 0.109 SMS Fa* Ss 1.065 CS MAX SDS I/T R 0.317 SMI Fv* Si 0.585 CS MIN 0.044 SDSI 0.031 SDS (2/3)SMs 0.710 (V Cs * W P 0.109 W P SDI (2/3)SMi 0.390 IASD =V* 0.7 0.07-6'1 WP Seismic Design Category SDC D NORDLING Proj. No.: 10-150 STRUCTURAL j RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW ll1th.Suite 200 Beaverton OR.97008 Date:JUN 2010 By: JEN Sheet No.: Lotfr 1, D%tI?4D.bea - '�' mow` `orP •-� fcns Zs� V.►s-ri.re14-4 1rI L kleit 'ts c Cti.=60 J•- (c.1/,‘,1 G• NL \lS(4t(c.)= (.o Oro 1, Lt of t ct NORDLING Proj. No.: 10-150 scRED ROCK CENTER STRUCTURAL TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW I t tth,suite 200•Beaverton 012,97008 Date:JUN 2010• By: JEN Sheet No.: CC ., '• 0 0 0 0 0 I N - r NI ____• i !il ! Ji ' •il � it 1 r' ,li . lii , • in illiw 4' i • f"�7 ■ UUU I•i �� �# , ' , I "'ii M..rat________ _. .....,, ,. _.,..,,_,.___ ___:._ mm .. , ... , ,4,±. :He ___, . lift 1111r 111111 i. .,,,__ . .......,,,mmou i4 `, `1 / \ ,-- s p r , LiIV.7 -- v----- `,) Sf'li M“V. 1 04(.'I Yl' � 3 2� �`1 D V��L�1 1 O 0 Az 4Lt)'r3(;'+3,tV-MM 0 �}26- �s) - cr.. ...4_7 11s- 3.5- to r — P` s"° ____JN -71 r , _ ' � � S ,�1 • , ,- -0 0 ` oo(,o % c,.._,,...-1 Awl q-Ak-4.- 3c0 l..S i'L r °!� - .L�39 hc) + °I. -0 = 1 . 0 \).--z.c.-01 , 1-3-: • w tq.(3.1-,)4--c.un=ssd P. S6.p P 4 4? J4-So)L.s 1. --- 5i,74$'t o D� p‘ ���� // r w V\A. i 105-0 \10>%1°5' 1-Act,' ISt.l` 7t. 44- 5-‘200r) '41jofl i. sa-,(,(eta>) _ 10/sa 14-v4 cle.5-v SZ,fir Ss -5 20 kc 'FR,-3 %. 6005 NORDLING Proj. No.: 10-150 • STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 11 1 th.Suite 200•Beaverton OR.97008 Date:JAN 2011 By:JEN Sheet No.: L C+ i - . Q 0 SJt14 V.3&to— i 1111111 ; I MI , I } 3a� r ��' 3i I jEEO� ' ;"__1; ' 'f 7:,,, : gw, - 25.(6.1+x- -15oo! �� � �� 'I 111_��1 !�(q� c �r. 9 6. fl1 - 1111 'u 111111M MI 11— — J s�,> � 3�� ,,s .r7so I 'U -Z%*-/s4,r k 4-.4r7' 'l2" 4v-t; 9l (..,.,x_.).) e- 3+ LI+14.+ s+¢.s.r-S = 54'S vs.- 4=ce-V54.0• lt.,S t 84 C.- L1.'L I l rum��ZI�It1 A�II��� ___.._ #"---7. I 1 ! I i 1 ■ 1 1 i I" 1E01 i . ; 1�....-- ----• r• IulIu' I�C. I p . li , !li t _ 1111111 a:. ;;11111!11 = ' 'i1111111i. 11111/11 I t (' ,,,, , I I lid....._ - :::.... I 1 0 I.L x°11 L�■_ f arsEL. 5^,- - Ti a wPr% M OVA.. • W< <�l.(S'(ti)+V.(tS) y 3 SI) 1 F. S,70i. ? .1. ---_-__-______----g L.) . v.s(g) — `dZS / 5 4 t.t ++ J per, Q S►M( 4-9∎) r■SPS 2..r moo z yst∎al gz.SJ Ss713 Zo P Pks>.. D 1 aAz> 5� sL')-'iz. +t� o(s) A 6, -r t- �s69oo> : `z3co s NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD p‘A //__ " ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW I I Ith.Suite 200 Beaverton ou.97008 Date: JAN 2011 By: JEN Sheet No.: C? ® 0 It 0 0 0 Wpi..9 r- 11.00 /0.4-c.klA.A564 "1530 -tk-- . Is a% , . 1 mar r____I - • 1 cm.,) 111—+il , i—w 7 ■ r -5 J ,1'I 1 ! . II 11•11.11 . 1E11 •-• &Er,„, .4.--, mo ppm IIITIII-ti .,it, wt..- 0 MIMI ..___I 1 lit II t, "',s t :-:: 3,C` 241(411-t 5 IHRIARVIIMI C 02: . 1hA _ t mmill nininumiummtmet _ , r—.........■■1 mom 0 ....,,,,.., ,....),„„ ,i. 9 4-5.-:- ktV '11:cv/:) e_oic.5. 1\) z ..,,, , 8.,. t.. efia.. R. 14 ""S3S ' A' t fi— — 4irt- 4,, ‘I-= 535V) .---1-1-cal- r k 1 tr ,,eti t4-1'- 1/41-(vS-1-, -■.-t..LC) 1- LA z i 4 P= ctlo tr 0 ,i, ;a- Soct4 ( re:S"-‘14- ."--61- _ Mt.,s- 1760 Us CA.-'t 5-*.;•1\I. 1 6'- `5".' 1111 3.C" ..._ 'a' 1,1 Op ck Ca) =-- 1:1 g)' 13 4\ ) ,.. 04-0•54N".912 .5'. 1...)\V--ir 1.:( 4 cr.° ht- t 'Pr--g c:.**- — (), 4- so>t.r 1 0 r-la t•-1 cl.‘• 3. .•(5617‘..le-SID(.4. .i.- arCi'.311:3 SS>T7S Zo %*"■.- Pct•Ye... EP/D 41- 1 Ch0°° -•LL41/44'1"0 ...rs" 6r 551-31- M- irrezi—, 61-0J NORDLING Proj. No.: 10-150 ncir STRUCTURAL RED ROCK CENTER TIGARD \-,-, ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 11775 SW 111th.Suite 200 Beaverton OR 97008 Date: JAN 2011 By:JEN Sheet No.: 1. • 0 411;ff CD ■.....,)k%,- 0 411.40 Le Icv.. 0_- 11zlid t�"t)L 1,\'3 lic(411k)it- jl44.4 `o +S.C1\,-i .) - 0....u.4- Qom ` Q¢ 2)Qt g z 'LS s- , L 4'.v j, N `,� la t 1111-- BA e_ 3/1z. ,,,, 1 v 4)knsC P` -cSdt frL ,(�'�r P c 'P 1_ P kr(I i' ;o( -I S M.z \\IGO. 1 zri 47,E NI\d KA-1.a.3(.1.51) ,3*.c.,art Mw' %c' J)`rs, k15-dk17.):I1)o« v-'k,,-- O-1s J 1 -k 1s• C'i.), V3S4s.' 1i 241 m ((obo,,,.+\ rz 3,..,,ac° -.61/4:1A3Sarz.) 3' 1 3 e 3S/b06. C- 57.-0 51,E k... ( P 1).5D>t.; svi•. t.x.... 0-0.)40 —So.lZ.S. S Sr,S 1..t1 SS s3'iG °o-- iv Cs L, n_ Col.. • NORDLING Proj. No.. 10-150 CENTER u, 5 STRUCTURAL RED ROCK IGARD 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW I I itn,Suite 200 tteaver:on o12,67008 _ Date: JUN 2010- By:IEN Sheet No.: L6) • o 0 0 0 c • • • i `. .. ..11111•111111 1N11.11111110I.11111AIMM1..1.1.1. i CI 3 9 l ii i Ail i I 1 1 i i 1 ' m e i p — 1 poul im.....1■......m.IM.1�����1•`: . a i 1'A ' • ,1 - 4 1f �r�1nii 1�1� illlli!Nll i iiiiilllit milli •�1f ., • • _ • It ' ■u_. -.._ -. T T i • ' I / ,I I I ►,I i Q Q i i _.I nc auiuiui•iiu� ..I.a.1.1.1==1• 1..1 I ! n ' W11n 1 ir rAii. ii .- __ NORDLING Proj. No.: 10-150 CENTER I s( STRUCTURAL RED ROCK T GARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:JAN 2011 By:JEN Sheet No.: WS2 ® WALL STUDS Geometry&Load Data LS L 1'/s x 7.25 LSL 1.7 E Height 20'-8" b 1 1/2 in Ix 47.6 in' d - 1/4 in Sx 13.1 in' Dead 15 psf Live psf Basic Values Allossubles Snow 25 psf Fb 2,600 psi Fb' 2,969 psi Fv 400 psi F.,' 532 psi Trib A 9'-0" Fc 11 880 psi Fc'II 609 psi Trib B 12" E 1,700.000 psi E I,700,0(X) psi Wind 19.4 psf LC1 D+L+S Trib 12" ft Axial C 360 lbs fc 33 psi ok UnbracedLengths LC2 D+L+W Beam Lu 0.5 ft Mon nt 1,036 ft-lbs fb 946 psi ok Column Lu Shear 200 lbs fv 28 psi ok La 20'-8" ft Axial C 135 lbs fc 12 psi ok Lb 0.5 ft Ka 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 1,036 ft-lbs fb 946 psi ok 1 Shear 200 lbs fv 28 psi ok Length Between Zero Moment Axial C 248 lbs fc 23 psi ok L 20.7 ft LC4 D+L+W/2+S I Moment 518 ft-lbs fb 473 psi ok Shear 100 lbs fv 14 psi ok COVe 0.00 Axial C 360 Ibs fc 33 psi ok CD 1.33 Ct. 0.99 [Fb] Bending& Compression CF 1,00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.324 0.330 0.170 CF 1.00 [Ft] Cv — [Fbx] FbE 31,800 psi 0.030 0.030 0.015 Cif 1.00 [Fb] FcEI 741 psi 0.017 0.031 0.045 Cc 1.15 [Fb] FcE2 54,188 psi 0.000 0.000 0.001 Cr 0.52 [Fc] Stud Deflection W 0.98 in L/ 252 NORDLING Proj. No.: 10-150 RED ROCK CENTER U 1 STRUCTURAL TIGARD ' C ENGINEERS, LLC ANDERSON/DASROWSKI ARCHITECTS 6775 SW I11th,Suite 200-Beaverton Olt 97008 Date:JUN 2010 By:JEN Sheet No.:WS3 • 41111 WALL STUDS Geometry& Load Data (3) LSL 1'A:x 7.25 LSL 1.7 E Height 20'-8" b 4 1/2 in Ix 142.9 in' d 7 1/4 in Sx 39.4 in3 Dead 15 psf Live psf Basic Values AIIowables Snow 25 psf Fb 2,600 psi F, 2.988 psi Fv 400 psi F,-' 532 psi Trib A 9'-0" Fc II 880 psi Fc'11 609 psi Trib n 3'-10" E 1,700,000 psi E' 1.700,000 psi Wind 19.4 psf LC1 D+L+S I Trib 3'-10" ft Maal C 1.380 lbs fc 42 psi ok Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 3,970 ft-lbs fb 1,209 psi ok Column Lu Shear 768 lbs fv 35 psi ok La 20'-8" ft Axial C 518 lbs fc 16 psi ok Lb 0.5 ft Ka 1.00 LC3 D+L+W+S/2 I Kb 1.00 Moment 3.970 ft-lbs fb 1,209 psi ok 1 Shear 768 lbs fv 35 psi ok Length BetHeen Zero Moment Axial C 949 lbs fc 29 psi ok L 20.7 ft LC4 D+L+W/2+S Moment 1,985 ft-lbs fb 604 psi ok Shear 384 lbs fv 18 psi ok COVe 0.00 Axial C 1.380 lbs fc 42 psi ok CD 1.33 Ci. 1.00 [Fb] Bending&Compression CF 1.00 [Fb] LC2 LC3 LC4 Cr 1.00 [Fc] Eq.3.9-3 0.414 0.423 0.219 CF 1.00 [Ft] Cv --- [Fbc] FbE 286,203 psi 0.004 0.004 0.002 Cs 1.00 [Fb] FcEI 741 psi 0.021 0.039 0.057 G 1.15 [Fb] FcE2 487,688 psi 0.000 0.000 0.000 Cr 0.52 [Fc] Stud Deflection W 1.26 in L/ 197 . ( NORDLING Proj. No.: 10-150 RED ROCK CENTER 111___ 5_ _______, STRUCTURAL TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:JUN 2010 By:JEN Sheet No.: WS4 ® WALL STUDS Geometry& Load Data 2x6 DF L No.2 Height 13'-0" b I 1/2 in Ix 20.8 in4 d 5 1/2 in Sx 7.6 in3 Dead 15 psf Live psf Basic Values Allov♦ables Snow 25 psf Fb 900 psi Fb' 1,342 psi Fv 180 psi Fv' 239 psi Trib A 24'-0" Fc II 625 psi Fc'II 784 psi Trib a 16" E 1,600.000 psi E 1,600,000 psi Wind 15.7 psf LC1 D+L+S Trib 16" ft Axial C 1,280 Ibs fc 155 psi ok I Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 442 ft-1bs fb 702 psi ok Column Lu Shear 136 lbs fv 25 psi ok La 13'-0" ft Axial C 480 lbs fc 58 psi ok Lb 0.5 ft Ka 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 442 ft-lbs ftx 702 psi ok 1 Shear 136 lbs fv 25 psi ok Length Between Zero Moment Axial C 880 lbs fc 107 psi ok L 13.0 ft LC4 D+L+W/2+S I Moment 221 ft-lbs fb 351 psi ok Shear 68 lbs fv 12 psi ok COVe 0.00 j Axial C 1.280 lbs fc 155 psi ok CD 1.33 CL 1.00 [Fb] j Bending&Compression CF 1.30 [Fb] LC2 LC3 LC4 CF 1.10 [Fc] Eq.3.9-3 0.560 0.603 0.348 CF 1.30 [Ft] Cv --- [Fbx] FbE 39,453 psi 0.018 0.018 0.009 Cs, 1.00 [Fb] FcEI 1,014 psi 0.057 0.105 0.153 Cr 1.15 [Fb] FcE2 51,000 psi 0.001 0.002 0.003 CP 0.73 [Fe] Stud Deflection WA 0.40 in L/ 386 NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK T CENTER G RD 'itk/:� ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR.97008 Date:JUN 2010 By:JEN Sheet No.: WS5 L . • � WALL STUDS Geometry&Load Data (2) LSL 1'/2 x 5.5 LSL 1.7 E Height 13'-0" b 3 in Ix 41.6 in4 d 5 1/2 in Sx 15.1 in3 Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' 2,597 psi Fv 400 psi F,' 532 psi Trib A 24'-0" Fc II 880 psi Fc'II 775 psi Trib B 16" E 1,700,000 psi E 1,700,000 psi Wind 15.7 psf LC1 D+L+S Trib 6'-l0" ft Axial C 1,280 lbs fc 78 psi ok Unbraced Lengths LC2 D+L+W Beam Lu 0.5 ft Moment 2,266 ft-lbs fb 1,798 psi ok Column Lu Shear 697 lbs fv 63 psi ok Ld 13'-0" ft 1 Axial C 480 lbs fc 29 psi ok L b 0.5 ft Kd 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 2,266 ft-lbs fb 1,798 psi ok 1 Shear 697 lbs fv 63 psi ok Length Betv►een Zero Moment Axial C 880 lbs fc 53 psi ok L 13.0 ft LC4 D+L+W/2+S Moment 1,133 ft-Ibs fb 899 psi ok Shear 349 lbs fv • 32 psi ok COVe 0.00 I Axial C 1,280 lbs fc 78 psi ok CD 1.33 CL 1.00 [Fb] j Bending&Compression CF 1.00 [Fb] E LC2. LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 . 0.713 0.733 0.383 CF 1.00 [Ft] __.r Cy _�_. --- [Fbx] FbE 167,674 psi 0.011 0.011 0.005 Cs, 1.00 [Fb] FcEI 1,078 psi 0.027 0.049 0.072 Cr 1.00 [Fb] ( FcE2 216,750 psi 0.000 0.000 0.000 Cp 0.66 [Fc] Stud Deflection W e 0.98 in L/ 160 NORDLING Proj. No.: 10-150 n5 C STRUCTURAL RED ROCK CENTER ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200 Beaverton 06.97008 Date:JUN 2010 By:JEN Sheet No.: WS6 • leUJALL STUDS Geometry&Load Data (2) 2x6 DF L No.2 Height 12'-3" b In lx 41.6 in' d 5 1 2 in Sx 15.1 in' Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 900 psi Fb' 1.169 psi Fv 180 psi F,,' 239 psi Trib A 24-0" Fc ii 625 psi Fc'II 784 psi Trib 9 2'-7" E 1,600.000 psi E' 1,600,000 psi \\ in 15.7 psf LC1 D+L+S I Trib 2'-7" ft Axial C 2,480 lbs fc 150 psi ok I Unbraced Lengths LC2 D+L+W Beam Lu 0.5 ft Moment 761 ft-lbs fb 604 psi ok Column Lu Shear 248 lbs fv 2 3 psi ok La 13'-0" ft Axial C 930 lbs fc 56 psi ok L b 0.5 ft Ka 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 761 ft-lbs fb 604 psi ok 1 Shear 248 lbs fv 23 psi ok Length Bet wen Zero Moment Axial C 1.705 lbs k 103 psi ok L 12.3 ft LC4 D+L+W/2+S I Moment 380 ft-lbs fb 302 psi ok Shear 124 lbs fv 11 psi ok COVe 0.00 I Axial C 2,480 lbs fc 150 psi ok CD 1.33 CL 1.00 [Fb] Bending&Compression CF 1.30 [Fb] LC2 LC3 LC4 CF 1.10 [Fc] Eq.3.9-3 0.552 0.592 0.340 CF 1.30 [Ft] Cv --- [Fbx] FbE 157,811 psi 0.004 0.004 0.002 Cs, 1.00 [Fb] Fcri 1,014 psi 0.056 0.102 0.148 Cr 1.00 [Fb] i FcE2 204,000 psi 0.000 0.001 0.001 CP (1.73 [Fc] I Stud Deflection WA 0.31 in L/ 476 NORDLING Proj. No.: 10-150 115 C STRUCTURAL RED ROCK T NTER ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR.97008 Date:JUN 2010 By:JEN Sheet No.: WS7 • UJ�o WALL STUDS Geometry&Land Data (2) LSL 1'4 x 5.5 LSL 1.7 E Height 13'-0" b 3 in Ix 41.6 in` d 5 1/2 in Sx 15.1 in' Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' 2,597 psi Fv 400 psi Fv' 532 psi Trib A 30'-0" Fc II 880 psi Fc'p 775 psi Trib B 16" E 1,700.000 psi E 1,700,000 psi Wind 15.7 psf LC1 D+L+S I Trib 5'-9" ft Axial C 1,600 lbs fc 97 psi ok Unbraced Lengths LC2 D+L+W Beam Lu 0.5 ft Moment 1.907 ft-lbs fb 1.513 psi ok Column Lu Shear 587 lbs fv 53 psi ok La 13'-0" ft Axial C 600 lbs fc .36 psi ok L b 0.5 ft Ka 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 1,907 ft-lbs fb 1,513 psi ok 1 Shear 587 lbs fv 53 psi ok Length Between Zero Moment Axial C 1.100 lbs fc 67 psi ok L 13.0 ft LC4 D+L+W/2+S Moment 954 ft-lbs fb 757 psi ok Shear 293 lbs fv 27 psi ok COVe 0.00 Axial C 1400 lbs fc 97 psi ok CD 1.33 CL 1.00 [Fb] Bending &Compression Cr 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.605 0.628 0.336 Cr 1.00 [Ft] Cv -- [Fbx] FbE 167.674 psi 0.009 0.009 0.005 Cc 1.00 [Fb) FEE 1 1,078 psi 0.034 0.062 0.090 Cr 1.00 [Fb] FcE2 216,750 psi 0.000 0.000 0.000 CP 0.66 [Fc] I Stud Deflection WA 0.82 in L/ 190 NORDLING Proj. No.: 10-150 115( RED ROCK CENTER STRUCTURAL TIGARD ENGINEERS, LL ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:JUN 2010 By:JEN Sheet No.: WS8 OSWALL STUDS Geometry&Load Data (2) LS L 1V2 x 5.5 LS L 1.7 E i Height 13'-0" b 3 in lx 41.6 in" d 5 1/2 in Sx 15.1 in3 Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' 2.597 psi Fv 400 psi F,' 532 psi Trib 4 30'-0" Fc 11 880 psi Fc'II 775 psi Trib E, 16" E 1,700.000 psi E 1,700,000 psi Wind 15.7 psf LC1 D+L+S Trib 6'-5" ft Axial C 1,600 lbs fc 97 psi ok Lnbraced Lengths LC2 D+L+W Beam Lu 0.5 ft Moment 2.128 ft-Ibs fb 1.688 psi ok Column Lu Shear 655 lbs fv 60 psi ok La 13'-0" ft Axial C 600 lbs fc 36 psi ok Lb 0.5 ft Kd 1.00 LC3 D+L+W+S/2 I Kt, 1.00 Moment 2,128 ft-lbs fb 1,688 psi ok 1 Shear 655 lbs fv 60 psi ok Length Between Zero Moment Axial C 1.100 lbs fc 67 psi ok L 13.0 ft LC4 D+L+W/2+S I Moment 1,064 ft-lbs fb 844 psi ok Shear 327 lbs fv 30 psi ok COVe 0.00 Axial C 1.600 lbs fc 97 psi ok CD 1.33 C1. 1.00 [Fb] Bending& Compression CF 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.675 0.700 0.373 CF 1.00 [Ft] Cv --- [Fbx] FbE 167,674 psi 0.010 0.010. 0.005 Ciu 1.00 [Fb] FcEI 1,078 psi 0.034 0.062 0.090 G 1.00 [Fb] FcE2 216,750 psi 0.000 0.000 0.000 CP 0.66 [Fc] Stud Deflection W 0.92 in L/ 170 -- NORDLING Pro;. No.: 10-150 STRUCTURAL RED ROCK CENTER _ ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:JUN 2010 By:JEN Sheet No.: WS9 L/ 301 I UJIS % WALL STUDS Geometry&Load Data Height 19'-0" Dead 15 psf Live psf Snow 25 psf Trib A 291-0" Trib B 16" Wind Trib 15.7 psf 16" ft Unbraced Lengths Beam Lu 0.5 ft Column Lu Ld 19'-0" ft L b 0.5 ft Kd 1.00 Kb 1.00 1 (Length Between Zero Moment L 19.0 ft COVe 0.00 CD 1.33 CL 0.99 [Fb] CF 1.00 [Fb] CF 1.00 [Fc] CF 1.00 [Ft] Cv --- [Fbx] Cc, 1.00 [Fb] Cr 1.I5 [Fb] CP 0.58 [Fc] LSL I'/2x7.25 b I 1 2 d 7 14 in LSL 1.7 E Ix 47.6 in4 Sx 13.1 in' Basic Values Fb 2,600 psi Fv 400 psi Fc 880 psi E 1,700,000 psi LC1 D+L+S Allohables Fb' 2,969 psi Fv' 532 psi Fo'p 684 psi E 1,700,000 psi Axial C 1,547 lbs fc LC2 D+L+W 142 psi ok 1 Moment 945 ft-lbs Shear 199 lbs Axial C 580 lbs fv fc 863 psi ok 27 psi ok 53 psi ok LC3 D+L+W+S/2 Moment 945 ft-lbs Shear 199 lbs Axial C 1,063 lbs fv fc 863 psi ok 27 psi ok 98 psi ok LC4 D+L+W/2+S Moment Shear Axial C 472 ft-lbs 99 lbs 1,547 lbs ft) 431 psi ok fv 14 psi ok fc 142 psi ok Bending&Compression LC2 LC3 LC4 Eq.3.9-3- 0.315 0.347 0.217 FbE 31,800 psi FcEI 877 psi FcE2 54,188 psi 0.027 0.027 0.061 0.112 0.001 0.002 0.014 0.162 0.003 Stud Deflection WA 0.76 in NORDLING STRUCTURAL ENGINEERS, LLC 6775 SW 111th.Suite 200•Beaverton OR,97008 Proj. No.: 10-150 RED ROCK CENTER TIGARD ANDERSON/DABROWSKI ARCHITECTS Date:JUN2010 By:JEN Sheet No.: WSIO I 0. • WALL STUDS Geometry& Load Data (2) LSL 1'A x 7.25 LSL 1.7 E Height 19'-0" b 3 in lx 95.3 in' d 7 14 in Sx 26.3 in' Dead 15 psf Live psf Basic Values Allov,ables Snow 25 psf Fb 2,600 psi Fb' 2.985 psi Fv 400 psi Fv' 532 psi Trib A 29'-0" Fc ll 880 psi Fc'11 684 psi Trib B 2'-8" E 1,700,000 psi E' 1,700,000 psi Wind 15.7 psf LCI D+L+S Trib 2'-8" ft Axial C 3,093 lbs fc 142 psi ok 1 Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 1,889 ft-lbs fb 863 psi ok Column Lu Shear 398 lbs fv 27 psi ok L d 19'-0" ft Axial C 1,160 lbs fc 53 psi ok L b 0.5 ft Kd 1.00 LC3 D+L+W+S/2 I Kb 1.00 Moment 1,889 ft-lbs fb 863 psi ok 1 Shear 398 lbs fv 27 psi ok . Length Between Zero Moment Axial C 2,127 lbs fc 98 psi ok L 19.0 ft LC4 D+L+W/2+S I Moment 945 ft-lbs fb 431 psi ok Shear 199 lbs fv 14 psi ok COVe 0.00 Axial C 3.093 lbs fc 142 psi ok CD 1.33 CL 1.00 [Fb] I Bending&Compression CF 1.00 [Fb] ' LC2 LC3 LC4 CF 1.00 [Fe] Eq.3.9-3 0.314 0.346 0.216 CF 1.00 [Ft] Cv -- [Fbx] FbE 127,201 psi 0.007 0.007 0.003 Clu 1.00 [Fb] FcE1 877 psi 0.061 0.112 0.162 G 1.15 [Fb] FcE2 216,750 psi 0.000 0.000 0.001 CP 0.58 [Fe] I Stud Deflection We 0.76 in L/ 301 NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER 1IJtTIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR 97008 Date:JUN 2010 By:JEN Sheet No.: WS11 UJ1O WALL STUDS Geometry& Load Data (2) LVL 1%:x 7.25 LVL 1.9 E Height 19'-0" b 4 1/2 in lx 142.9 in4 ' d 7 1/4. , in • •Sx 39.4 in' Dead 15 psf Live psf Basic Values 111ov ables Snow 25 psf Fb 2,600 psi Fb' 2,985 psi Fv 285 psi Fv' 379 psi Trib A 29'-0" Fc II 750 psi FG'11 684 psi Trib s 16" E 1,900,000 psi E 1.900,000 psi Wind 15.7 psf LCI D+L+S I Trib 7-2" ft Axial C 3,093 lbs fc 142 psi , ok I Unbraced lengths LC2 D+L+W Beam Lu 0.5 11 Moment 1,889 ft-lbs fb 863 psi ok Column Lu Shear 398 lbs fv 27 psi ok La 19'-0" ft Axial C 1,160 lbs fc 53 psi ok L b 0.5 ft Kd 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 1.889 ft-lbs tb 863 psi ok 1 Shear 398 lbs fv 27 psi ok Length Bet'teen Zero Moment Axial C 2,127 lbs fc 98 psi ok L 19.0 ft • • LC4 D+L+W/2+S I Moment 945 fl-lbs fb 431 psi ok Shear 199 lbs fv 14 psi ok COVe 0.00 Axial C 3,093 lbs fc 142 psi ok CD 1.33 CL 1.00 [Fb] Bending&Compression Cr 1.00 [Fb] LC2 LC3 LC4 . CF 1.00 [Fc] Eq.3.9-3 0.314 0.346 0.216 CF 1.00 [Ft] Cv --- [Fbx] FbE 127,201 psi. 0.007 0.007 0.003 Ca 1.00 [Fb] FcE i 877 psi 0.061 0.112 0.162 Cr 1.15 [Fb] FcE2 216,750 psi 0.000 0.000 0.001 CP 0.58 [Fc] I Stud Deflection W v 0.76 w L/ 301 I • 1 NORDLING Proi. No.: 10-150 iti5c, STRUCTURAL RED ROCK CENTER TIGARD . ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS . 6775 SW 111th.suite 200•Beaverton OR.97006 Date:JUN 2010 By: JEN -Sheet No.: WS 12 0 WALL STUDS Geometry& Load Data (2) LVL 1'/:x 7.25 LVL 1.9 E Height 19'-0" b 3 in lx 9.57i... in! d 7 1/4 in •Sx •26.3. in 3- • Dead 15 psf - Live psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' 2,986 psi Fv 285 psi F5' 379 psi Trib A 29-0" Fc II 750 psi Fc'ii 683 psi Trib a 3'-3" E 1,900.000 psi E 1,900,000 psi Wind 15.7 psf LC1 - D+L+S I Trib 3'-3" ft AxialC 3,770 lbs fc 173 psi ok Unbracedlengths LC2 D+L+W I Beam Lll 0.5 ft Moment 2.303 ft-lbs fb 1,051 psi ok Column Lu Shear 485 lbs fv 33 psi ok La 19'-0" ft Axial C 1.414 lbs fc 65 psi ok L b 0.5 ft Kd 1.00 1,C3 D+L+W+S/2 • 1 Kb 1.00 Moment 2,303 fl-lbs lb 1,051 psi ok 1 Shear 485 lbs fv 33 psi ok Length Between Zero Moment Axial C 2,592 lbs fc 119 psi ok L 19.0 ft LC4 D+I.+W/2+S I Moment 1,151 fl-lbs fb 526 psi ok Shear 242 lbs fv 17 psi ok COVe 0.00 Axial C 3,770 lbs fc 173 psi ok CD 1.33 CL 1.00 [Fb] Bending&Compression CF 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.386 0.431 0.278 CF 1.00 [Ft] Cv --- [Fbx] FbE 142,166 psi 0.007 0.007 0.004 Cc 1.00 [Fb] FcE i 980 psi 0.066 0.122 . 0.177 G 1.15 [Fb] FcE2 242,250 psi 0.000 0.000 0.001 CP 0.68 [Fc] I Stud Deflection We 0.83 in L/ 276 NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS k-1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JUN 2010 By: JEN Sheet No.: WS 13 • ® WALL STUDS • Geometry& Load Data LS L I''A x 7.25 LSL 1.7 E • Height 15'-0" b I 1/2 ' in lx _ 47.6. in' d 7 1/4 in Sx 13.1 in3 Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' 2,969 psi Fv 400 psi Fv' 532 psi Trib A 16" Fc II 880 psi Fo'II 878 psi Trib n 16" E 1,700,000 psi E' 1,700,000 psi Wind 19.4 psf LC1 D+L+S _ Trib 16" ft Axial C 71 1I); 1(: 7 pm ok I • Unbraced Lengths 1C2 . D+L+W Ream Lu 0.5 ft Moment 728 ft-lbs fb 664 psi ok Column Lu Shear 194 lbs ' fv 27 psi ok La 15'-0" ft Axial C 27 lbs fc 2 psi ok L b 0.5 ft Ka 1.00 LC3 D+L+W+S/2 I ' Kb 1.00 Moment 728 ft-lbs 11) 664 psi ok 1 Shear 194 lbs fv 27 psi ok Length Bet wen Zero Moment Axial C 49 lbs fc 4 psi ok L '15.0 ft LC4 D+L+W/2+S I • Moment 364 ft-lbs fb 332 psi ok Shear 97 lbs fv 13 psi ok COVe 0.00 Axial C 71 lbs fc 7 psi ok Co 1.33 Ca 0.99 [Fb] Bending& Compression CF' 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.224 0.225 0.112 CF 1.00 [Ft] Cv --- [Fbx] FbE 31,800 psi 0.021 0.021 0.010 Cc 1.00 [Fb] FcE I 1,407 psi 0.002 • _0.003 0.005 Cr 1.15 [Fb] FcE2 54,188 psi 0.000 0.000 0.000 Cp 0.75 [Fc] I Stud Deflection WA 0.36 in L/ 495 • u5 c NORDLING Pro,. No.: 10-150 STRUCTURAL RED ROCK CENTER . TIGARD ■ ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS fi775 SW 111th,Suite 200-Beaverton OR,97008 Date:JUN 2010 By:JEN Sheet No.:WS 14 0 WALL STUDS Geometry&Load Data (2) LSL PA x 7.25 LSL 1.7 E Height 17-0" b 3 in Ix 95.3 in4 d 7 1/4 ' in Sx 26.3 in Dead 15 psf Live psf Basic Values Al1owables Snow 25 psf Ill 2,600 psi Fb' 2.985 psi Fv 400 psi Fv' . 532 psi Trib,A 16" Fc II 880 psi Fo'II 878 psi Trib B 3'-8" E 1,700,000 psi E' 1,700,000 psi Wind 15.7 psf LC1 D+L+S Trib 3'-8" ft Axial C 196 Ibs lc 9 psi ok I Unbraced Lengths LC2 D+L+W Beam Lu 0.5 ft Moment 2,080 ft-lbs lb 950 psi ok Column Lu Shear 489 lbs fv 34 psi ok Ld 15'-0" ft Axial C 73 lbs fc 3 psi ok Lb 0.5 ft • Kd 1.00 LC3 D+L+W+S/2 I Kb 1.00 . Moment 2,080 ft-lbs fb 950 psi ok 1 Shear 489 lbs fv 34 psi ok length Between Zero.Moment Axial C 134 lbs fc 6 psi ok L 17.0 ft LC4 D+L+W/2+S Moment 1,040 ft-lbs fb 475 psi ok Shear 245 lbs fv 17 psi ok COVe 0.00 Axial C I96 lbs fc 9 psi ok CD 1.33 Ct. 1.00 [Fb] •- Bending& Compression CF 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fe] Eq.3.9-3 0.319 0.320 0.160 CF .1.00 [Ft] Cv --- [Fbx] FbE 127,201 psi 0.007 0.007 0.004 Csi 1.00 [Fb] FeE1 1,407 psi 0.002 0.004 0.006 Cr 1.15 [Fb] FcE2 216,750 psi 0.000 0.000 • 0.000 CP 0.75 [Fe] Stud Deflection WA 0.67 in L/ 305 J • NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD 5C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 0775 SW 111th.Suite 200•Beaverton OR,97008 Date:JUN 2010 By:JEN. Sheet No.:WS 15 W14 WALL STUDS Geometry& Load Data (3) LSL Ph x 7.25 LSL 1.7 E Height 17-0" b 4 1/2 in • Ix 142.9 in' d 7 1/4 in Sx 39.4 in' Dead 15 psf Live 'psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' - 2,988 psi Ev 400 psi Fv' 532 psi Trib A 16" Fc II 880 psi Fe'11 878 psi Trib B . 16" E 1,700,000 psi E' 1,700,000 psi Wind 15.7 psf LC1 D+L+S Trib 6-9" ft Axial C .. 71 Ihs I.c 2 psi ok UnbracedLengths LC2 D+L+W Beam Lu 0.5 II Moment 3.828 ft-lbs lb 1,165 psi ok Column Lu Shear 901 lbs fv 41 psi ok La 15%0" ft Axial C -27 lbs fc I psi ok L i, 0.5 ft IQ 1.00 1,C3 D+L+W+S/2 I Kb 1.00 Moment 3,828 ft-lbs fb 1,165 psi ok 1 Shear 901 lbs fv 41 psi ok Length Between Zero Moment Axial C 49 lbs . fc.- 1 psi ok L 17.0 ft LC4 D+L+W/2+S Moment 1,914 ft-lbs fb 583 psi ok Shear - 450 lbs fv 21 psi ok COVe 0.00 Axial C 71 , lbs fc 2 psi ok CD 1.33 Ct. 1.00 [Fb] Bending&Compression CF 1.00 [Fb] LC2 LC3 LC4 � CF 1.00 [Fc] Eq.3.9-3 0.390 0.390 0.195 CF 1.00 [Ft] Cv --- [Fbxl FbE 286,203 psi 0.004 0.004 0.002 Cs, 1.00 [Fb] FCEI 1,407 psi 0.001 0.001 0.002 G 1.15 [Fb] FcE2 487,688 psi 0.000 0.000 0.000 Cr 0.75 (Fc] I Stud Deflection We 0.82 in , L/ 249 :* NORDLING Pro,. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS . 6775 SW 111th,Suite 200•Beaverton ou 97008 Date:JUN 2010 • By:JEN Sheet No.: WS16 • • UALL STUDS Geometry&Load Data 4 x6 DF L No.2 Height 15'-0" b 3 1/2 in Ix • 48.5 in4 d 5 1/2 in Sx 17.6 .in3 Dead 15 psf Live psf Basic Values AI1oxsahles Snow 25 psf Fb 900 psi Fb' 1,345 psi Fv 180 psi R.' 239 psi Trib A 16" Fe ll 625 psi Fc'1i 675 psi Trib B 16" E 1,600,000 psi E 1,600,000 psi Wind 15.7 psf LCI D+L+S I Trib 3'-3" ft Axial C 71 lbs is • 4 psi ok Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 1,435 ft-lbs lb . 976 psi ok Column Lu Shear 383 lbs fv 30 .psi ok Ld 15'-0", ft Axial C • • 27 lbs 'fc 1 psi ok L b 0.5 ft • Kd 1.00 LC3 D+L+W+S/2 I Ki, 1.00 Moment 1,435 ft-lbs fb 976' psi ok 1 Shear 383 lbs fv. 30 psi ok length Between Zero Moment Axial C 49 lbs fc 3 psi ok L 15.0 ft LC4 D+L+W/2+S I Moment 718 ft-lbs fb 488 psi ok Shear 191 lbs fv 15 psi ok COVe 0.00 • Axial C 71 lbs fc 4 psi ok ; Co 1.33 1 CL 1.00 lF'b] Bending&Compression CF 1.30 [Fb] LC2 LC3 LC4 CF 1.10 [Fc] Eq.3.9-3 0.727 0.728 0.365 CF 1.30 [Ft] . , Cv --- [Fbx] FbE 214,798 psi 0.005 0.005 0.002 CCU 1.00 [Fb] FcE1 762 psi 0.002 0.003 0.005 Cr 1.15 11+1 1 FcE2 277,667 psi 0.0(X) 0.000 0.000 Cp 0.62 1 rc] Stud Deflection WA 0.75 in L/ 240 I NORDLING Pro;. No.: 10-150 STRUCTURAL RED ROCK CENTER •1'1i't TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.suite 200•Beaverton OR.97008 Date:JUN 2010 By:JEN Sheet No.: WS 17 W16 WALL STUDS Geometry& Load Data (2) LSL 1 Ys x 7.25 1S1. 1.7 E Height 16-2" b 3 in lx 95.3 in d 7 1/4 in Sx 26.3 in3 Dead 15 psi Live psi Basic Values Allowibles Snow 25 psi Fb 2,600 psi Fb' 2,985 psi Fv 400 psi F„' 532 psi Trib A 29'-0" Fe II 880 psi Fc'ii 822 psi Trib a 16" E 1,700.000 psi E 1,700,000 psi Wind 15.7 psi LCI D+L+S Trib 3-9" ft Axial C 1,547 lbs Ic 71 psi ok Unbraced Lengths LC2 D+L+W Beam Lu 0.5 it Moment 1,923 ft-lbs lb 878 psi ok Column Lu Shear 476 1bs fv 33 psi ok Ld 16'-2" ft Axial C 580 lbs fc 27 psi ok • Lb 0.5 ft Kd 1.00 LC3 D+L+W+S/2 I Kb 1.00 Moment 1,923 ft-lbs fb 878 psi ok 1 Shear 476 lbs fv 33 psi ok Length Between Zero Moment Axial C 1,063 lbs fc 49 psi ok L 16.2 ft LC4 D+L+W/2+S I Moment 962 ft-lbs fb 439 psi ok Shear 238 lbs fv 16 psi ok _ COVe 0.00 Axial C 1,547 lbs fc 71 psi ok Co 1.33 CL 1.00 [Fb] Bending.&Compression CF 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.302 0.310 0.164 CF 1.00 [Ft] Cv --- [Fbx] FbE 127,201 psi 0.007 0.007 0.003 Cii 1.00 [Fb] FcEI 1,211 psi 0.022 0.040 0.059 Cr 1.15 [Fb] FcE2 216,750 psi 0.000 0.000 0.000 Cp 0.70 [Fc] . Stud Deflection WA 0.56 in L/ 347 NORDLING Proi. No.: 10-150 STRUCTURAL . RED ROCK CENTER i TIGARD I ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS ' 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JUN 2010 By:JEN Sheet No.: WS18 elWALL STUDS Geometry& Load Data (3) LSL 11/2 x 7.25 LSL 1.7 E Height 19'-0" b 4 1/2 in lx• 142.9 in' d 7 1/4 in Sx 39.4 in3 Dead 15 psf Live psf Basic Values AllowaNes Snow 25 psf Fb 2,600 psi Fb' 2,988 psi Fv 400 psi Fv' 532 psi Trib A 26'-0" Fc ii 880 psi Fc'II 684 psi Trib B 16" E 1,700,000 psi E 1,700,000 psi Wind 15.7 psf LC1 D+L+S I I'rih 5'-0" ft A=dal C 1,387 lbs fc 43 psi ok • UnbracedLengths LC2 D+L+W I Beam Lu 0.5 11 Moment 3,542 ft-lbs fb 1.078 psi ok Column Lu Shear 746 lbs fv 34 psi ok Ld 19'-0" ft Axial C 520 lbs_ fc 16 psi ok Lb 0.5 ft •tk Ka 1.00 LC3 D+L+W+S/2 I Kb 1.00 Moment •3,542 ft-lbs • fb 1,078 psi ok 1 Shear 746 Ibs fv 34 psi ok Length BetHeen Zero Moment Axial C 953 lbs fc 29 psi ok L 19.0 ft . LC4 D+L+W/2+S I Moment 1,771 ft-lbs fb 539 psi ok Shear 373 lbs fv 17 psi ok COVe 0.00 I Axial C 1,387 lbs fc 43 psi ok CD 1.33 Ct, 1.00 [Fb] Bending&Compression CF 1.00 [Fb] LC2 1.C3 LC4 CF 1.00 [Fe] Eq.19-3 0.368 0.375 0.193 CF 1.00 [Ft] Cv --- [Fbx] FbE 286,203 psi 0.004 0.004 0.002 Cc. 1.00 [Fb] FcE1 877 psi 0.018 0.033 0.048 G 1.15 [Fb] FcE2 487,688 psi 0.000 0.000 0.000 CP 0.58 [Fc] I Stud Deflection WA 0.95 in L/ 241 I • l NORDLING Pro,. No.:. 10-150 u5 C STRUCTURAL ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR,97008 Date:JUN 2010 By: JEN Sheet No.: WS 19 W18 WALL STUDS Geometry& Load Data (3) LSL 1 Vz x 7.25 LSL 1.7 E Height 19'-0" b 4 1/2 in Ix 142.9 in' d 7 1/4 in Sx 39.4 in' Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Fb' 2,988 psi Fv 400 psi Fy' 532 psi Trib A . 26'-0" Fc II 880 psi Fc'11 684 psi Trib a 16" E 1,700,000 psi E 1.700,000 psi Wind 15.7 psf LC1 D+L+S Trib 5-0" ft Axial C 1,387 lbs fc 1, p.i ok Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft ' Moment 3,542 ft-lbs Po 1,078 psi ok Column Lu Shear 746 lbs fv 34 psi ok Ld 19-0" ft Axial C 520 lbs fc . 16 psi ok Lb 0.5 ft Kd I.00 LC3 D+L+W+S/2 I Kb I.00 Moment 3,542 ft-lbs fb 1.078 psi ok I Shear 746. lbs fv 34 psi ok Length Between Zero Moment Axial C 953 lbs fc 29 ' psi ok L 19.0 ft LC4 1)+L+W/2+S I Moment 1,771 ft-lbs fb 539 psi ok Shear 373 lbs fv 17 psi ok COVe 0.00 Axial C 1,387 lbs fc 43 psi ok Co 1.33 Ct, 1.00 [Fb] Bending&Compression , CF 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.368 0.375 0.193 CF 1.00 [Ft] , Cv --- [Fbx] FbE 286,203 psi 0.004 0.004 0.002 Cs, 1.00 [Fb] FEE 1 877 psi 0.018 0.033 0.048 Cr 1.15 [Fb] FcE2 487,688 psi 0.000 0.000 0.000 CP 0.58 [Fc] Stud Deflection WA 0.95 in L/ 241 NORDLING Pro;. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD _ ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR,970014 Date:JUN 2010 By:JEN Sheet No.: WS20 UJI9 WALL STUDS Geometry&Load Data (2) 2x6 DF L No.2 Height 9'-0" b 3 ol lx 41.6 in' d S I _' in Sx 15.1 in Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 900 psi Ft,' 1,345 psi Fv 180 psi Fv' 239 psi Trib A 29'-6" Fc II 625 psi Fc'p 961 psi Trib s 16" E 1,600,000 psi E 1,600,000 psi Wind 15.7 psi LC1 D+L+S I Trib 7-3" ft Axial C 1,573 lbs fc 95 psi ok l Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 1,152 ft-lbs fb 914 psi ok Column Lu Shear 512 lbs fv 47 psi ok Ld 9'-0" ft Axial C 590 lbs fc 36 psi ok Lb 0.5 ft Ka 1.00 LC3 D+L+W+S/2 Kb 1.00 Moment 1,152 ft-lbs fb 914 psi ok 1 Shear 512 lbs fv 47 psi ok Length Betneen Zero Moment Axial C 1,082 lbs fc 66 psi ok L 9.0 ft LC4 D+L+W/2+S I Moment 576 ft-lbs fb 457 psi ok Shear 256 lbs fv 23 psi ok COVe 0.00 Axial C 1,573 lbs fc 95 psi ok CD 1.33 CL 1.00 [Fb] Bending& Compression CF 1.30 [Fb] LC2 LC3 LC4 Cr 1.10 [Fc] Eq.3.9-3 0.693 0.706 0.366 CF . 1.30 [Ft] Cv --- II b.\I 1 FbE 157,811 psi 0.006 0.006 0.003 Ci, 1.00 [Fb] i Fri 2,116 psi 0.017 0.031 0.045 Cr 1.15 [Fb] I FcE2 204,000 psi 0.000 0.000 0.000 Cp 0.89 [Fc] Stud Deflection WA 0.25 in L/ 428 NORDLING Pro;. No.: 10-150 RED ROCK CENTER STRUCTURAL TIGARD ` i ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW i t Ith.Suite 200•Beaverton OR,97008 Date:JUN 2010 By:JEN Sheet No.:WS21 i ft. WALL STUDS Geometry N&Load Data (2) LSL 1%a x 5.5 in 1.7 E Height 13'-0" b 3 in Tx . 41.6 in' d 5 1/2 in Sx 15.1 in' Dead 15 psi Live psi Basic Values Allowables Snow 25 psi Fb 2,600 psi Fb' 2,986 psi Fv 400 psi Fv' 532 psi Trib A 29'-6" Fc II 880 psi Fc'II 775 psi Trib o 16" E 1,700,000 psi E 1,700.000 psi Wind 15.7 psi LC1 D+L+S I Trib 7'-6" ft Axial C 1,573 lbs fc 95 psi ok UnbracedLengths LC2 D+L+W J Beam Lu 0.5 ft Moment 2,487 ft-lbs fb 1,974 psi ok Column Lu Shear 765 lbs fv 70 psi ok La 13'-0" ft Axial C 590 lbs fc 36 psi ok Lb 0.5 ft Ka 1.00 LC3 D+L+W+S/2 I Kb 1.00 Moment 2,487 ft-lbs tb 1.974 psi ok 1 Shear 765 lbs fv 70 psi ok Length Between Zero Moment Axial C 1,082 lbs fc 66 psi ok L 13.0 ft LC4 D+L+W/2+S Moment 1,244 ft-lbs fb 987 psi ok Shear 383 lbs N 35 psi ok COVe 0.(x1 _ Axial C 1,573 lbs fc 95 psi ok Co 1.33 Ct. 1.00 [Fb] Bending&Compression Cr 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.686 0.711 0.378 Cr 1.00 [Ft] Cv --- [Fbx] FbE 167,674 psi 0.012 0.012 0.006 CE 1.00.._....-.......----. 1.00 [Fb] FEE I 1,078 psi 0.033 0.061 0.088 Cr 1.15 [Fb] FcE2 216,750 psi 0.000 0.000 0.000 Cp.. 0.66 [Fl I Stud Deflection WA 1.07 in L/ 146 k _- NORDLING Pro;. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW I iitb,Suite 200•Beaverton OR,97008 Date:JUN 2010 By:JEN Sheet No.: WS22 . 0WALL STUDS • Geometry& Load Data (2) 2x6 DF L No.2 Height 12'-0" b 3 in lx 41.6 in' d 5 1/2 in Sx 15.1 in, Dead 15 psf Live psf Basic Values Allowables Snow 25 psf Fb 900 psi Fb' 2,986 psi Fv 180 psi Fv' 239 psi Trib A 26'-0" Fc II 625 psi Fc'll 775 psi Trib B 16" g 1,61 ,000 psi E' 1,600,000 psi - Wind 15.7 psf I,CI D+L+S I Trib 5'-0" ft Axial C' 1,573 Ibs fc 95 psi ok 1 Unbraced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 2,487 ft-lbs lb 1.974 psi ok Column Lu Shear 765 lbs fv 70 psi ok La 12'-0" ft Axial C 590 lbs fc 36 psi ok L b 0.5 ft Ka 1.00 LC3 D+L+W+S/2 1 Kb 1.00 Moment 2,487 ft-lbs fb 1,974 psi ok 1 Shear 765 lbs fv 70 psi ok Length Between Zero Moment Axial C 1,082 Ibs fc 66 psi ok L 13.0 Ii LC4 D+L+W/2+S Moment 1,244 ft-lbs fb 987 psi ok Shear 383 lbs fv 35 psi ok COVe 0.00 I Axial C '1,573 lbs fc 95 psi ok CD 1.33 CL 1.00 [Fb] I Bending& Compression CF 1.30 [Fb] LC2 LC3 LC4 CF 1.10 [Fc] Eq.3.9-3 0.686 0.711 0.378 CF 1.30 [Ft] Cv --- [Fbx] FbE 167,674 psi 0.012 0.012 0.006 Cc, 1.00 [Fb] FEE I 1,078 psi 0.033 0.061 0.088 G 1.15 [Fb] FeE2 216,750 psi 0.000 0.000 0.000 CP 0.684 [Fc] Stud Deflection We 1.07 in L/ 146 NORDLING Pro;. No.: 10-150 u5 STRUCTURAL RED ROCK CENTER c TIGARD ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2010 By: JEN Sheet No.:WS23 oso WALL STUDS Geometry&Load Data (2) 2x6 DF L No.2 Height 13'-0" b 3 in lx 41.6 in' d 5 1/2 in Sx 15.1 in3 Dead 15 psf Live psf Basic Values Allowabl es Snow 25 psf Fb 900 psi Fb' 1,345 psi Fv 180 psi Fv' 239 psi Trib A 28'-0" Fc I) 625 psi Fc'II 784 psi Trib n 14Js E 1,600,000 psi E' 1,600,000 psi Wind 15.7 psi I,C1 D+L+S Trib 3'-3" ft Axial C 1,493 lbs fc 91 psi ok Unbraced Lengths 1.C2 D+L+W I Beam Lu 0.5 ft Moment 1,078 ft-lbs fb 855 psi ok Column Lu Shear 332 lbs fv 30 psi ok Ld 13'-0" ft Axial C 560 lbs fc 34 psi ok L b 0.5 ft Kd 1.00 LC3 D+L+W+S/2 I Kb 1.00 Moment 1,078 ft-lbs fb 855 psi ok 1 Shear 332 1bs fv 30 psi ok Length Bet wen Zero Moment Axial C 1,027 lbs fc 62 psi ok L 13.0 ft LC4 D+L+W/2+S I Moment 539 ft-lbs fb 428 psi ok Shear 166 lbs fv IS psi ok COVe 0.00 j Axial C 1,493 lbs fc 91 psi ok CD 1.33 ' CL 1.00 [Fb] Bending & Compression CF 1.30 [Fb] LC2 LC3 LC4 CF 1.10 [Fc] Eq.3.9-3 0.660 0.684 0.362 CF 1.30 [Ft] Cv — [Fbx] FbE 157,811 psi 0.005 0.005 0.003 Cs1 1.00 [Fb] FEE I 1,014 psi 0.033 0.061 0.089 G 1.15 [Fb] FcE2 204,000 psi 0.000 0.000 0.000 CP 0.73 [Fc] I Stud Deflection WA 0.49 in L/ 317 NORDLING Proj. No.: 10-150 1 STRUCTURAL 1 TIGA RED ROCK CENTER RD L__ . ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th.Suite 200•Beaverton OR,97008 Date:JUN 2010 By:JEN Sheet No.:WS24 r •cow WALL STUDS Geometry& Load Data (4) LVL 1'/:x 7.25 LVL 1.9 E Height 20'-8" b 6 in Ix 190.5 in• d 7 1/4 in Sx 52.6 in' Dead 15 psf Live - psf Basic Values Allowables Snow 25 psf Fb 2,600 psi Ft.' 2,989 psi Fv 285 psi Fv' 379 psi Trib A 9'-0" Fc I) 750 psi Fc'Ii 622 psi Trib a 16" E 1,900,000 psi B' 1,900,000 psi Wind 19.4 psf LC1 D+L+S Trib 5'-9" ft Axial C 480 lbs fc 11 psi ok Un braced Lengths LC2 D+L+W I Beam Lu 0.5 ft Moment 5.956 ft-lbs fb 1.360 psi ok Column Lu Shear 1,153 lbs fv 40 psi ok La 20'-8" ft Axial C 180 lbs fc 4 psi ok L b 0.5 ft Kd 1.00 LC3 D+L+W+S/2 1 Kb 1.00 Moment 5,956 ft-lbs fb 1,360 psi ok 1 Shear 1,153 lbs fv 40 psi ok Length Between Zero Moment Axial C 330 Ibs fc 8 psi ok L 20.7 ft LC4 D+L+W/2+S I Moment 2,978 ft-lbs fb 680 psi ok Shear 576 lbs fv 20 psi ok COVe 0.00 Axial C 480 lbs fc 11 psi ok Co 1.33 CL 1.00 [Fb] Bending&Compression CF 1.00 [Fb] LC2 LC3 LC4 CF 1.00 [Fc] Eq.3.9-3 0.457 0.459 0.231 CF 1.00 [Ft] Cv --- [Fbx] FbE 568.664 psi 0.002 0.002 0.001 C>u 1.00 [Fb] FcEI 828 psi 0.005 0.009 0.013 G 1.15 [Fb] FcE2 969,000 psi 0.000 0.000 0.000 CF 0.62 [Fc] Stud Deflection WA 1.26 in L/ 196 1 1I NORDLING Proj. No.: 10-150 STRUCTURAL RED ROCK CENTER TIGARD ENGINEERS LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2010 By: JEN Sheet No.: WS25 i„ iNSTALLATI ON _,,,..„.. ELDORADO STONE GUIDELINES Eldorado Stone Adopts New MVMA The latest version of that guide can be downloaded Comprehensive Installation Guide at www.eldoradostone.com/installation.pdf. The MVMA Installation Guide will replace Eldorado Stone has been a charter member of the current Eldorado Stone Installation the MVMA(Masonry Veneer Manufacturers Instructions and Finishing Details. These Association) since 2006. The mission of the guidelines are intended to share over 40 years MVMA organization is "To advance the growth of knowledge and understanding regarding of the manufactured masonry veneer products the proper installation of manufactured stone industry through proactive technical, advocacy, veneer products. and awareness efforts." NOTE:It is important to recognize that Eldorado Stone and Brick The MVMA consists of a dedicated team of is a veneer,a facing attached to the wall for purposes of providing manufactured stone professionals, representing ornamentation.It is not intended as a structural product or a respected stone veneer companies across the waterproofing element.Most importantly,the real subject matter expert nation. One of the most important projects isyour local building department and the local building code. Your recently completed by the MVMA Technical local building code will supersede all other written or verbal installation Committee is the development of a highly detailed guides provided by Eldorado Stone or the MVMA. For more and carefully researched installation guide. information about the MVMA,please visit www.masonryveneer.org. .»,..w '''f s.. Mh 1I �• Cr + "boat M ' :::---'7"Nr„,#) li f 4 t 714:1 '' ' * ,..,* — ,'; %'. it Mortar itthn ncd fit`- t i .- € .,:_, ) 1 - �" 41*1 tliN4 i 1 Aft,rtt r lent " ,',%f'' .,: ? " ' '� -°:" Stwd a . -;. --�.°�,.`""' _ """"""" `"'� r / ,, ,,,-- ,i rye 1 ,, i f l»t.'d t 7 7 L L'i.°�'•' .11., .--•4...„. ,.':""' �."+w ' iK � - ,. . ` 7' ,..: ' C148-0510$ o ELDb'"• . d®U - PRINTED ON 1{�0%Pli3T�,`ONSUAMEft 1ECYCL ti a d ' !. + 1T Aa11.!. ‘ •4. * . 479 . 70 .0. 11t .,.... , __,. ..... , itt ..., .,y --- , _ . 1%,.,2„;11t ,4401.-..-. -..,, , . . ji,... I - , , ,l',t- • r # ' t - 1 .M ,.•ue + o; 'r i s = t �,� kik,,, j;r �f'i"��11 �II� l,.i Sl if 3 7.-„71—s...-., S!, -- 3( ik, -,-.- --';'.'";-;r- ---- ...---7--,---.-','"- •".'• '-----'--- --- .-',' -' - t(At t:41-* :i..:-!''' *-j- ; '1`,7;4 --`^,tv,_ .,. ............—, -.--H.e.„ ---- itt , ....‘1.,,,,.,:,.,...,.....,,,.7 .7...-^ .-..-!....IC .0,„X R,-.17- gli, . 14.-- It ►}j Illlliilfl� III�11�� ;c41' ��lllll�ll � ;• c ,- 4': ,, ..=" if # r OP ....;.--(ii a ' ,...7-= 4 , m ...ynanw,. . fig � tk. per 1 y a., :.. . 0 -1Y' 1 1Pc/V‘ ' \-\4" (?:p .. . , f t Guid tiviviviA Installation e for Adhered n --NI-1 ,-. Co Crete Masonry Veneer L .... in ,;itd, r + uF..+yp . M"vim aey „:w.n..✓ ,a. a sf, y"":',./2e rn w __ 1 �- _. v, , , �yyr - . i rr R ■ "4'4 r, ,'p �' f!s 4 C' F,: ` �' 3` y . a ... g a.•n 3" . � _, q "" ,p,, mp •., a Masonry Veneer Manufacturers Association www.masonryveneer.org Table of Contents Disclaimer Definitions/Abbreviations 3 This Guide addresses generally accepted References 3 methods and details for installation of Adhered Concrete Masonry Veneer. To Summary Table 4 the best of our knowledge,it is correct Workmanship 6 and up to date.However,the document is designed only as a guide;and it is not Material Requirements 6 intended for any specific construction project.The MVMA makes no express Surface Preparation 7 or implied warranty or guarantee of the techniques,construction methods or Adhered Concrete Masonry Veneer Installation 8 materials identified herein. DI dWI r1gS Cross Sections is understood that there are alternative means or methods that might be Fig. 1. Wall Assembly 10 required and/or recommended based Fig.2. Wall Section,Typical 11 on project conditions,manufacturer's recommendations,or product Fig.3. Foundation Wall Base 12 characteristics. Details in this guide that address the Fig.4. Foundation Wall Base-ACMV Overlapping Foundation 13 Adhered Concrete Masonry Veneer Fig.5. Foundation Wall Base-ACMV Continuing Down Foundation 14 and its interface with the building components are not intended as specific Fig.6. Cladding Transition 15 recommendations for the construction of Fig.7&8. Outside Corner&Inside Corner 16-17 the interfacing building components. Reproduction of the material herein is not Fig.9& 10. Horizontal Transition&Vertical Transition 18-19 permitted without the express permission Fig. 11 & 12. Eave 20-21 of the MVMA. Fig. 13&14. Rake 22-23 Masonry Veneer Manufacturers Association Fig. 15& 16. Side Wall-Comp.Shingles 24-25 750 National Press Building 529 14th Street,N.W. Fig. 17&18. Side Wall-Tile Roof 26-27 Washington D.C.20045 Fig. 19,20,&21. Window Sill,Jamb,Head 28-29-30 202/591-2438(phone) 202/223-9741 (fax) Fig.22. Kickout Flashing(Wall-Eave-Roof Intersection) 31 www.masonryveneer.org Fig.23. Cricket(Roof Penetration) 32 Masonry Veneer Manufacturers Association Fig.24. Chimney Chase 33 (MVMA)represents the adhered concrete masonry veneer industry's manufacturing Fig.25&26. Column Base 34-35 companies and their suppliers.The mission of the organization is to advance the growth of Fig.27,28,&29. Penetrations(Pipe,Dryer,Fixture) 36-37-38 the manufactured masonry veneer products Fig.30. Decks(Ledger Board) 39 industry through proactive technical, advocacy,and awareness efforts. Fig.31. Wall Cap 40 Fig.32. Wall Assembly-Optional Rainscreen-Drainage Medium 41 This Guide for builders,architects,designers, masons,installers and other construction Fig.33. Wall Assembly-Optional Rainscreen-Strapped 42 professionals illustrates typical applications of Adhered Concrete Masonry Veneer. Fig.34. Foundation Wall Base-Optional Rainscreen System 43 It is the responsibility of all architectural and Fig.35. Wall Section-Optional Rainscreen System 44 construction professionals to determine the applicability and appropriate application of Fig.36. Retaining Wall(CMU) 45 any detail to any specific project. Copyright©2010 by the Masonry Veneer Manufacturers Association.All rights reserved. Published January 19,2009 2 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Masonry Veneer Manufacturers Association www.masonryveneer.org Definitions References Adhered Concrete Masonry Veneer(ACMV)—lightweight, ANSI Accredited Evaluation Service—An ANSI accredited architectural,non load-bearing product that is manufactured third-party organization that issues an evaluation report affirming a by wet cast blending cementitious material,aggregate,iron specific building product meets building code requirements. oxide pigments,and admixtures to simulate the appearance of International Code Council—Evaluation Service(ICC-ES)— natural stone. An organization that performs technical evaluations on building Note:The MVMA recognizes there are many names used products,components,and construction methods for building to describe Adhered Concrete Masonry Veneer products. code compliance.In the case where the building code is silent or Manufactured Stone Veneer is used commonly throughout ambiguous as to a product's requirements or a specific construction the industry and by some manufacturers.In the International method,ICC-ES may develop"Acceptance Criteria"(AC)for the Building Code,Adhered Concrete Masonry Veneer products product or construction method.www.icc-es.org are referred to as Adhered Masonry Veneer.In the ICC-ES Acceptance Criteria,AC51, the product is called Precast Stone International Building Code(IBC)—Building code that provides Veneer. This guide will use ACMV(Adhered Concrete Masonry minimum requirements for safety,health,and welfare of life and Veneer)when referencing the product. property from hazards of the built environment.The provisions of this code apply to the construction,alteration,addition, CMU-Concrete masonry unit replacement,repair,use and occupancy of all buildings except one Fasteners—Corrosion resistant hardware used to secure lath and two family dwellings,and multi single-family townhomes not and flashing material to wall system. more than three stories in height.www.iccsafe.org Flashing—Material used to restrict the seepage of moisture International Residential Code(IRC)—Building code that around any intersection or projection of materials in an assembly. provides minimum requirements for safety,health,and welfare Lath—Corrosion resistant mesh building material fastened to of life and property from hazards of the built environment.The provisions of this code apply to the construction,alteration, the substrate to act as base for adhering plaster or mortar. addition,replacement,repair,use and occupancy of detached one Mortar—A workable paste mixture of cementitious material, and two story dwellings and multi single-family townhomes not water,and aggregate used to bond masonry construction more than three stories in height.www.iccsafe.org materials together and fill spaces between. ANSI—American National Standards Institute,www.ansi.org Mortar Grout—Mortar mixture used to fill joints and cavities in masonry construction. AC38—ICC-ES Acceptance Criteria for Water Resistive Barriers. Mortar Scratch Coat—Base coat of mortar used in installation. AC51—ICC-ES Acceptance Criteria for Pre-Cast Stone Veneer. Cross raked to improve bond of subsequent mortar layers. AC275—ICC-ES Acceptance Criteria for Glass Fiber Lath used Mortar Screen—Sheet material designed to prevent the mortar in Cementitious Exterior Wall Coating or Exterior Cement Plaster scratch coat from filling the drainage space. (Stucco) Mortar Setting Bed—Mortar used to adhere the ACMV to the ACI 530—Building Code Requirements for Masonry Structures substrate or scratch coat. (ACI 5301ASCE 51TMS 402).This standard is produced through Sealer—Liquid material used over ACMV to protect against the joint efforts of the American Concrete Institute(ACI),and staining and moisture penetration. the Structural Engineering Institute of the American Society of Civil Engineers(SEI/ASCE)through the Masonry Standards Joint Wall System—The constructed exterior or interior vertical Committee(MSJC)and The Masonry Society(TMS). framework and substrate of the building. Water Resistive Barrier—Material used to restrict the ASTM International—Previously American Society for Testing transmission of moisture to the surface behind. and Materials.ASTM is a developer of technical standards for products,systems,and services.www.astm.org ASTM C144—Standard Specification for Aggregate for Masonry Mortar Abbreviations ASTM C270—Standards Specification for Mortar for Unit Masonry ACMV—Adhered Concrete Masonry Veneer Blk'g—Blocking ASTM C482—Standard Test Method for Bond Strength of Lbs.—Pounds Ceramic Tile to Portland Cement Mfr's—Manufacturer's ASTM C847—Standard Specification for Metal Lath Min.—Minimum ASTM C1032—Standard Specification for Woven Wire Plaster Base OSHA—Occupational Safety and Health Administration psi—Pounds per square inch ASTM C1063—Standard Specification for Installation of Lathing P.T.—Pressure treated(wood preservative) and Furring to Receive Interior and Exterior Portland Cement Req'd—Required Based Plaster SAF—Self Adhering Flashing ASTM D226—Standard Specification for Asphalt Saturated WRB—Walei Resistive itatiiet Otg:iuit.Felt Ubed ui Roofing and Watei Piuufiug Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 3 ivIVNIA Masonry Veneer Manufacturers Association www.masonryveneer.org Summary Table Water Resistive Wall System Barrier Lath Fastening Scratch Coat Wall Type: Minimum 2 separate 2.5 lb.or 3.4 lb. Corrosion resistant Mortar,nominal 1/2" Wood or steel stud,no layers#15 felt(ASTM D self-furred corrosion- fasteners(ASTM thick,Type N or Type S more than 16"O.C. 226 No. 15,Type 1) resistant lath(ASTM C 1063)min. 1" meeting ASTM C270. Or Or into wood framing "Scratch"surface when Rigid Sheathing: member or 3/8" Minimum 2 separate 18 gauge woven wire through metal framing "thumbprint hard" Gypsum wall board layers Grade D paper mesh(ASTM C 1032) member. Plywood (ICC-ES Acceptance Or OSB Criteria AC 38) Alternate lath Concrete Board Or acceptable with a Fiber Board 1 layer house wrap(ICC- product evaluation ES Acceptance Criteria acceptance report Note:Non-rigid AC 38),and 1 layer showing compliance insulation board over Grade D paper(ICC-ES to ICC-ES AC 275. rigid sheathing is Acceptance Criteria AC limited to max 1/2" 38),or#15 felt(ASTM D thick. 226 No. 15,Type 1) Note:One layer of paper-backed lath meeting the requirements of Grade D paper may qualify for one layer of WRB. Wall System Water Resistive Lath Fastening Scratch Coat Barrier "Open Stud" Minimum 2 separate 3.4 lb.self-furring 3/8" Corrosion resistant Mortar,nominal 1/2" construction layers#15 felt(ASTM D ribbed corrosion- fasteners(ASTM thick,Type N or Type S Wood or steel,no 226 No. 15,Type 1) resistant lath(ASTM C 1063)min. 1" meeting ASTM C270. more than 16"O.0 Or C 847) into wood framing "Scratch"surface when Or member or 3/8" "thumbprint hard" No sheathing or Minimum 2 separate through metal framing Insulation Board only layers Grade D paper 18 gauge woven wire member. (open studs): (ICC-ES Acceptance mesh(ASTM C 1032) Note: Non-rigid Criteria AC 38) Or insulation board over Or Alternate lath rigid sheathing is 1 layer house wrap(ICC- acceptable with a limited to max 1/2" ES Acceptance Criteria product evaluation thick. AC 38),and 1 layer acceptance report Grade D paper(ICC-ES showing compliance Acceptance Criteria AC to ICC-ES AC 275. 38),or#15 felt(ASTM D 226 No. 15,Type 1) Note: One layer of paper backed lath meeting the requirements of Grade D paper may qualify for one layer of WRB. Published January 19,2009 4 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2^d Edition y Masonry Veneer Manufacturers Association a ; www.masonryveneer.org Water Resistive Wall System Lath Fastening Scratch Coat Barrier Clean Concrete, Note:A WRB may be Install lath if question If lath is applied,use If a scratch coat is Masonry/CMU,or needed to prevent or concern regarding corrosion resistant required use a nominal Stucco moisture from ability of veneer to fasteners(ASTM 1063). 1/2"thick,Type N or Note:walls/surfaces penetrating the wall. adhere to wall: Type S mortar, meeting must be clean and free 2.5 lb.or 3.4 lb.self- ASTM 270. from release agents, furring 3/8"ribbed "Scratch"surface when paints,stains,sealers, corrosion-resistant "thumbprint hard" or other bond-break lath(ASTM C 847) materials,that may Or reduce strength of mortar adhesion. 18 gauge woven wire mesh(ASTM C 1032) Alternate lath acceptable with a product evaluation acceptance report showing compliance to ICC-ES AC 275. Wall System Water Resistive Lath Fastening Scratch Coat Barrier Existing Concrete, Note:A WRB may be 2.5 lb.or 3.4 lb.self- If lath is applied, use If a scratch coat is Masonry/CMU, needed to prevent furring 3/8"ribbed corrosion resistant required use a nominal Stucco,or Brick moisture from corrosion-resistant fasteners(ASTM 1063). 1/2"thick,Type N or (structurally sound) penetrating the wall. lath(ASTM C 847) Type S mortar,meeting (e.g.painted or not Or ASTM 270. clean) 18 gauge woven wire "Scratch"surface when mesh(ASTM C 1032) "thumbprint hard" Alternate lath acceptable with a product evaluation acceptance report showing compliance to ICC-ES AC 275. Wall System Water Resistive Lath Fastening Scratch Coat Barrier Metal Buildings or See manufacturer for other surfaces/wall recommendations. construction not listed above. See manufacturer for recommendations regarding sheathing. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2^d Edition Revised June 8,2010 5 Masonry Veneer anufacturers Association www.masonryveneer.org • Workmanship Weep Screed This Installation Guide assumes that construction personnel Weep screeds must be of corrosion resistant metal minimum have knowledge of the materials described and their proper 0.019 inches or a minimum No.26 gage,or a plastic weep methods of installation. screed minimum 0.050';and with a minimum vertical attachment flange of 3 1/2"wide. Prior to commencing activity related to the scope of this Guide, review all adjacent products and other subcontractor's work that precedes the installation of ACMV to ensure that proper Lath workmanship is reflected and that there are no recognizable errors or deficiencies. The MVMA recommends using the following lath materials: •2.5 lb/yd2 metal lath meeting ASTM C847 Building Code Requirements •3/8"rib,3.4 lb/yd2 self-furred metal lath meeting ASTM C847 Building code requirements vary from area to area.Check • 18 gauge(or heavier)woven wire mesh meeting ASTM C1032 with local authorities for building code requirements for your •Other approved lath may be acceptable for use with ACMV area and application.Carefully read all sections of this guide provided the lath meets an appropriate ASTM standard or and follow the manufacturer's Installation Instructions before •The lath product is consistent with the ACMV manufacturer's proceeding with your ACMV application.In the event the installation instructions and has an evaluation acceptance manufacturer's Installation Instructions conflict with the intent report from an ANSI Accredited Evaluation Service showing of statements made in this document,contact the manufacturer compliance with ICC-ES Acceptance Criteria 275(AC275). for additional guidance. All lath and lath accessories must be made of corrosion resistant material.All lath material must be self-furred or use self-furring fasteners.Refer to the Summary Table on page 4 Project Site Requirements and 5 for specific lath and fastener recommendations. Always follow proper job site safety requirements when installing ACMV.Follow all OSHA requirements when installing ACMV products. Fasteners Corrosion resistant fasteners are used to secure flashing and lath.A variety of fasteners are available such as staples,screws, M ate ri a I Requirements and nails.For specific fastener selective criteria,refer to ASTM C1063 Sec.7.10.2. Flashing •Wood framing-Corrosion resistant staples,corrosion All flashing and flashing accessories must be corrosion resistant resistant roofing nails,or corrosion resistant screws and materials and integrated with the WRB materials. Flashing washers,all to be of sufficient length to penetrate a minimum must be installed at all through wall penetrations and at of one inch into framing members. terminations of ACMV installations. •Metal framing or panels-Corrosion resistant,self-tapping screws with sufficient length to penetrate 3/8 inch through metal studs or panels,with heads or washers large enough to Rainscreen Drainage Plane Systems(Optional) not pull through lath. Rainscreen building techniques have been used in construction' •Masonry walls or panels-Corrosion resistant concrete for many years.These techniques are typically used to improve screws or powder actuated fasteners(or cap fastener),with the escape of incidental water and decrease drying time. heads or washers large enough to not pull through lath. Rainscreen products(such as drainage mats or formed polymer sheeting)or construction techniques(such as strapping or furring)that create a capillary break/air space between the cladding and the primary water resistive barrier can be effectively incorporated into ACMV applications.Refer to the rainscreen/drainage system manufacturer's recommendation for applications with adhered concrete masonry veneer wall systems. Published January 19,2009 6 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition asonry Veneer Manufacturers Association sigiii - www.masonryveneer.org Mortar Other wall systems,or structures may be acceptable with Any of the following mixes may be used: qualifications: Mix 1: •Masonry walls,poured-in-place concrete walls,and concrete tilt up panels must be free of dirt,waterproofing, • 1 part portland Cement(ASTM C150) paint,form oil,or any other substance that could inhibit the • 1 part Lime(ASTM C207) mortar bond. These surfaces must have a rough texture to •4.5 parts Sand(ASTM C144) ensure a mortar bond. Acid washing,sand/bead blasting, •potable water pressure washing,or a combination of these methods may Mix 2: be necessary to achieve the required bondable surface. If a bondable surface cannot be achieved,attach lath and scratch • 1 part Type S Masonry Cement(ASTM C91) •2.25 parts Sand(ASTM CI44) coat before installing ACMV. potable water •Existing masonry surfaces must be evaluated for mortar and • face integrity and must be free of dirt,waterproofing,paint, Mix 3: or any other substance that could inhibit the mortar bond. • 1 part Type N Masonry Cement(ASTM C91) Surfaces may be cleaned by pressure washing,acid washing, •2.25 parts Sand(ASTM C144) sand/bead blasting,or a combination of these methods to •potable water achieve a bondable surface.If the surface cannot be cleaned, attach lath before applying the mortar scratch coat. •Open studs,non-rigid sheathing and metal siding must be Premix Mortar prepared with 3.4 lb paper backed lath with a minimum''/" •Premixed mortars must meet the requirements of ASTM C270 thick scratch coat and allowed to cure for a minimum of 48 for Type N or Type S.Check with the mortar manufacturer to hours prior to AMV installation. determine if the premixed mortar is suitable for installation of Wall systems outside the scope of this document which may adhered concrete masonry veneer and it meets building code require a specifically-designed installation system for ACMV: requirements of 50 psi shear bond when tested in accordance •Structural Insulating Panels(SIPS) with ASTM C482. •Insulating Concrete Forms(ICFs) Check with the ACMV manufacturer on additional requirements Wall systems with these substrates are considered unacceptable and recommendations if using color pigments,integral bonding for the application of ACMV agents,or other admixtures in your mortar mix. •Existing siding in unsound condition Mortars mixed with higher amounts of sand will tend to be less •Exterior Insulation Finishing System(EIFS) workable.Mortar mixed with higher amounts of cement will •Deteriorating or unsound masonry surfaces. provide a greater bond strength but may be prone to increased dry-shrinkage cracking.Type N mortars are generally easier to grout with than Type S.For the scratch coat,installation of ACMV,and grouting,Type N or Type S mortar meeting the Water Resistive Barrier above requirements are acceptable. Where a WRB is required,the MVMA recommends installing two separate layers in shingle fashion,starting from the bottom of the wall. The upper layer of the WRB should lap on top of Surface Preparation the lower layer by a minimum of two inches. The vertical joints of the WRB must be lapped a minimum of six inches. Inside and outside corners must be overlapped a minimum of 16"past Walls and Wall Systems the corner in both directions.The WRB should be installed in Verify structural and surface integrity of existing wall prior to accordance with the manufacturer's recommendations and be installation. ACMV units must only be applied to structurally integrated with all flashing accessories,adjacent WRBs,doors, sound walls or structures. windows,penetrations,and cladding transitions. Wall systems shown in the details(drawings)on pages 10 thru 45 of this Guide are wood frame with rigid sheathing unless otherwise noted. Adhered Concrete Masonry Veneer Lath may be successfully applied to other walls or wall systems that Metal lath should be applied horizontally with the cups include standard wood and metal framing,rigid sheathing,or up"rough side up,smooth side down"per manufacturer's cementitious stucco scratch or brown coat that has not been instructions,and should overlap a minimum of one inch on the slicked or burned. horizontal and vertical seams. The ends of adjoining lath places should be staggered. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 7 _ Masonry Veneer Manufacturers A�ssociatior. www.masonryveneer.org Lath should be wrapped around inside and outside corners Installation of Adhered to the next stud. Lath should be fastened every six inches vertically on each stud or similar spacing on concrete wall Concrete Masonry Veneer surfaces.Do not end lath at corner framing.It is preferred that Prior to commencing installation of ACN1V,ensure that the lath fasteners do not penetrate through the exterior sheathing WRB and flashing are properly installed and integrated with between the studs. each other.Refer to the flashing details,referenced in this Alternate lath should be installed per the manufacturer's Guide,for detailing around windows,doors,through-wall instructions. penetrations,and ACMV terminations. Before installing ACMV,lay out a minimum of 25 square feet at the jobsite so there is a variety of sizes,shapes,and colors from Flashings/Weep Screeds/Casing Bead/ which to choose.Mixing ACMV sizes,shapes,textures and Movement Joints color will allow for variety and contrast in the design to achieve The weep screed should be corrosion resistant metal minimum the desirable finished project. 0.019-inch or No.26 galvanized sheet gage,or a plastic weep screed minimum 0.050;and with a minimum vertical attachment flange of 3 1/2"wide. Mortar Scratch Coat All flashing and metal detail pieces should be manufactured of After the lath is installed,apply a nominal 1/2"thick layer of corrosion resistant material. mortar over the lath,ensuring the lath is completely covered Verify that all flashing,including roofing kickout flashing, with mortar to allow for scoring of the surface.The mortar has been properly installed.Although roof flashings are not should be applied with sufficient pressure and thickness to fully part of the wall cladding system,they are necessary for proper embed the lath in mortar.Once the mortar is thumbprint hard, moisture management.Flashing material should extend above scratch(score)the surface horizontally to create the mortar horizontal terminations,roofing material,and drainage planes scratch coat. or drainage products. Moist curing the mortar scratch coat will help reduce cracking All flashing material should be integrated with water resistive and ensure proper hydration during curing.Before applying barriers to prevent moisture penetration into structure.The ACMV,the mortar scratch coat should be dampened so that the surface appears wet but free of standing water. WRB should overlap the weep screed flange. *Movement Joints-Do not install ACMV over these joints. Grouted Adhered Concrete Masonry Veneer Clearances Application •On exterior stud walls,weep screeds and other base flashings Tip: Installing ACMV from the top down will minimize should be held a minimum of 4"above grade or a minimum cleanup requirements. of 2"above paved surfaces such as driveways,patios,etc.This Prior to the application of mortar to the scratch coat or the minimum can be reduced to 1/2"if the paved surface is a back of the ACMV,the scratch coat and back of the ACMV walking surface supported by the same foundation supporting should be moistened so that the surfaces appear damp but are the wall. free of standing water. •On exterior stud walls where the ACMV continues down a The back of each ACMV should be entirely buttered with concrete or CMU foundation wall,and where a weep screed mortar to a nominal thickness of 1/2;Cover the entire back is incorporated into the wall-to-foundation transition,at the of the ACMV,not just the perimeter.Buttered ACMV should bottom maintain minimum 2"clearance from grade,or 1/2" be firmly worked onto the scratch coat and slid slightly back clearance from a paved surface. and forth or with a slight rotating motion to set the ACMV. •On exterior stud walls where the ACMV continues down a With the proper mortar mix,moisture content,and scratch CMU foundation wall,with WRB and lath installed down to coat preparation,the installer will feel the mortar start to grab the weep screed at bottom,maintain minimum 4"clearance within a few seconds of the setting movement process.At this from grade,or 2"clearance from a paved surface. point,no further movement of that ACMV should be made as •Where ACMV is applied over an exterior concrete or CMU bonding will be broken.If the ACMV is inadvertently moved wall,maintain 2"clearance from grade or 1/2"from a paved after initial set has begun,it should be removed,mortar scraped surface. off the back of the ACMV and scratch coat,and then reinstalled following the application process. •Over an exterior concrete or CMU wall that is not enclosing Grouting the joints should be completed only after there is conditioned space(e.g.landscape walls,pillars,columns,etc) maintain minimum 2"clearance from grade or 1/2"from a sufficient cure time of the installed ACMV units;when mild paved surface. contact will not break the bonding.Grouting may be done with Published January 19,2009 8 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2 Edition n �, x a i1 "°"'"`¢ ' , �� k� Q� "b °'� '�.�M1 !`s' , Masonry Veneer Manufacturers Association www.masonryveneer.org a grout bag,filling joints to the desired depth,ensuring that Hot Weather Application mortar is forced into all voids. Grout should be"thumbprint If the environmental conditions during installation exceed hard"before raking the joints.This curing time before the grout 90 degrees F(32 degrees C)additional water may be needed is ready will vary significantly with temperature and humidity. on the scratch coated surface and the backs of the ACMV Use a wooden raking stick or pointed tool to rake the joints being applied. Providing shade and/or frequent misting of the to the desired depth.Extra precaution should be taken while wall may be required. Consult with mortar manufacturer to raking so the surface of the ACMV is not damaged.Clean off determine if mortar mix hot weather mix options are available. remaining grout debris on the ACMV surface with a dry,soft Local building code hot weather methods should be followed. bristled brush. To prevent mortar smearing,DO NOT use a wet brush to treat uncured mortar joints. Cleaning the Adhered Concrete Masonry Veneer Tight Fitted Adhered Concrete Masonry Refer to ACMV manufacturer recommendations on cleaning Veneer Application and maintenance. Do not use harsh chemicals,such as acid,for cleaning,or use abrasive tools such as wire brushes or power The back of the ACMV and the scratch coat should be washers. moistened with the surfaces appearing damp but free of standing water. The back of each ACMV should be entirely buttered with Sealing Adhered Concrete Masonry Veneer mortar to a nominal thickness of 1/2"Cover the entire back Refer to the ACMV manufacturer for recommendations of the ACMV,not just the perimeter.Buttered ACMV should regarding the use of sealants or topically applied water or be firmly worked onto the scratch coat and slid slightly back graffiti resistant coatings. and forth to set the ACMV. With the proper mortar mix, moisture content and scratch coat preparation,the installer will feel the mortar start to grab within a few seconds of the setting movement process. At this point,no further movement Cautions of that ACMV should be made as bonding will be broken.If The following precautions should be taken to ensure a the ACMV is inadvertently moved after initial set has begun,it successful and durable ACMV installation. should be removed,mortar scraped off the back of the ACMV and scratch coat,and then reinstalled following the application •Do not subject ACMV to direct or frequent water contact. process. For example,avoid allowing sprinklers to directly spray Tight fitted ACMV should be applied from the corners toward onto the surface. Also,downspouts or drainage pipes the middle of a wall,and from the bottom toward the top of should be placed so that water is not frequently moistening the wall. the ACMV units. •Do not subject ACMV to contact with de-icing materials, salt,or other harsh chemicals. Prolonged exposure to these Cold Weather Application conditions may discolor the ACMV or result in surface damage. ACMV applications should be protected from temperatures below 40 degrees F(4 degrees C). The use of anti-freeze admixtures to lower the freezing point of the mortar is not recommended. Accelerating admixtures shall comply with C1384;accelerating admixtures containing calcium chloride are not recommended. ACMV pieces containing visible frozen moisture shall not be installed. The installation area should be sheltered and heated to keep the temperature above 40 degrees F(4 degrees C). Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition • Revised June 8,2010 9 ^.N F% :Iv,-iv ..",7 .e.:�, .,2 F ' 1'2. '' s `R 'a,1 5 *u'3° ' rc "ak. 7 cau +a* S. 'S'a + s r • r- », emu . ''' * Masonry Veneer Manufacturers Association www.masonryveneer-org Fig. 1. Wall Assembly EXTERIOR FINISH \\_ _ (STUCCO SHOuN) fr - ° (2) LAYERS WRB .4 �► _ ' LA FLA".,HOI1 OVER SCREED . '� __ IJ�EP SCREED OR ) l�� ` /�✓ CASA�ICs BEAD !OPTIONAL r�0 / � EXTEND WRB 1=R01'1 WALL BELOW �" MIN. ABOVE WATER TABLE rf �,� '� FLASHING f --- BEDDING SEALANT LINDER �� � �„ �� FLASHINCs r' I/� :♦ ,�� _ - �-,•- MORTAR SCRATCH COAT........../7 iiil ` ' ► ri .-° MORTAR SETTING BECK "� ,. ADHERED CONCRETE ;,,= ;e -41 MASONRY' VENEER s� r �� . 4 %`' j � MCR"=:R JOINT (WHERE USED)' tit, f (2) LAYERS WRB ! t r�7 II! , I _ _ LATH SHEATHING — BLOCKING (OPTIONAL) Published January 19,2009 10 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2^d Edition Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 2. Typical Wall Section WALL SYSTEM 111 ---SHEATHING tillto jr7( ____(2) LAYERS ups ° ' A 110. .. ki LATH i MORTAR SCRATCH GOAT - W-- _ MORTAR SETT?NG BED prig L ADHERED GO\GRETE iMASONRY VENEER tIVA 1 -410 6,4 , ,...iii MORTAR JOINT (WI-ERE USED) Will 1 c, ... INTERIOR '4 EXTERIOR . ' . 4 Note layering of sheathing,water resistive barrier,lath,scratch coat,and adhered concrete masonry veneer. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 1 -t—•.f- v...evu, r mY.y a�.4 '•.�=' xa v+.`"AH ^+Ake .��m.�¢<rr Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 3. Foundation Wall Base 1 r _ SHEATHING efrA -, (2) LAYERS 11.JRB 0." `11V 1 LATH -41 10 . MORTAR SCRATCH COAT AN ,,..., MORTAR SETTING BED,„,II% I• ADHERED CONCRETE MASONRY VENEER MORTAR JOINT (WHERE USED) cl. FLOOR PRAM ING _ Imin. LAP WRB OVER . PI WEEP SCREED FLANGE FOUNDATION WEEP SCREED 's' EXTEND ADHEf D CONCRETE li� - MASONRY VE\EER MIN. I" BELOu TOP OF FOUN: .1".- ON 2" MN. AT PA✓mss D I ( 4" MIN. AT GRADE P • SLOPE GRADE . D 2% MIN. ° D A/./../A//\'/.4 /,//://:: /A.;;;;'/ j�~ji` A minimum 4"gap is required at the base of the stud wall to grade and a minimum 2"gap is required at base of the stud wall to a paved surface. Published January 19,2009 12 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Masonry Veneer Manufacturers Association MVMA www.masonryveneer.org ��� Fig. 4. Foundation Wall Base - ACMV Overlapping Foundation • SWEATWINCs , 40 ro (2) LAYERSU LAT44 . MORTAR SCRATCW COAT MORTAR SETTING BED] W`' A r� ADHERED CONCRETE l I I 0..- -.. ... ..44.-I I I*-v°'- : _ „� AC+4 MASONRY E VENEER ---[... MORTAR JOINT (WI-WPM USED) ,a.„ ,,- I , -(2) LAYERS ;,.ARO, *1=1 t FL ASNING (6")glig 2 '1..... crui OR CONCRETE WALL a t> C �� WATERPROOFED a S I. (2) LAYERS W!� u_ Is ^ ' � GONtINUED (WHERE REGT'D) -,IJJ 4 LAP WRE OVER t> dint- I �"""' WEEP SCREW FLANGE t^, t' A i FOUNDATION WEEP SCREW t�I i ` ACMV may overlap foundation wall with careful installation of flashing and WRB.This installation may continue down foundation wall to grade clearance. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 13 A' Masonry Veneer Manufacturers Association -1 www.masonryveneer.org Fig. 5. Foundation Wall - Transition to ACMV Continuing Down Foundation S1-IEAT14INC: litor (2) LAYERS W 3 11*-41.4 / -LATH W.—A igit MORTAR SCRATCH COAT -40 410111174-, MORTAR SETTING BED [ fro-' 4*--4 0- .: : 0.- _4-4 I 4:). ' MASONRp CONCRETE MORTAR JOINT (I1,9-4ERE USED) _._.. LAP .LRB OVER FLASI-iING SILL SCREED FLANGE 1- . WEEP SCREED OR IN CASING BEAD (OPTIONAL) '� 1 BEDDINCs SEAL UNDER �' ;---LASHING WITH DRIP EDGE H �D _� FLASHING TRANSIT ION i — EXTEND MIN. t" BELOW a TOP OF FOUNDATION 1.^%0, cy) LATH (WHERE REQ'D) ~ MORTAR SETTINCs BED OVER D © `b MORTAR SCRATCH COAT A A • CMU OR CONCRETE WALL ...___ ___.4> . ACMV may continue down the foundation with the incorporation of a flashing transition with careful installation of WRB and flashing. Published January 19,2009 14 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition E ,sv _ & —,irr aim r- r�,,`.r7'i 4'14w".v e c v4r , -K yaS yr '4t f A Tritri" '4 " s ' ,:-: s ui Masonry Veneer Manufacturers Association www.masonryveneer.org _Q_ Fig. 6. Cladding Transition Nom., OTHER FINIsHms MAY 5E U5EQ --ExTERIOR CLADDING (SIDING U;t•1) '\ '4114. 11711 ' (I) LAYERS WR5 I EXTEND WR5,FROM WALL BELOW 6._Allik 11 6" MIN. ABOVE CLADDING TRANSITION FLASHIimhimprin! k' I WITH DRIP EDGE • J 'I E , I (OPTIONAL) ISEIDDING iiii,, _4 ris, ii, SEAL L.NryaR . , . , FLASHING l'ima: LATE-4 FASTENER ! OPTIONAADHERL CONCRETE MASONRY VENEER SUPPORT ANGLE Ap 3EREt CONCRETE 1~'91�,5C>?t+RY VE1 EE ? 1 MORTAR SETTING BED 1 A MORTAR SCRATCH COAT 0 0.- -4 0 0 grt --..,.___ _ (2) LAYE t 4 i.: RS'.� LATH 11110� ' ~-�. MORTAR JOINT (WWE USED, SHEATHING Flashing should be installed prior to the adhered concrete masonry.Water resistive barrier laps over the vertical leg of flashing for positive drainage.Optional support angle shown.Verify installation requirements with adhered concrete masonry veneer manufacturer. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2^'Edition Revised June 8,2010 15 • IYI MA Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 7. Outside Corner 1 SHEATHING i. � EATT INSULATION _ _ ` (2) LAYERS LIRE!, .___......--s ° � _ 'i LATH WRAP LATH ARU:.JV_, CORNER it .e TO NEXT FRAMING MEMBER y:-;, AND LAP LATH AT FR:="I\C3 ''EMBER 101°- .,it:;gpi 001W . 111 MORTAR SCRATCH COAT - ___—..MORTAR SETTNG BED i „. �" f C : - ADHERED CONCRETE MASOIRWT.' VENEER > \, r c `1ORTAR , OINT (WHERE J5E©) ADHERED 'CONCRETE MASONRY VENEER (1k)( I A_"ER\4TE SHORT d ENE RETURNS ABOVE AND BELOW AT CORNER :+mac (SHOWN DASHED ,,IP :'-' - a DOJBLE WRAP i1RB AROUND MEWCODER Ifo" MIN. - BOTH 512E5- —WALL SYSTEM AT CORNER Randomly alternate short end returns above and below at the corner. Lap lath around the corner to the next framing member. Published January 19,2009 16 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition . .• • Y Fig. 8. Inside Corner DOUBLE ,.,1E, =. wR.B ArcCJN -..,,,,,><,,,,,,...\ ,r . - COMER !6" Mt\. - BOTN S C%E5 K____ ---, \■,/ A�y -.A-4 - ` WRAP LA-0-1 AROUND CORNER \ 'take 'O NEx- RA"ING '-EMBER AND _4 , �..'I-I A- =RA,.-iv:: "'EMF:Ek 10/111j °� ADHERED CONCRETE MA50NR` vENEER ALTERNATE ENDS ABOVE A\D BELOW �r TO INTERwE;AvE CORNER f SHOWN C3A51-IE2) K/1 ff 4'cm ADI-IERED CONCRETE MASONR`' VENEER / "'OR-AR ,.0 NT f:;HERE USED) i� MORTAR 5CRA-C44 COAT - -. ' witz.3`¢w `^CR-AR SETTI\;r: BED LA--I i `s. "._ c 2)LAYERS WP213 SNEATHfNG Randomly alternate ends above and below to interweave the corner. Double wrap water resistive barrier around both sides of the corner. Lap lath to the framing at least 16 inches to the next framing member. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2^d Edition Revised June 8,2010 17 MVMA Masonry Veneer Manufacturers Association -Nor, www.masonryveneer.org Fig. 9. Horizontal Transition NOTE: OTHER FINISHES MAY 5E USED EXTERIOR SHEATHING (SIDING $HOU,N) -- (2) LAYERS WRB FLASHING- r PROVIDE END DAM AT FLASHING TERMINATION . I HORIZONTAL WOOD TRIM ' irrAll P (PRIMED) ir Ifi2 STRIP OF FLASHING - LAP C'YER wd FLASHING BELOW �'r fil BLOCKING FOR LATH EDGE R..... si AND FLASHING r FLASHING 9 # ' PROVIDE END DAM AT FLASHING TERMINATIObI X S I 0 BEDDING SEAL UNDER FLASHING wQ Arij t or CASING BEAD (OPTIONAL)OVER WRS I io tal ADHERED CONCRETE MASONRY VENEER MORTAR SETTING BED MORTAR SCRATCH COAT $111 illi- bM LATH (2) LAYERS iLRB • MORTAR JOINT (WHERE USED) SHEATHING Note flashing is lapped shingle-fashion with corrosion resistant sheet metal. A bedding seal is used under the corrosion resistant sheet metal next to the adhered concrete masonry veneer. Published January 19,2009 18 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition r Masonry Veneer Manufacturers Associate+ } ' " r r' _. www.masonryveneer.org Fig. 10. Vertical Transition - BLOCKING AT LATH EDGE- - BACKER ROD AND SEALANT - FLASHING BEHIND TRIM - EXTEND CASING BEAD AT SEALANT JOINT (OPTIONAL) UNDER ADJACENT FINISH AS REQUIRED FLASHING ADJACENT FINISH (2) LAYERS WRB - (I) LAYER UNDER FLASHING VARIES LAP (I)LAYER OVER FLASHING AND Ail CASING BEAD r laird.1 iriellAffir 'WV ( Air* PP 44.,Tii I L 7,A I . 0 AILI A lattift/Mall MP -min. - wt-7-" SHEATHING a WI WOOD TRIM (PRIMED) LATH SIZE AND PROFILE MORTAR 'SCRATCH COAT MAY VARY Sfg" MIN. ' LAP FLASHING MORTAR SETTING BED JOINT OVER CASING BEAD -ADHERED CONCRETE 6" MN. MASONRY VENEER MORTAR JOINT (WW-$ENE USED) Flashing extends under the adjacent finishes. A 3/8"minimum gap should be used between finishes. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2°d Edition Revised June 8,2010 19 r :IVIYIYI/i Masonry Veneer Manufacturers Association V- www.masonryveneer_org Fig. 11 . Open Eave - Overhang i .- —1–j I c,ik e EINI 1 • 13 0. • , • .ii woo p 1.......v . ____ . ADHERED CONCRETE MASONRY VENEER 11. Mr'l ill Qy ..4:-?- tit L Ili MORTAR SETTING BED Q MORTAR SCRATCH-I COAT u_ Inc!� 1 -0.4 liq MORTAR JOINT (WHERE USED) ili it LATH J E.s (2) LAYERS LAB SHEATHING Water resistive barrier should be in place prior to soffit installation followed by adhered concrete masonry veneer. Published January 19,2009 20 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition =.t,.; '''—`,.', . ,*,,.'. _ < „'4 ,#, . . =4, " , ", 'e arc 9 «_J f Masonry Veneer Manufacturers Association .°..�- ti- MVNIA www.masonryveneer.org t v Fig. 12. Open Eave - Flush • /ail i 4 ii,,,, - USE WOOD STOP OR IX FILLER BEHIND FASCIA OPTION: CASING BEAD OVER FLASHING • h, 4,,, aril *rw� 1 — .----_r— I° MIN. LAP OVER TOP OF IMI ° ADHERED CONCRETE MASONRY VENEER iii •I IF ILI;I NI« , ADHERED CONCRETE MASONRY VENEER,.„„• q Q �,,,1,, Lilli MOR`Z:R SETTING SED z ` MORTAR SCRATCH COAT - _ A At MORTAR JOINT (WHERE USED) LL LATH 1 (2)LAYERS LIMB SHEATHING Water resistive barrier should be in place prior to soffit installation followed by adhered concrete masonry veneer Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2" Edition Revised June 8,2010 21 .MVMA Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 13. Rake - Overhang rel I I I i (2)L MG OK = STRIP BEHIND TRIM - LAP OVER *Ma 1111 (2)LAYERS JAR"; AT !MALL P '0 CASING $EAR :OPTIONAL) Q O ' ADS-1ERED CONCRETE MASONRY VENEER MORTAR JOINT (WWERE JSED) • MORTAR SETTING 5ED Nt MORTAR 5CRATCI-1 GOAT .J I e. LATH (2) LAYERS WRB SNEATI-11NG The intent of these details is to limit exposure to wind driven rain. Published January 19,2009 22 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition ''� a"'xi;"F,F�^ C":'F` ,",'s�i ;''.' ..A§*r az'"p?�.. ._ "�`r'A'� ,; " .�� :§+ f." '", :�." � � ,Xh; ..ir ra s „dam. 47,Z L t Masonry Veneer Manufacturers Association www.masonryveneer.org v Fig. 14. Rake - Flush Air, .._ FLA1-IING OR STRIP 5ENIND TRIM LAP OVER 1.1)R3 AT WALL - / In MIN LAP OVER TOP O _ _ ...#..� AC+I�IEIEt7 CONCRETE MASONRY VENEER r M - _ � SACKER ROD AWE) SEALANT iiiiii9M6011,111= iv i 4 CASING Al,BE OVER (OPTIONAL) >Y (2)LAYERS MB Its " - Qua USE WOOD STOP ORI IX FILLER I3EHIPII) SOS-FASCIA ... ADHERED CONCRETE MASONRY VENEER t. MORTAR JOINT (UMERE USED) v d MORTAR SETTING SEE) MORTAR SCR.ATCI-4 COAT - LATH-I iidNilo. 'V.4 Ilk (2) LAYERS °,I-EATN11%* Note the use of backer rod and sealant. Published January 19,2009 Revised June 8,2010 2$ Installation Guide for Adhered Concrete Masonry Veneer,2^d Edition "° "'"1. Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 15. Side Wall - Composition Shingles --- ADHERED CONCRETE MASONRY VENEER MORTAR SETTING BED MORTAR SCRATCH COAT -• —1 MORTAR JOINT (WHERE USED) o LATH ._ BLOCKING FOR LATH EDGE AND FLASHING„,; (2) LAYERS WRB —, ,o. LAP OVER STEP FLASHING AND WEEP SCREED .11 STEP FLASHING: AT RAKE i PER ROOF MAMiFACtLiKE`C S RECOMMENDATION 1 ra WEEP SCREED J41 - LAP OVER — STEP FLASI-LING 1” MIN. - Z E ROOF TYPE MAY VARY --- --7 L COMPOSITION SHINGLE - i ROOF SHOWN \_,.�_ ROOF UNDERLAYMENT - __ a TURN UP AT SIDE WALL Water resistive barrier laps over step flashing and weep screed. Published January 19,2009 24 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition •• • _d. Masonry Veneer Manufacturers Associatio ' ' " ' ' " MVMA www.masonryveneer.org :•, ' Fig. 116. Side Wall - Composition Shingles Curbing ADHERED CONCRETE MASONRY 'VENEER --/ l 'i. _ 4 i - (2)_ (2) LAYERS LURE!, LAP OYER UJEEP SCREED AND COUN TERFL ASH ING ---.0 (iii 1 , ill BLOCKING FOR LATH EDGE AND FLASHING Z S' • • WEEP SCREED E • - COUNTERFLASHfNG - ›‘/ \'\ i - N. , STEP FLASHING AT RAKE 2 PER ROOF MANUFACTURER'S . f RECOMMENDATION N- r---- ROOF TYPE MAY VARY - E COMPOSITION SHINGLE ty ROOF 51-1Ot N ROOF UNDERLAYMENT - TURN UP AT SIDE LUALL'''''---- IX FILLER - SLOPE TOP This detail includes base trim. Note the counterflashing between trim and adhered concrete masonry veneer. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2^a Edition Revised June 8,2010 25 N #"�'" r.` %_ Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 17. Side Wall - Tile Roofing ADHERED CONCRETE MASONRY VENEER MORTAR SETTING BED 4 I' _ MORTAR SCRATCH COAT - LQ-a AAP- L BLOCKING FOR LATH EDGE AND FLASHING (2) LAYERS WRB LAP OVER WEEP SCREED WEEP SCREED - LAP OVER RAKE WALL FLASHING 2" MIN. ...sc. Z SIDE WALL FLASHING ...I t PER ROOF MANUFACTURER'S ill RECOMMEN©ATION RCC `vE .MA1' VARY -TILE ROOF .* SNOWW \--- ffOOF UNDERLAYMENT - TURN UP AT SIDE WALL Water resistive barrier laps over step flashing and weep screed. Published January 19,2009 26 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition d 1 .. . Masonry Veneer Manufacturers Association MVMA www.masonryveneer.org Q Fig. 18. Side Wall - Tile Roofing Curbing AG FRED CONCRETE MASONRY VENEER l'il i (2) LAYERS WR3 - LAP OVER WEEP SCREED AND FL ASH ING • WEEP 5CRE a • 1 ; • BLOCKING FOR LATH EDGE • AND FLASHING kik COUNTERFLAS4-ZING - E d / IX FILLER r� J SIDE WALL FLASHING PER ROOF MANUFACTURER'S RECOMMEND AT ION c, 10 / 11 4 ftf'lJll/II!//I ,. _ ROOF TYPE MAY VARY - - TILE= ROOF SHOWN ROOF UNDERLAYMENT - TURN UP AT SIDE WALL This detail includes curbing. Note the counterflashing between trim and adhered concrete masonry veneer. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 27 Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 19. Window Sill WINDOW FRAME PROFILE MAY VARY - REFER TO WINDOW MFRS. DETAILS FOR INSTALLATION AND FLASHING BEDDING SEALANT UNDER WINDOW FIN (IF REQ`D PER WINDO.0 MFG'S INSTRUCTIONS) AIR SE- \ BACKER ROD AND SEALANT roil,41 / CASING BEAD (OPTIONAL) �Z-1 IL SILL FLASHING UNDER 3�g" WINDOW FIN. LAP OVER WRB 1,107 ADHERED CONCRETE MASONRY VENEER WITH SLOPED TOP MORTAR SETTING BED MORTAR JOINT (WI-4ERE JSED 11 ADHERED CONCRETE MASONRY VENEER MORTAR SCRATCH COAT '4 Flit r` LATH WRB UNDER SILL FLASHING • SHEATHING Rough openings must be properly flashed prior to window installation. Tuck water resistive barrier under flashing at sill. Sill flashing should drain to the exterior of the primary WRB or to exterior of adhered concrete masonry veneer. Published January 19,2009 28 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Masonry Veneer www.masonryven- k Fig. 20. Window Jamb WINDOW FRAME PROFILE MAY VARY REPER TO WINDOW MFR'S.DETAILS FOR INSTALLATION AND FLASHING r` JAMB FLASHING UNDER WINDOW FIN / BEDDING SEALANT UNDER WINDOW FIN �` SHEATHING •-..A. 4 �� (2) LAYERS WRB SEAL EDGE TO FIN �,y. Y:1%14.7 ffj�c"."7—.�►� 'a! w+�a.. LATH H j 3 ' 71 MORTAR SCRATCH COAT MORTAR SETTING BED MORTAR JOINT (WHERE USED) ADHERED CONCRETE MASONRY VENEER BEDDING SEALANT UNDER WRB LAPPED OVER CASING BEAD CASING BEAD (OPTIONAL) LAP FLASHING OVER LEG BACKER ROD AND SEAL/41.4T Rough openings must be properly flashed prior to window installation. Backer rod and sealant between the window frame and the adhered concrete masonry veneer allows for movement between the dissimilar materials. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 29 MVMA Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 21 . Window Had SHEATHING (2) LAYERS: B LATH I_ •,,. • MORTAR SATCH C^A' - ...fp, MORTAR SETTING BEG 4 ADHERED' CONCRETE M4SO\R` VENEER x .� _ MORTAR JOINT (WHERE USED) _ ADHERED CONCRETE MASONRY VENEER KEY Q OR TRIM (WHERE OCCURS)12 d LAP WRB OVER E cx � - HEAD FLASHING AND SEAL EDGE Co ti ` DRIP SCREED OR CASING BEAD (OPTIONAL) iti i .t WPM. ���```..- HEAD FLASHING SET IN SEALANT .�� ':' ' (WIDTW TO COVER JAMB TREATMENT) BACKER ROD AND SEALANT BEDDING SEALANT UNDER W FIN WINDOW INDOW FRAME PROFILE MAY VARY - REFER TO U OlU MFR'S. DETAILS FOR INSTALLATION AND FLASHING Flashing and WRB installed shingle fashion may be complimented with self-adhered flashing to seal WRB to window frame. Published January 19,2009 30 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"'Edition "-4 3 c "s° •<,,,-, a, r711, - . .i. ?P;.iei T, amar ' + w,. s'� A7,TIT v �3 a �r MA I Masonry Veneer Manufacturers Association MV www.masonryveneer.org -NI;iiiir Fig. 22. Kick-Out Flashing ADHERED CONCRETE MASONRY VENEER • ROOFING MATERIAL �, (2) LAYERS WREi iiiv xA '�. _ __ LAP OVER SCREED AND r.° STEP FLASHING ,� / :_.,.........„...,. ..JEEP SCREED A0,f 1,104d116,_'4 STEP FLASHING AT ROO LAP OVER KICK-OUT FLAFING SHING TWO-PIECE • ri- -41 KICK-OUT FLASHING - SEAL OVER 4 l E YE L SH NG SHINGLE LAP ALL WALL r �'' ILASHING PIECES WITH WRB �1011114 !'1"• ''" ! ' - UNDERLAYMENT PER ROOF r MANUFACTURER 0 1, 4 ,,t44.,..,,,,, oPPF- �I i b,.. DRIP EDGE FLASHING .,;,,,,,,.. .......4 ® `,r,r �... � _-- WR3 STRIP BEHIND TRIM ' ` ' }��!+ LAP OVER WRB AT WALL Kickout flashing should be sized properly to accommodate thickness of ACMV. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 31 MVMA Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 23. Cricket --- ,doIIIIPPHIIIIIIN EXTEND CRICKET MIN. 2" � BEYOND CHASE TYPICAL CRICKET PER ROOF MANUFACTURER'S RECOMMENDATIONS • (2) LAY"E RS WR8 -.. WEEP SCREED . Q COUN-ERFLASHING I` (l) -. 4 J Z 4_ .. ADHERED CONCRETE y I MASONRY VENEER • OVER FRAMED WALL E\_,,RGENT OR CHIMNEY CHASE i ----- (2) LAYERS LURES EXTEND FLASHING 2" BEYOND CHIMNEY CHASE - EACH SIDE TO ACCOMODATE INSTALLATION OF 4 ADHERED CONCRETE MASONRY VENEER � SEE ENLARGEMENT 1I �'" '�� C..CI"(POSITION SHINGLE ROOFING '-- (OTPER ROOFING SIMILAR) V —. `---- UNDERLAYMENT OVER ROOF SUESTRA-E - LAP OVER CRICKET FLANGE A CRICKET - PROVIDE SHEATHING AND FRAMING VUFFOF AS NEEDED A cricket up-slope of a roof penetration,such as a chimney,helps direct water around the penetration. Published January 19,2009 32 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition o- +"af'�.: 1r ����t fVf��'3"'4'Y`y F-6*y�'�.,K '��S>b'f3"0h" ai,r,°�i+'F, flit-R+y'.�;rl'�^"P:."�y" ," Y,�a' s c ^�w%x3�"^6`�.��.,�.. 4��4�#^2o ^""r" #'.• Masonry Veneer Manufacturers Association M E www.masonryveneer.org V Fig. 24. Chimney Chase SOLID SUBSTRATE - _ METAL CHfl EY CAP(PER PLAN) SLOPE 1/4:12,MIN. ROOFING UNDERLAYMENT ---- 9" WIDE FLASHING OR WRd STRIP ....r __ -._ . r .."- LAP OVER MEI AT WALL 2IAIsiinsa, SHIM AS READ. ' IX OR 2X BLOCKNG AS RECUIRED t -111111111.1.1"- 1 . t t 3/4" STUCCO KEY OP r.1.0 USE WOOD STOP OR CASING BEAD OVER FLASHING 2X TRIM C4111NEY CHASE NOTES I"MIN. LAP OVER TOP OF 1 I�INTAIN MINIMUM ' ADHERED CONCRETE MASONRY VENEER l _EARANGE -4 Y plMENSION TO CLEAR OF GOMDUSTI @L& ,• A TOP OF ACM.V. MATERIALS I ADHERED CONCRETE MASONRY VENEER PER CHIMNEY ,II MANUFACTURERS ` MORTAR JOINT !WHERE USED) RE COMMENDATIONS / �� MORTAR SETTING BED x MORTAR SCRATCH COAT ` by LATH /�► f iti (2)LAYERS URB SI-EATHING • Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 33 •YM1/MA '. ..'" '.a . ... . ., �- Masonry Veneer Manufacturers Association r,. l.. www.masonryveneer.org Fig. 25. Column Base • MORTAR JOINT • . MORTAR SCRATCH GOAT • 1;:. 1s • .F t= EXTERIOR GRADE z i SHEATHING - MAINTAIN 1" MIN. I.� ABOVE CONCRETE WALL SYSTEM 0 '1 11"1111111 WEEP SCREED - I BEDDING SEAL UNDER �� . FLASHING I A minimum two inch clearance should be maintained at all sides of the base. All column materials to be exterior grade. Do not extend flashing past edge of ACMV for safety reasons. Published January 19,2009 34 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Fig. 26. Raised Column Base iii. , s € MORTAR JOINT • < "'>' MORTAR SCRATCH COAT — ',1, f A(' r EXTERIOR GRADE "°"" SHEATHING - MAINTAIN ?" Mit 4`f 'I ABOVE CONCRETE a. I M_ --- WALL SYSTEM RAISED CONCRETE PAD V' ' •• _ WEEP SCREED .. o ■ 1 MOOING SEAL l.�iDER -' t �,�. — �--.� t� ,�rif FLASHING I Effr°"°j — _ A , °) r N ° p , Adhered concrete masonry veneer may overlap the raised concrete pad,but a clearance of two inches should be maintained at all sides of the base. Do not extend flashing past edge of ACMV. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 35 Masonry Veneer Manufacturers Association www mason ryveneer.org Fig. 27. Fixture Penetration ...---INS ULATION rig(�JJ {MALL SYSTEM SHEATHING kikilte (2)LAYERS WRB• LATH BED EXTERIOR FLANGE�" IN SEALANT gliTill ' ... I ph _.. PLASTER RING 4 I . 6: 1 N li J, _ - _____ • -MORTAR SETTING BEG ADHERED CONCRETE MASONRY VENEER itilW "'4 I IJ MORTAR SCRATCH COAT - (2)LAYERS UJRB lel ___.__ h • MORTAR JOINT (WHERE USED) LATH N-FW..)R EXTERIOR Plaster rings should be affixed over the service box to bring the face of the box flush with the adhered concrete masonry veneer.Bed the exterior flange in sealant. Water resistive barrier should be installed snugly around the plaster ring flange. Published January 19,2009 36 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition L Masonry Veneer Manufacturers Association .. °°` www.masonryveneer.org Fig. 28. Pipe Penetration 0- AIIP i "--: ADHERED CONCRETE MASONRY VENEER OP- • MORTAR SETTING SED A i...0 MORTAR. JOINT (11.14•-IERE USE C I WI� ___- MCR-LR SCRATCH COAT - ret, BEE) 'EXTERIOR FLANGE Alliki f^ N. SEALANT t EXTERIOR l4C5E BB t . _ j A ---1 F oi.... 4 1 - WAAl LATH s '�°,,� (2)LAYERS II S .` f SNEATHIAiG ' 4 z WALL SYSTEM ,TER OR EXIEKQS Bed all covers,flanges,and escutcheons in sealant before fastening to the wall. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 37 mvMA Masonry Veneer Manufacturers Association `l www.masonryveneer.org Fig. 29. Dryer Vent Penetration ADHERED C CNCRETE MA50NRY VENEER 44 1 W _ MORTAR JOINT (ti,4IERE USED) 000 i MORTAR SETTING BED f: MORTAR SCRATCH COAT Ii DED EXTERIOR FLANGE IA! SEALANT k i a I _.4k„, 1 EXTERIOR DRYER VENT • 0 FUU ,i C r 1 LATH 4110._. I `_ (2) LAYERS IRE-3 1 SHEATHING I ill ��,., ", i WALL SYSTEM Bed all covers,flanges,and escutcheons in sealant before fastening to the wall. Published January 19,2009 38 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition .m= ',.: „r -a.. + �. 1 ,'c"�;*.„r fit - crax-; .'*i._ 'i€7 3 ',+".SR,347vs iw ra -'-,w 't r r 2 r �. Masonry Veneer Manufacturers Association - --, -- - - .. MVMA www.masonryveneer.org �r Fig. 30. Deck Termination lilLitioPP"" NI LATH MORTAR SCRATCH COAT - b.,. 411111 - MORTAR SETTSNG BED 1 ADHERED CONCRETE MASONRY VENEER MORTAR JOINT (WHERE USED) f ri (4)LAYERS WRB 115 LAP WRS OVER WEEP SCREED ./ . 1 OR FLASHING I 4 111111 il FLASHING OR i 01 WEEP SCREEO IN i J LiffilliEN OM Mil 010: 1 FLOOR SING _ LEDGER DECK FRAMING i ,r ADHERED CONCRETE MASONRY 4 ,>' /'K r MORTAR SETTING t�ED ..0 ? MORTAR SCRATCH COAT . >-<\-< _ (2) LAYERS WM l — LATW ,, w. ..., SI-BATWING N. • .5 r - Lap water resistive barrier over weep screed and floor framing to manage water intrusion. Provide gap between adhered concrete masonry veneer and decking for drainage. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 39 fir„ w.. MVMA •� -" �` � �" : Masonry Veneer Manufacturers Association www.masonryveneer.org Fig. 31 . Wall Cap - HERED CONCRETE MASONRY VENEER CAP IN MORTAR SETTING BED LEVEL SCRATCH COAT AT TOP OF WALL ' LATH OvER TOP OF WILL • . •:. .`' ' LAP OVER WALL LATH �.... 4' MIN. FASTati.l. T�4 N;4T .a ca :• VERTICAL WALL FACES ONLY . } . ! s -x4. orlr�r++ ^ s3. -�_�•*4:i®!!! —_ -FLASHING OVER TOP OF WALL :!f, � w�-II CONSTRUCTION. LAP OVER UA�3 2" MIN. � I SLOPING SOLID SHIM (e.g. BEvELED SIDING) a, . rt ADHERED CONCRETE MASONRY VENEER / .''' ! MORTAR SETTING BED :1 t MORTAR JOINT (WI-ERE REOV) ..:�. MORTAR SCRATCH COAT• _ ".� �` � _WRB(WHERE REQ'D) 1 A"'--"" BATHING . WALL SYSTEM LEE^ SCREE;. I i! i { �:1 { BEDDING 5E4L LADER 7441111111 1 A FLASHING _'— . p r.> , , 1 1 ' f n Lit A sloping solid shim should top the wall under the flashing and lath.Flashing should lap the top of the wall.Lath should lap over the top of the wall but be fastened only to vertical wall faces. Published January 19,2009 40 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition • Fig. 32. Wall Assembly - Optional Rainscreen System - Drainage System 1 � �(E �� f 0 j O' f / , , -. 4*--"" 1,,,----- ...-------- - ::. . i . , ,_ A=P- „7,---.: ,- ./ ....., , ...„-,--, - , , .r J �'�'�' //. l 111 ., ----i .,,- •Ns. Iff •/ . -•' 111 lit ....,. „..„ .„,--- ' '...1441100* *440 41011 ' i .,;_;;40.- • �. �Y VENEER •• MORTAR SETTING BED MORTAR 5GRATGH COAT ■. `''}ice, / e _ LATH al '... .-1;-.. .--, w LAYER UR3oR ■ MORTAR SCREEN DRAINAGE MEDIUM w vs .J' a ■ I. • !•- (1) LAYER WRS _-- -------SHEATHING A rainscreen system incorporating a drainage medium(drainage mat or formed polymer sheeting,etc.)on the exterior side of the primary WRB. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 41 ,af, .* ' 'r ra`t r a sol ry veneer Manufac ture facture ' = 7 on rh &_'v' ' g _ www.masonryveneer.org Fig. 33. Wall Assembly - Optional Rainscreen System - Strapped -gb...., --4,0''''°'<g°°..i..°°.____ / f y', _.- ill �� / /// / �� : �� /f i■r, i' / / 1 ! l J ,�ITf,/ 7 y f 4 , f+' ..� 1r/ / / /41 is I NI s s IN tie/ 0 0, . -' - __.F ---- __,,, .___) ‘j -- -- :_ , / / ariumti, / Ale- ___ , 0 _gam _.„.........i ,_ / Aid. . ..� = ,,, J ,- 1 i 11.---;**--......."1.-.---* ti ---`' I MASC\f?T' VENEER ti 4 „.1 ,..: 1-4E RE D CONCRETE / 1.1.7'-'--...,." :_ N %' MORTAR SETT'N6 SEC awe 1,::::.,- t_. ! _ MORTAR SGRATG GQt go 1101 . ■■i r. l T,_..,_,.__. P.T. FU RR i NG f•) .67 8' O.G. ■ �. _Al ER :RE GR �- .. r-CRTAR SCREEN ■ Ipt _A1"E F; wfi' 51-1E ATi-+I\G A rainscreen system of vertical strapping/furring creates a vertical gap between the primary WRB and the mortar screen/ WRB on the back of the scratch coat.*Furring fastened into framing and into nailable sheathing between framing. Published January 19,2009 42 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition "^'^4'4 aka ar ,sx°P - ' :1_ A5: ;,‘,,,,f:"1", t r F *§ v• k- .d a• '- x v � r+x " ams .' b ,* ; -':-"'•."-%.:i- , •Masonry Veneer Manufacturers Association ' " A www.masonryveneer.org �� �� Fig. 34. Foundation Wall Base - Optional Rainscreen System SHEATHING: t I,URB DRAINAGE MEDIUM Ow' lir MORTAR SCREEN/WRD 1 I�� LATH Illt,1_ MORTAR SCRATCH GOaT / 1 { �,, MORTAR SETTING BED 1 ADHERED CONCRETE �► MASONRY VENEER ' WWI' MORTAR JOINT (WHERE USED) q i1 . � r I/ q[..-, FLOOR FRAMING �f � LAP WRB OVER f } _ WEEP SCREED FLANGE 3` !' i 1+ • •`? DRIP SCREED OR Ii� r CASING BEAD (OPTIONAL) it !!F FOUNDATION WEEP SCREED- 1$ OR U.EEP SCREED 1 L EXTEND ADHERED CONCRETE r:,..11-,.,7,." ; , MASONRY VENEER MIN. I" BELOu TOP OF FOUNDATION 1} 2" MIN. .41 PAVING 4" MIN. AT GRADE Q D --)) SLOPE GRADE 2% MIN. The"Drainage Medium"of this wall section represents rainscreen products(such as drainage mats or formed polymer sheeting, etc.)or construction techniques(such as strapping or furring). Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2nd Edition Revised June 8,2010 43 MVMA Masonry Veneer Manufacturers Association - 10-6, www.masonryveneer.org Fig. 35. Typical Wall Section - Optional Rainscreen System ; 0 — -WAL= SYSTEM '110141 Si-IEAT-I ING 4 j LURES ;� DRAINAGE MEDIUM A .41100.- Al - 1,lg. , • !'' ° ..4. ■ go I LATH 1 MORTAR SCRATCH COAT - r: ► MORTAR SETTING BEG r.. A ;I ► ' ADHERED CONCRETE MO 1 / MASONRY VENEER , 44 : ► MORTAR JOINT (WHERE USED.) A .: 1 c 1 . ' • ;, .4;4' , ;► INT J IO ? 11 . EXTEIRIO, The"Drainage Medium"of this wall section represents rainscreen products(such as drainage mats or formed polymer sheeting,etc.)or construction techniques(such as strapping or furring). Published January 19,2009 44 Revised June 8,2010 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Masonry Veneer Manufacturers Associate• ' r" : `_ MVMA www.masonryveneer.org Yr 'r Fig. 36. Retaining Wall (CMU) APPLED LIQUID WATERPROCC COATING -GRAVEL BAGKFILL 2" MIN. AT GRADE APPROX.b'' ItDE V2" MIN. AT PAVING LANDSCAPE CLOTH- (OPTIONAL) I ADHERED CONCRETE!"tASONRI'.. AIPAre VENEER GAP W ~!CRT R SETTING SED r, /,� _=_vEL SCRATCH COAT AT orr iirli .� '' �+ TOP K WALL .� / ,,J""\ \\ I � MASONRY vEtvEER r F i�K \ - ;,,,.I4I i o MORTAR SETTING BED `� �j..{., �. /��/ E .. -`--MORTAR JOINT (1.LI-4ERE RE C.;D) �f ` it y 9sw f'`\c. `,oie, / i .Q i MI WALL SYSTEM .\\\-1100 ' 1 \ \."*.i. ig1031. 1 • \ ` .- In"MIN. AT PAVING ." / �* r . t 2" I"IITt.AT GRADE ti �,.. .- ,iii•,��� v \'--'<�`�/�\`',,� \ \,,.-\�'�'',\f•\\ �`� GRADE Adhered masonry veneer offers attractive aesthetics to retaining walls. Published January 19,2009 Installation Guide for Adhered Concrete Masonry Veneer,2"d Edition Revised June 8,2010 45 Senergy Typical Details Sentry Stucco Plus Wall System Premium cement plaster stucco with a fluid applied air/water-resistive barrier a • s 1. Typical Sentry Stucco Plus Wall System with Steel Framing 13.Typical EPS Shape Application 2. Typical Sentry Stucco Plus Wall System with Wood Framing 14.Typical Termination at Soffit/Gable End 3. Typical Sentry Stucco Plus Wall System with CMU 15.Typical Termination at Foundation 4. Typical Surface Control Joint 16.Typical Kick-out Flashing 5. Typical Expansion Joint 17.Typical Termination at Deck 6. Typical Drainage at Floorline 18.Typical Coping 7. Typical Clad Window Jamb 19.Typical Corner Bead 8. Typical Clad Window Head 20.Typical Downspout Application 9. Typical Clad Window Sill 21.Typical Pipe Penetration 10.Typical Primed Window Head 22.Typical Light Fixture 11.Typical Primed Window Jamb 23.Typical Dryer Vent 12.Typical Primed Window Sill • µ BASF The Chemical Company Senergy® TYPICAL SENTRY STUCCO PLUS WALL SYSTEM WITH STEEL FRAMING Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. • Basic requirements for water-resistive barrier: - Senershield-R'with one layer minimum Grade D • ' FRAMING• *. as slip sheet. '1" , - t ACCEPTABLE SHEATHING• - Wood based sheathing requires two coats of :!� 1i i f I',;,.: - SENERGY FINISH Senershield-R prior to installation of slip sheet. $. I Il i i, �•,,✓7 — SENERGY BASE COAT - Comply with applicable local building code. ' Ili I'e�,+,X,w+ - SENERGY REINFORCING MESH• ,C7",":.•,, 1 I 2 1- (OPTIONAL) r tl) 41,L.:,..1 .l l - - STUCCOBASE y� MIN 314•-MAX.718' 1 ✓' 4 - - PERMALATH 1000 OR 3.41W d ro I j.' F'SL ` EXPANDED METAL LATH sg Y N BUILDING PAPER TO SERVE l lt n 1 AS SLIP SHEET• �- - ..) SENERSHIELD-R b, :• (•(•by others) t SSP-01 1210 TYPICAL SENTRY STUCCO PLUS WALL SYSTEM WITH WOOD FRAMING Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. • Basic requirements for water-resistive barrier: r� - Senershield-R'with one layer minimum Grade D < FRAMING• as slip sheet.It can be sprayed to a 20-mil I I ' - ACCEPTABLE SHEATHING• thickness in one application. it ,w3p — SENERGY FINISH - Wood based sheathing requires two coats of �� Senershield-R prior to installation of slip sheet. +a6: ill SENERGY BASE COAT - Comply with applicable local building code. 1 SENERGY REINFORCING MESH ,,,,/ , ,4 W ), I �'� (OPTIONAL) 7 Jill `4' STUCCOBASE 9 x - MIN.3/4'-MAX 718• ••_• • �) • s"•._ PERMALATH 1000 OR 3.41b/sq yd • „/'- t•. EXPANDED METAL LATH .' ell • - BUILDING PAPER TO SERVE AS SLIP SHEET• A ! ' SENERSHIELD-R C by others) L: e b SSP-02 1210 • SENTRY STUCCO PLUS TYPICAL SENTRY STUCCO PLUS WALL SYSTEM Notes: WITH CMU •Verify all materials are installed in accordance with installation instructions and applicable code. •Basic requirements for water-resistive barrier: , .....,, - Senershiek-R®with one layer minimum Grade D as slip sheet. ------",:-•-, .-' - Multiple coats of Senershield-R may be , .„.„ _„..-,)- CONCRETE MASONRY UNITS• required to achieve a pinhole free application. ---:-- _,...--„"--- ,. ; •* ' ; - SENERSHIELD-R - Comply with applicable local building code. --PERMALATH 1000 OR 14 lb/sq yd ' ■•;t°' .---- - EXPANDED METAL LATH • .oi,:'' 5:- ..`. - STUCCOBASE .....'''(>:-''''--, 1, t ;: r.,...., `,";: : MIN 3/4"-MAX 7/8' 4":::':-."t7.::, '1 SENERGY BASE COAT ', ..,-,1` ',.7.i'''' .-1 t`,./ C '''.....-''' ''',..,..-. —SENERGY REINFORCING MESH , ,„. ..;17- ' ,,, iI;r-:; A_;' I (OPTIONAL) ' ' ' ' - :10/' •''r'":=.:-4-'i:-.?....-".' SENERGY FINISH COAT ''' ',,,./ _.;:-...'.- ' ' (•by others) .,,,. q+1 IV. SSP-03 1210 TYPICAL SURFACE CONTROL JOINT Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. • Provide control joints at a iiiaximurri 13.4 sq.m. .-, (144 sq.ft)and placement as determined by the design professional. ....,. . • Install per requirements of ASTM C1063. . „- it' i ---:-.. ..'. •,.. ', FRAMING• • Lath must be broken at the joint accessory. . -.'!''' .i ' -:::-‘:;:;•:i:f ,, 2- ACCEPTABLE SHEATHING• Y' - ' 2' SENERSHIELD-R .." ..- •- . . BUILDING PAPER TO SERVE "' • ''' - '--,, . AS SLIP SHEET '-'-, ' 4. :', • - .: '4 ''''''''''''',—. 9.N''''":.! •r-:: , 7- ' ' PERMALATH 1000 OR 3.4 lb/sq yd EXPANDED METAL LATH 4 SURFACE CONTROL JOINT• , .,.,...,;,.. , , STUCCOBASE ' '°: '.-' .' . MIN 3/4'-MAX 7/8' j ;;', •• • ‘• SENERGY BASE COAT •,;•',..' ' j; . , . r . SENERGY REINFORCING MESH (OPTIONAL) r.% . L21:--- -- SENERGY FINISH COAT , ' • 1 iji .;t2' cr by others) ;AV SSP-04 1210 Senergye TYPICAL EXPANSION JOINT Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. .; FRAMING • Install expansion joints in the system at all �`, ..l, ACCEPTABLE SHEATHING' changes in substrate,through existing expansion ' -1 SENERSHIELD-R joints,and where movement is anticipated. ;Q• ,+i '. –� --BUILDING PAPER TO SERVE It is the sole responsibility of the design n ,,+ 4,- AS SLIP SHEET• professional to determine specific expansion '` ,/ i5Y' ' ,,',.'"••,,- PERMALATH 1000 OR 3.416/sq yd joint location,placement and design. t 1.4-:‘,..---z. EXPANDED METAL LATH • Install per requirements of ASTM C1063. 0....r,• STUCCOBASE • Lath must be broken at the joint accessory. •. r MIN.3/4'-MAX.718' .1 1■,j".0 —BACK TO BACK CASING/STOP BEAD y/,i: --if w/BACKER ROD AND SEALANT' hr,..;�a -_ -SENERGY BASE COAT _ SENERGY REINFORCING MESH a+ , jtil +. - (OPTIONAL) Y ;1: SENERFLASH W/FLASHING PRIMER h►o`#' }j± -,ENERGY FINISH COAT P tt' I by others) SSP-05 1210 TYPICAL DRAINAGE AT FLOORLINE Notes: •Verify all materials are installed in accordance FRAMING• with installation instructions and applicable code. ,y,:.-- i ACCEPTABLE SHEATHING• •Water-resistive barrier shall be installed over•- —SENERGY FINISH flashing. ' —SENERGY BASE COAT •Water-resistive barrier shall be installed up and L behind flashing before terminating. STUCCOBASE MIN.3/4•-MAX.7/8' • Provide end-dams at flashing terminations as �' required. •„ PERMALATH 1000 OR 3.410/sg yd .9+F Y.= v EXPANDED METAL LATH • Lath must be broken at the joint accessory. = ty. roil IMO PAPER TO • It is recommended that a means for drainage is• L::: -C, + SERVE AS SLIP SHEET' provided at every floor. . ' SENERGY SHEATHING FABRIC■ `'C k� 8 EMBEDDED IN SENERSHIELD-R j. / >G y CASING/STOP BEAD' f <- ,'r r,. —FLASHING' II � , 0 `' — BACKER ROD AND SEALANT *A . l (WIDTH PER DESIGN)• ,.1",',:'' rl 1•h='g • ... !9, SENERGY REINFORCING MESH (OPTIONAL) k,; w —CASING/STOP BEAD' wu t+ --- SENERFLASH W/FLASHING PRIMER -- - -- -- —SENERSHIELD-R (*by others) SSP-06 1210 SENTRY STUCCO PLUS Notes: TYPICAL CLAD WINDOW - JAMB •Verify all materials are installed in accordance with installation instructions and applicable code. - - FRAMING' •Ensure water-resistive barrier is properly applied ---ACCEPTABLE SHEATHING' into the rough openings in accordance with ---- SENERSHIELD-R application guidelines.See Air/Water-Resistive/ . ' ''Y- , ,- -` _ SENERGY SHEATHING FABRIC , Vapor Barrier Application Guidelines technical `. ;,,,-,,, 1 EMBEDDED IN SENERSHIELD-R bulletin. i x � nr P •.." WINDOW FLANGE' l 3°�� � � s t BUILDING PAPER TO SERVE t r AS SLIP SHEET' 1 - -PERMALATH 1000 OR 3.4 Ib/sq yd , ',0,10''' EXPANDED METAL LATH y„*u ' , CASING/STOP BEAD' a Pr?, or"' d ,, ., STUCCOBASE• ' I 7"„,0i- ,� .. MIN.314'-MAX.718' .y\ : '1--SENERGY BASE COAT I.- _T SENERGY REINFORCING MESH - -•` - (OPTIONAL) ,� -' : —_ - - SENERGY FINISH COAT i, ---- BOND BREAKER OR BACKER ROD AND SEALANT' 1 - — WINDOW' /- (•by others) SSP-07 1210 Notes: TYPICAL CLAD WINDOW - HEAD •Verify all materials are installed in accordance with installation instructions and applicable code. , r` --.FRAMING' • Ensure water-resistive barrier is properly applied -`•=� ACCEPTABLE SHEATHING' over the head flashing.See Air/Water Resistive/ - „,y -I ...Tr---SENERGY FINISH•Vapor Barrier Application Guidelines technical �` ` , ',..a---SENERGY BASE COAT bulletin. s*".;,• t y --STUCCOBASE •Provide end-dams at flashing terminations. ti , , ..,r, MIN 314'-MAX 718' t� c ' - ,,(":, --PERMALATH 1000 OR 3.4 lb/sq yd - " ,. EXPANDED METAL LATH ,, A„^, .,. S r - -SENERGY REINFORCING MESH �� i Aar ' ' I ((11+I IIINAI) -F ...1-2-4;...1-2-4; —BUILDING PAPER TO SERVE AS SLIP SHEET' ii 1111 i '. ~ ' SENERSHIELD-R `• ii '� ^� f� tl) 3 7- -�- —SENERGY SHEATHING FABRIC > ' it EMBEDDED IN SENERSHIELD-R .. .. , !. , ,; --- ..— - ---CASING BEAD' ll 4 4 --FLASHING' '4yr - j —WINDOW FLANGE' \a t f \ f --BACKER ROD AND SEALANT' r" f ---� WINDOW' ,,.• . ('by others) SSP-U8 1210 • Senergy® TYPICAL CLAD WINDOW — SILL Notes: •Verify all materials are installed in accordance r //A with installation instructions and applicable code. •Ensure water-resistive barrier is properly applied over the head flashing.See Air/Water-Resistive/ "' Vapor Barrier Application Guidelines technical ��{�,�" APP — WINDOW• bulletin. "' WINDOW FLANGE' "� t j -BACKER ROD AND SEALANT• +'-'"111111474 / % ' CASING BEAD' �,4 r 3 SENERGY SHEATHING FABRIC 4 ,N}„ EMBEDDED IN SENERSHIELD-R s, .' SENERGY FINISH r ' /i�• �� SENERSHIEL0.R v,",`1 BUILDING PAPER TO + SERVE AS SLIP SHEET• 1 � 1i. ?)' t - PERMALATH 1000 OR 3 4 Ib/sq yd I, 1 !,j .t EXPANDED METAL LATH n• "'"° ifij ' 1 t - °;•,;:I SMTINUC3/C4?-MAX.71B' 0'/. '1 t+£•. a A j j - SENERGY BASE COAT ere' - - SENERGY REINFORCING MESH (OPTIONAL) ACCEPTABLE SHEATHING• FRAMING• )•by others) SSP-09 1210 TYPICAL PRIMED WINDOW — HEAD Notes: � .. •Verify all materials are installed in accordance �" •f ---, with installation instructions and applicable code. :.r �F of ACCEPTABLE SHEATHING• • Ensure water-resistive barrier is properly applied -0,,` ,-, ''^ SENERGY FINISH over the head flashing.See Air/Water-Resistive/ +•:• ' Vapor Barrier Application Guidelines technical M --'- --SENERGY BASE COAT bulletin. M HG 4 MAX 7/8• • Provide end dams at flashing terminations. 17 H -..4,`, PERMALATH 1000 OR 3.4 Ibrsq yd n EXPANDED METAL LATH N t S- w:, `''F -DCNCRGY RCINFORCING MCSI I (OPTIONAL) 11** (ri , ',- .—BUILDING PAPER TO SERVE AS SLIP SHEET E i i s p-•' —SENERSHIELD-R +i Pr`, l 0■ SENERGY SIIEATI IING FABRIC aM EMBEDDED IN SENERSHIELD-R •. - CASING BEAD• .y�- - - - - FLASHINU -.•,e.. _ _ SEALANT• ' FRAMING' ----- WINDOW• i•by other$) SSP-10 1210 • SENTRY STUCCO PLUS Notes: TYPICAL PRIMED WINDOW - JAMB •Verify all materials are installed in accordance with installation instructions and applicable code. • Ensure water-resistive barrier is properly applied FRAMING' into the rough openings. ACCEPTABLE SHEATHING• x r- '. SENERSHIELD-R V "' ,.,' SENERGY SHEATHING FABRIC '4 EMBEDDED IN SENERSHIELD-R E.' BUILDING PAPER TO SERVE AS SLIP SHEET' t !( I' PERMALATH 1000 OR .4 dsq yd 4 / EXPANDED METAL LATH e a'1■.r X °'P CASING/STOP BEAD• - 4; ST 3/4'- A MIN.3!4'-MAX.718' SENERGY BASE COAT SENERGY REINFORCING MESH(OPTIONAL) SENERGY FINISH COAT BOND BREAKER OR BACKER ROD AND SEALANT• "L WINDOW' i u� (•by others) 1 L...-' SSP-11 1210 Notes: TYPICAL PRIMED WINDOW - SILL •Verify all materials are installed in accordance with installation instructions and applicable code. .. •Ensure water-resistive barrier is properly applied _- into the rough openings. WINDOW' +. - -SENERGY SHEATHING FABRIC ' :T r it '" r j EMBEDDED IN SENERSHIELD-R it £%--� BACKER ROD AND SEALANT• . er i b r• yr-,, -`Y iL. y ;1S CASING DEAD' �� ",-.<,k �A. I• tr r;. L•: '-.---SENERGY FINISH■' 11 # c" --1---SENERSHIELD-R !:,114 .) 'r:. `y.. • 0),...' ,r' 'i { r; �. .i , BLDG.PAPER TO SERVE AS SLIP SHEET• P _ .- PERMALA 3.41b;sq yd -4 :i.l EXPANDED TH METAL7000 OR LATH _ -STUCCOBASE r`.- e..,•, �,3 i MIN,3/4'-MAX.7l8' I4'''.:;),•,' j�; ---`7 -SENERGY BASE COAT • 4 • %� SENERGY REINFORCING MESH(OPTIONAL) dy,....iii t �..- - - ACCEPTABLE SHEATHING• 4�t"f A: r AMINO' 4.'10 ' ' r by others) SSP-12 1210 • Senergy® TYPICAL EPS SHAPE APPLICATION Notes: •Verify all materials are installed in accordance FRAMING• with installation instructions and applicable code. - • Overlap reinforced base coat onto StuccoBase a -p 4` ....e.''-- -- -. --ACCEPTABLE SHEATHING' 4 > ; minimum of 76 mm(3"). SENERGY FINISH COAT •On horizontal projections greater than 25 mm(1'') MN 54•BASE maintain a minimum 6:12 slope. _ MIN.314'-MAX.7/8' BUILDING PAPER TO SERVE AS SLIP SHEET• ' E No 3u , 16 MIN. r , ,-----,•---- SENERGY BASE COAT ! — +— - EPS AESTHETIC BAND ADHERED w/ • �' SENERGY ADHESIVE/BASE COAT --*+- SENERGY REINFORCING MESH EMBEDDED ,L .. ,, .bV^ IN SENERGY BASE COAT ?J SENERSHIELD-R ( •;, .,--�— PERMALATH 10000R 3.41blsgyd ' A t EXPANDED METAL LATH �,,�y i •,. 3 N .' I,^ ('by others) SSP-13 1210 TYPICAL TERMINATION AT SOFFIT/GABLE END Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. •Lap frieze band a minimum of 50 mm(2")over — -- FRAMING• the Sentry Stucco Plus Wall System. ..r w;. —ACCEPTABLE SHEATHING• 4 , ?.' "- BLOCK IN G' 4 � � A,Z r''-„ . '''" ,�✓' SOFFIT' : 0 : -7 d -TRIM• ',' I --FRIEZE BAND• .7-= CASING'S I OH BEAD' 4 r i a i■I,. ;„, 9f -- - SENERGY FINISH COAT +''.'.f ' ry '•yl - �� )t- — - BLDG.PAPERTOSERVEASSLIPSHEET• STUCCOBASE i MIN.314'-MAX.718' A.iA" ,,' — - SENERSHIELD-R \•.;,Syr•. i SENERGY BASE COAT A. . SENERGY REINFORCING MESH(OPTIONAL) \ PERMALATH 1000 OR 3.4 lb/sq yd EXPANDED METAL LATH (•by others) SSP-14 1210 SENTRY STUCCO PLUS Notes: TYPICAL TERMINATION AT FOUNDATION •Verify all materials are installed in accordance with installation instructions and applicable code. •Per ASTM C1063 terminate the stucco wall system a minimum of 100 mm(4")above raw FRAMING earth and 50 mm(2")above paved surface. �j -'--1;—ACCEPTABLE SHEATHING• •Water-resistive barrier shall be installed over —SENERGY FINISH weep screed flange. SENERGY BASE COAT -----—�--SENERGY REINFORCING MESH 2;' I�..14. (OPTIONAL) - `A'! STUCCOBASE MIN.3/4'-MAX.718' • � —PERMALATH 1000 OR 3 4 Ib/sq yd - EXPANDED METAL LATH • -( yyyy,,,, — "-et BUILDING PAPER TO SERVE ig `..i AS SLIP SHEET' •: —SENERSHIELD-R --- - —SENERGY SHEATHING FABRIC EMBEDDED IN SENERSHIELD-R — —FOUNDATION WEEP SCREED• — —FOUNDATION• 1 MIN. 1'by others) 25 mm(1'): SSP-15 1210 Notes: TYPICAL KICK-OUT FLASHING •Verify all materials are installed in accordance with installation instructions and applicable code. * --- ACCEPTABLE SHEATHING• •Terminate stucco wall system a minimum of <' .. t t•r • SENERGY FINISH• 50 mm(2°)above roof. • .1 "--,—SENERGY BASE COAT• • Ensure step flashing is a minimum 50 mm(2") � I r SENERGY REINFORCING MESH behind Sentry Stucco Plus Wall System. I • $ - _ (OPTIONAL) •Kick-out flashing a minimum 100 mm(4")in STUCCOBASE height. — MIN 3)4'-MAX.7)8' •Kick-out flashing shall be angled a minimum PERMALATH 1000 OR 3.4 lb/sq yd 100°with seams sealed or soldered. PM, EXPANDED METAL LATH •Ensure a means for drainage is provided at BLDG.PAPER TO SERVE AS SLIP SHEET' system termination at roof. SENERGY SHEATHING FABRIC ',i ",l `•, "�, EMBEDDED IN SENERSHIELD-R - ` CASING BEAD w/WEEP HOLES' �'• STEP FLASHING• !j"!f ROOF SHINGLES' . BACKER ROD AND SEALANT' KICK-OUT FLASHING• —GUTTER' y ('by others) SSP-16 1210 Senergy TYPICAL TERMINATION AT DECK Notes: •Verify all materials are installed in accordance FRAMING' with installation instructions and applicable code. y - - , -- ACCEPTABLE SHEATHING' •Water-resistive barrier shall be installed over f' j.F - -- PERMALATH 1000 OR 341hIsq yo flashing. A, I EXPANDED METAL LATH •Water-resistive barrier shall be installed up and •i• • I.. --- —SENERSHIELD-R behind metal flashing before terminating. '� - t SENERGY SHEATHING FABRIC • Provide end-dams at flashing terminations as .�M -"�r EMBEDDED IN SENERSHIELD-R required. 1 `-'- - CASING/STOP BEAD• Q ." `"° METAL FLASHING' MIN.50 mm (2') "' v i SEALANT' 8 - -- DECKING AND FRAMING' MIN.25 mm ' -: ,I'_� /"'''./ (1') - ;. -- JOIST' BOND BREAKER OR BACKER ROD s< .-- ,,,:- ,' AND SEALANT' —CASING/STOP BEAD' 0 4 --- - SENERGY FINISH COAT SENERGY BASE COAT SENERGY REINFORCING MESH (OPTIONAL) STUCCOBASE MIN.3/4'-MAX.7/8' BLDG.PAPER TO SERVE AS SLIP SHEET' ('by others) SSP-17 1210 TYPICAL COPING Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. METAL COPING• •Extend coping a minimum of 50 mm(2")on to ,--,'- face of Sentry Stucco Plus Wall System and seal CLEAT' drip edge. --- / ROOFING MEMBRANE�,,v, - •Water-resistive barrier shall be installed up and I�; 1x TREATED NAILER AND PLASTER over the top and extended down the other side. I STOP,INSTALL PRIOR TO •h STUCCOBASE INSTALLATION• #r;,,. a SEALANT'• y q ��� r ��''o-�-'r—SFNFRI:Y FINISH COAT f ,� y ;.f SENERGY BASE COAT ? ' ' ~ SENERGY REINFORCING MESH OPTIONAL MIN.50 mm �t?. Ir, (OPTIONAL) o1'I.` (2') - ` - e —STUCCOBASE .1 `, MIN.3/4'-MAX.7/8' 1 ' ' vs PERMALATH 1000 OR 3.41b/sq yd EXPANDED METAL LATH S'8 --- BLDG.PAPER TO SERVE AS SLIP SHEET' - - SENERSHIELD-R \'''`.,,,,,, FRAMING' ACCEPTABLE SHEATHING' ('by others) SSP-18 1210 SENTRY STUCCO PLUS Notes: TYPICAL CORNER BEAD •Verify all materials are installed in accordance with installation instructions and applicable code. •Attach corner bead over plaster base. FRAMING' •Water-resistive barrier shall be installed continuous ACCEPTABLE SHEATHING' around corner a minimum of 305 mm(12"). !!f,t,. - SENERGY SHEATHING FABRIC � (j} 1;c,, EMBEDDED IN SENERSHIELD-R •Corner bead shall be filled solid with StuccoBase, "t SENERSHIELD R as required. PERMALATH 1000 OR 3.4 Iblsq yd EXPANDED METAL LATH BLDG.PAPER TO SERVE AS SLIP SHEET• x STUCCOBASE iicij MIN.314' MAX.718' --„,t4.0. „,t` ..i - CORNER BEAD OR CORNER AID 4R7 � i J I .14., y.. REINFORCEMENT• "% Ii SENERGY REINFORCING MESH(OPTIONAL) Er• '- S 3 S ,6R, , S SENERGY BASE COAT s• - ia :"4'°” ::',4-�0; SENERGY FINISH COAT �„ �. $,... (•by others) x 1 '� ,R Y S kC.;;y SSP-19 1210 Notes: TYPICAL DOWNSPOUT APPLICATION •Verify all materials are installed in accordance with installation instructions and applicable code. •Properly seal all penetrations through the stucco wall system. -.4111 —FRAMING' ACCEPTABLE SHEATHING• SENERGY FINISH COAT •' 4 t DOWNSPOUT' �,"1e a„ - L t"'*f'L� - SI FFVF• '�.,.' •'✓ SEALANT' ....^:..e"---.... ' ` FASTENER SET IN SEALANT• -ro—DOWNSPOUT STRAP' ~LL-- ..,.„,,'..J'..... ..---'/ STUCCOBASF ii. MIN.3/4'-MAX.7/8' 4 PERMALATH 1000 OR 3.4 Iblsq yd ;Al; 1 j:tp T. ,, - i..:.' _..1 hRl'ANUhU METAL LAIII f +' ' , BLDG.PAPER TO SERVE IF �.. AS SLIP SHEET' SENERSHIELD-R ('by others) SSP-20 1210 Senergy® TYPICAL PIPE PENETRATION Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. • Properly seal all penetrations through the stucco `'-.„, - FRAMING' wall system. ��, xis $ �' ACCEPTABLE SHEATHING' �„r,° ,0'4 { PERMALATH 1000 OR 3.4 lb/sq yd EXPANDED METAL LATH l ,," STUCCOBASE "i)� /°0,10;. ' MIN.3/4'-MAX.7/8' 1 ',d'°° —SENERGY REINFORCING MESH a ftr "+ j34.I (OPTIONAL) y« 4,,,,'.. ` '• ,?a —SENERGY BASE COAT At,l ' r • '1Ci „ --SENERGY FINISH COAT �, ,t .:Ott--� SEALANT' ( �" , y SEALANT AT PERIMETER OF `'• • ��MM PENETRATION' "*k J\.'. -/ --BLDG.PAPER TO SERVE AS SLIP SHEET' A. - --SENERSHIELD-R ,�1� 7 ' (•by others) SSP-21 1210 TYPICAL LIGHT FIXTURE Notes: •Verify all materials are installed in accordance with installation instructions and applicable code. • Properly seal all penetrations through the stucco ---- ---- FRAMING' wall system. --ACCEPTABLE SHEATHING' 4* ° i .) BLDG.PAPER TO SERVE AS SLIP SHEET' : ( 1 411P7",-,,I PERMALATH 1000 OR 3.4 lb/sq yd EXPANDED METAL LATH 4 '( 1 -°a''; ;rrys" STUCC08ASE MIN.314'-MAX.1/8' SENERGY REINFORCING MESH (OPTIONAL) ,.. --'';'-'1 t'' , ''- SENERGY BASE COAT CASING/STOP BEAD' SENERGY FINISH COAT — SEALAN I• r LIGHT FIXTURE' SENERSHIELD-R :"�"' r f tf" F C.by others) SSP-22 1210 SENTRY STUCCO PLUS Notes: TYPICAL DRYER VENT •Verify all materials are installed in accordance with installation instructions and applicable code. FRAMING' • Properly seal all penetrations through the stucco / ACCEPTABLE SHEATHING' wall system. STUCCOBASE MIN.3/4'-MAX.718' SENERGY REINFORCING MESH , � �,0,0f.f. aa,, (OPTIONAL) 4 4° Sd� �� ,,/ire: SENERGY BASE COAT SLEEVE• 1. ,' SEALANT• 4f i I i — - FASTENER SET IN SEALANT• s ( DRYER VENT' +I SENERGY FINISH COAT -I 1 • _-PERMALATH 1000 OR 3.4 1Wsq yd % EXPANDED METAL LATH , - -—BLDG.PAPER TO SERVE AS SLIP SHEET• - - —SENERSHIELD-R rbyot us) SSP-23 1210 COMcheck Software Version 3.8.0 11111°84 Exterior Lighting Compliance Certificate Oregon Energy Efficiency Specialty Code Section 1: Project Information Project Type: New Construction Project Title: Red Rock Center Exterior Lighting Zone: 4(High activity metropolitan commercial district) Construction Site: Owner/Agent: Designer/Contractor: SW 72nd Ave.at SW Dartmouth St. Doug Fry Steve Watkins Tigard,OR 908 Deborah Rd. System Design Consultants, Inc. Newberg,OR 97312 1515 SE Water Ave. 503.348.2237 Suite 400 dafcjf @verizon.net Portland,OR 97214 503.248.0227 steve @sdcpdx.com Section 2: Exterior Lighting Area/Surface Power Calculation A B C D E F Exterior Area/Surface Quantity Allowed Tradable Allowed Proposed Watts Wattage Watts Watts /Unit (BxC) Entry canopy 175 ft2 0.4 Yes 70 230 Main entry 21 ft of door width 30 Yes 630 1054 Other door(not main entry) 3 ft of door width 20 Yes 60 0 Parking area 31448 ft2 0.13 Yes 4088 3806 Stairway 252 ft2 1 Yes 252 210 Walkway<10 feet wide 1080 ft of walkway length 1 Yes 1080 0 Total Tradable Watts*. 6180 5300 Total Allowed Watts= 6180 Total Allowed Supplemental Watts**= 1300 *Wattage tradeoffs are only allowed between tradable areas/surfaces. "A supplemental allowance equal to 1300 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp!Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Entry canopy(175 ft2):Tradable Wattage Compact Fluorescent 1:B/BE:Can Light/Triple 4-pin 42W/Electronic 1 5 46 230 Main entry(21 ft of door width):Tradable Wattage Linear Fluorescent 1:D/DE:Wall Bracket/46"T5 54W/Premium efficiency 1 17 62 1054 Other door(not main entry)(3 ft of door width):Tradable Wattage Parking area(31448 ft2):Tradable Wattage HID 1:SA3/SA4:Poletop/Metal Halide 400W/Pulse start 1 6 430 2580 Linear Fluorescent 2:C:Sign Light/46"T5 54W/Premium efficiency 1 16 62 992 Linear Fluorescent 3:C1:Sign Light/46"T5 54W/Premium efficiency 2 2 117 234 Stairway(252 ft2):Tradable Wattage Compact Fluorescent 2:SB:Step Light/Triple 4-pin 32W!Electronic 1 6 35 210 I Walkway<10 feet wide(1080 ft of walkway length):Tradable Wattage Total Tradable Proposed Watts= 5300 Project Title: Red Rock Center ! Report date: 04/11/11 Data filename: N:IANDERSON DABROWSKMDA1001 RED ROCK\Red Rock Lighting Energy Forms.cck Page 5 of 6 Section 4: Requirements Checklist In the following requirements,the relevant code section reference is shown In[].'+'denotes that more details exist in the specified code section. Lighting Wattage: ® 1, [505.6.2+]Wthin each non-tradable area/surface,total proposed watts must be less than or equal to total allowed watts.Across all tradable areas/surfaces,total proposed watts must be less than or equal to total allowed watts. Compliance:Passes. Controls,Switching, and Wiring: Ei 2. [505.6.2+]All exemption claims are associated with fixtures that have a control device independent of the control of the nonexempt lighting. Location In plans/specs where compliance can be identified(enter NA If not applicable)• (m 3. [505.2.4+]Lighting not designated for dusk-to-dawn operation is controlled by either a a photosensor(with time switch),or an astronomical time switch. Location In plans/specs where compliance can be identified(enter NA if not applicable): R] 4. [505.2.4+]Lighting designated for dusk-to-dawn operation is controlled by an astronomical time switch or photosensor. Location in plans/specs where compliance cart be identified(enter NA If not applicable): ® 5. [505.2.4+]All time switches retain programming and the time setting during loss of power for a period of at least 10 hours. Location In plans/specs where compliance car be Identified(enter NA if not applicable): ❑ 6. [505.2.4+]Lighting designated to operate more than 2000 hours per year for Uncovered Parking Areas shall be equipped with motion sensors that will reduce the luminaire power by thirty-three percent or turn off one-third the luminaires when no activity is detected. Location In plans/specs where compliance can be Identified(enter NA tf not applicable)* Exterior Lighting Restrictions and Exceptions: • 7. [505.6.1 +]Mercury vapor and incandescent lighting is not permitted for use as exterior lighting. Exceptions: ❑ Incandescent lighting controlled by motion sensors and having total power less than 150 watts. ❑ Incandescent lighting used in or around swimming pools,water features,or other locations subject to the requirements of Article 680 of the National Electric Code. ❑ 8. [505.6.1 +]Exempt lighting fixtures are equipped with a control device independent of the control of the nonexempt lighting and are identified in Section 3 table above. Location In plars/specs where compliance can be identified(enter NA if not eppiicablo): Exterior Lighting PASSES.Design 29%better than code. Section 5: Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed '.hting system has been designed to meet the Oregon Energy Efficiency Specialty Code requirements In COMcheck Version 3.8.0 and t. c.mply with'h� tdatory requirements in the Requirements Checklist. Steve Watkins- Electrical Designer ASIF,/'� 04/11/11 Name-Title r r Date Project Title: Red Rock Center ^�+ ' Report date: 04/11/11 Data filename: N:IANDERSON DABROWSKI\ADA1001 RED ROCK\Red Rock Lighting Energy Forms.cck Page 6 of 6 COMcheck Software Version 3.8.0 Interior Lighting Compliance Certificate Oregon Energy Efficiency Specialty Code Section 1: Project Information Project Type: New Construction Project Title: Red Rock Center Construction Site: Owner/Agent: Designer/Contractor: SW 72nd Ave.at SW Dartmouth St. Doug Fry Steve Watkins Tigard,OR 908 Deborah Rd. System Design Consultants, Inc. Newberg,OR 97312 1515 SE Water Ave. 503.348.2237 Suite 400 dafcjf @verizon.net Portland,OR 97214 503.248.0227 steve @sdcpdx.com Section 2: Interior Lighting and Power Calculation A B C D Floor Area Allowed Allowed Watts —_-- -- Watts!ft2 Retail 11030 1.32 14560 Total Allowed Watts= 14560 Section 3: Interior Lighting Fixture Schedule A B C D E Fixture ID:Description!Lamp/Wattage Per Lamp/Ballast Lamps! #of Fixture (C X D) Fixture Fixtures Watt. Retail(11030 sq.ft.) Linear Fluorescent 1:-- 0 0 0 0 Linear Fluorescent 2:A/AE:Strip/48"T8 32W/Premium efficiency 4 25 114 _ 2850 Total Proposed Watts= 2850 Section 4: Requirements Checklist Lighting Wattage: ® 1. [505.1 +]Total proposed watts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Complies 14560 2850 -- In the following requirements,the relevant code section reference is shown in[I.'+'denotes that more details exist in the specified code section. Mandatory Requirements: ® 2. [505.4]Exit signs.Internally illuminated exit signs shall not exceed 5 watts per side. Location in plans/specs where compliance can be Identified(enter NA N not applicable): 0 3. [505.2.2.3+]Daylight zone control.All daylight zones are provided with individual controls that control the lights Independent of general area lighting in the non-daylight zone.In all individual daylight zones larger than 350 sq.ft.,automatic daylight controls Is provided. Automatic daylight sensing controls reduce the light output of the controlled luminaires at least 50 percent,and provide an automatic OFF control,while maintaining a uniform level of illumination.Contiguous daylight zones adjacent to vertical fenestration may be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations Project Title: Red Rock Center Report date: 04/11/11 Data filename: N:IANDERSON DABROWSKIIADA1001 RED ROCK1Red Rock Lighting Energy Forms.cck Page 1 of 6 Exceptions:n. (i.e.,fenestratio north,east,south,west).Daylight zones under skylights shall be controlled separately from daylight zones adjacent to vertical ® Retail spaces adjacent to vertical glazing(retail spaces under overhead glazing are not exempt). ❑ Display,exhibition and specialty lighting ❑ HID lamps 150 watts or less. ❑ Spaces required to have occupancy sensors. Location in plans/specs where complance can be Identified(enter NA if not applicable):__— ❑ 4. [505.2.1 +]Interior lighting controls.At least one local shutoff lighting control has been provided for every 2,000 square feet of lit floor area and each area enclosed by walls or floor-to-ceiling partitions.The required controls are located within the area served by the controls or are a remote switch that identifies the lights served and indicates their status. Exceptions: ❑ Lighting systems serving areas designated as security or emergency areas that must be continuously lighted. ❑ Lighting In public areas such as concourses,stairways or corridors that are elements of the means of egress with switches that are accessible only to authorized personnel. ❑ Lighting for warehouses,parking garages or spaces using less than 0.5 watts per square foot. ® Lighting for contiguous,single-tenant retail spaces. Location In plans/specs where compliance can be identified(enter NA if not applicable): ❑ 5. [505.2.3+]Sleeping unit controls.Master switch at entry to hotel/motel guest room. Location In plans/specs where compliance can be identified(enter NA if not applicable): u 6. [505.2.1.1]Egress lighting.Egress illumination is controlled by a combination of listed emergency relay and occupancy sensors to shut off during periods that the building space served by the means of egress is unoccupied. Exceptions: ❑ Building exits as defined In Section 1002 of the Oregon Structural Specialty Code. Location in plans/specs where compliance can be Identified(enter NA if not applicable): ❑ 7. [505.2.2+]Additional controls.Each area that Is required to have a manual control shall have additional controls that meet the requirements of Sections 505.2.2.1 and 505.2.2.2. ❑ 8. [505.2.2.1 +]Light reduction controls.Each space required to have a manual control also allows for reducing the connected lighting load by at least 50 percent by either 1)controlling(dimming or multi-level switching)all luminaires;or 2)dual switching of alternate rows of luminaires,alternate luminaires,or alternate lamps;or 3)switching the middle lamp luminaires independently of other lamps;or 4)switching each luminaire or each lamp. Exceptions: ❑ Only one luminaire in space. ❑ An occupant-sensing device controls the area. ❑ The area is a corridor,storeroom,restroom,public lobby or sleeping unit. ❑ Electrical and mechanical room. ® Areas that use less than 0.6 Watts/sq.ft. Location In plans/specs where compliance can be identified(enter NA if not applicable): ❑ 9. [505.2.2,2]Buildings larger than 2,000 square feet are equipped with an automatic control device to shut off lighting in those areas. This automatic control device shall function on either: 1)a scheduled basis,using time-of-day,with an independent program schedule that controls the interior lighting in areas that do not exceed 10,000 square feet and are not more than one floor;or 2)an occupant sensor that shall turn lighting off within 30 minutes of an occupant leaving a space;or 3)a signal from another control or alarm system that indicates the area Is unoccupied. Exceptions: ❑ Sleeping units,patient care areas; and spaces where automatic shutoff would endanger safety or security. Location In pans/specs where compliance can be Identified(enter NA if not applicable): Project Title: Red Rock Center ___ ___ _ ~y Report date: 04/11/11 Data filename:N:)ANDERSON DABROWSKIIADA1001 RED ROCK\Red Rock Lighting Energy Forms.cck Page 2 of 6 ❑ 10. [505.2.2]Occupancy sensors in rooms that include daylight zones are required to have Manual ON activation. Location In plans/specs where compliance can be Identified(enter NA If not applicable): ❑ 11. [505.2.2]An occupant sensor control device Is installed that automatically turns lighting off within 30 minutes of all occupants leaving a space. Exceptions: ❑ Classrooms and lecture halls. ❑ Conference, meeting and training rooms. ❑ Employee lunch and break rooms. ❑ Rooms used for document copying and printing. ❑ Office spaces up to 300 square feet. ❑ Restrooms. ❑ Dressing,fitting and locker rooms. Location In plans/specs where compliance can be identified(enter NA if not applicable) ❑ 12. [505.2.2]Additional controls.An occupant sensor control device that automatically turns lighting off within 30 minutes of all occupants leaving a space or a locally activated switch that automatically turns lighting off within 30 minutes of being activated Is Installed in all storage and supply rooms up to 1000 square feet. Location in plans/specs where compliance can be Identified(enter NA If not applicable). ❑ 13. [505.2.2.2.1]Occupant override.Automatic lighting shutoff operating on a time-of-day scheduled basis incorporates an override switching device that: 1)is readily accessible,2)is located so that a person using the device can see the lights or the area controlled by that switch,or so that the area being lit Is annunciated,3)is manually operated,4)allows the lighting to remain on for no more than 2 hours when an override is initiated,and 5)controls an area not exceeding 2,000 square feet. Exceptions: j In malls and arcades,auditoriums,single-tenant retail spaces,industrial facilities and arenas,where captive-key override is utilized, override time is permitted to exceed 2 hours. ❑ In malls and arcades,auditoriums,single-tenant retail spaces,Industrial facilities and arenas,the area controlled shall not exceed 20,000 square feet. Location in plans/specs where compliance can be Identified(enter NA:if not applicable) ❑ 14. [505.2.2.2.2]Holiday scheduling.Automatic lighting shutoff operating on a lime-of-day scheduled basis has an automatic holiday scheduling feature that turns off all loads for at least 24 hours,then resumes the normally scheduled operation. Exceptions: ® Retail stores and associated malls,restaurants,grocery stores,places of religious worship,theaters and exterior lighting zones. ❑ Single zone electronic time control devices and self-contained wall box preset lighting controls. Location In plans/specs where compliance can be Identified(enter NA if not applicable): ❑ 15. [505.2.4+]Exterior lighting controls.Lighting not designated for dusk-to-dawn operation shall be controlled by either a combination of a photosensor and a time switch,or an astronomical time switch. Lighting designated for dusk-to-dawn operation shall be controlled by an astronomical time switch or photosensor. Location In plans/specs where compliance can be Identified(enter NA If not applicable): ❑ 16.[505.3]Tandem wiring.The following luminaires located within the same area shall be tandem wired: 1.Fluorescent luminaires equipped with one,three or odd-numbered lamp configurations,that are recess-mounted within 10 feet center-to-center of each other. 2.Fluorescent luminaires equipped with one,three or any odd-numbered lamp configuration,that are pendant-or surface-mounted within 1 foot edge-to-edge of each other. Exceptions: ❑ Where electronic high-frequency ballasts are used. ❑ Luminaires on emergency circuits. ❑ Luminaires with no available pair in the same area. Location In plans/specs where compliance can be identified(enter NA If not applicable): ❑ 17. [505.5.1 +1 Medical task lighting or art/history display lighting claimed to be exempt from compliance has a control device Independent of the control of the nonexempt lighting. Project Title: Red Rock Center Report date: 04/11/11 Data filename: N:IANDERSON DABROWSKIIADA1001 RED ROCK1Red Rock Lighting Energy Forms.cck Page 3 of 6 Location in plans/specs where compliance can be Identified(enter NA If not applicable) 18. [505.7+]Each dwelling unit in a building is metered separately. Location In plans/specs where compliance can be Identified(enter NA if not applicable): Interior Lighting TBD:Invalid number of fixtures • • Project Title: Red Rock Center — —� Report date: 04/11/11 Data filename: N:IANDERSON DABROWSKIIADA1001 RED ROCKKRed Rock Lighting Energy Forms.cck Page 4 of 6 • Red Rock Project 72nd and Durham All space listed as office space OMSC 2010 Space A Rp= 5 Ra = .06 Pz = 18 Az= 3484 90+ 210 300 CFM _^ 1 300/.8 Total CFM 375 Supply and return at ceiling Space B and C • Rp=5 Ra= .06 Pz=9 Az= 1740 81+ 105 186 CFM 186/.8 Total CFM 233 Supply and return at ceiling Space D Rp =5 Ra= .06 Pz= 18 Az= 3445 90+ 207 297 CFM 297/.8 Total CFM 372 Supply and return at ceiling COMcheck Software Version 3.8.1 inft Envelope Compliance Certificate 2009 IECC Section-1:-Project Information Project Type:New Construction Project Title : Red Rock Construction Site: Owner/Agent: Designer/Contractor: 72nd and Durham Section 2: General Information Building Location(for weather data): Portland,Oregon Climate Zone: 4c Building Type for Envelope Requirements: Non-Residential Activity Typefs) Floor Area space a(Healthcare-Clinic) 3584 space b(Office) 1740 space c(Office) 1740 space D(Healthcare-Clinic) 3445 Unspecified 0 Unspecified o Section 3: Requirements Checklist Envelope`TBDi N6 envelope assemblies specified Climate-Specific Requirements: Component Name/Description Gross Cavity Cont. Proposed Budget Area or R-Value R-Value U-Factor U-Factorta) Perimeter (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Air Leakage, Component Certification, and Vapor Retarder Requirements: O 1. All joints and penetrations are caulked,gasketed or covered with a moisture vapor-permeable wrapping material installed in accordance with the manufacturer's installation instructions. O 2. Windows,doors,and skylights certified as meeting leakage requirements. 0 3. Component R-values&U-factors labeled as certified. O 4. No roof insulation is installed on a suspended ceiling with removable ceiling panels. O 5. 'Other'components have supporting documentation for proposed U-Factors. D 6. Insulation installed according to manufacturer's instructions,in substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. ❑ 7. Stair,elevator shaft vents,and other outdoor air intake and exhaust openings in the building envelope are equipped with motorized dampers. ❑ 8. Cargo doors and loading dock doors are weather seated. i] 9. Recessed lighting fixtures installed in the building envelope are Type IC rated as meeting ASTM E283,are sealed with gasket or caulk. O 10.Building entrance doors have a vestibule equipped with closing devices. Exceptions: O Building entrances with revolving doors. O Doors that open directly from a space less than 3000 sq.ft.in area. Project Title: Red Rock Report date:04/11/11 Data filename: Untitled,cck Page 1 of 7 COMcheck Software Version 3.8.1 Mechanical Compliance Certificate 2009 IECC Section 1:-Project Information Project Type:New Construction Project Title:Red Rock Construction Site: Owner/Agent: Designer/Contractor: 72nd and Durham Section 2: General Information Building Location(for weather data): Portland,Oregon Climate Zone: 4c Section 3: Mechanical Systems List Quantity System Type&Description 1 Space A(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=125 kBtu/h,Efficiency=80.00%Et Cooling:1 each-Rooftop Package Unit,Capacity=102 kBtu/h,Efficiency= 11.00 EER,Air-Cooled Condenser, Air Economizer 1 Space C(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=72 kBtu/h,Efficiency=80.00%Et Cooling:1 each-Rooftop Package Unit,Capacity=60 kBtu/h,Efficiency=13.00 SEER,Air-Cooled Condenser, Air Economizer 1 Space D(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=125 kBtu/h,Efficiency=80.00%Et Cooling:1 each-Rooftop Package Unit,Capacity=102 kBtu/h,Efficiency=11.00 EER,Air-Cooled Condenser, Air Economizer 1 Space B(Single Zone): Heating: 1 each-Central Furnace,Gas,Capacity=72 kBtu/h,Efficiency=80.00%Et Cooling:1 each-Rooftop Package Unit,Capacity=60 kBtu/h,Efficiency=13.00 SEER,Air-Cooled Condenser, Air Economizer Section 4: Requirements Checklist Requirements Specific To: Space A : j 1. Equipment minimum efficiency: Central Furnace(Gas): 80.0%Et(or 78%AFUE) z) 2. Equipment minimum efficiency: Rooftop Package Unit: 11.0 EER 3. Cooling system provides a means to relieve excess outdoor air during economizer operation. 4. Integrated air economizer required Requirements Specific To: Space C : 1. Equipment minimum efficiency: Central Furnace(Gas): 80.0%Et(or 78%AFUE) 2. Equipment minimum efficiency: Rooftop Package Unit: 13.0 SEER (s 3. Cooling system provides a means to relieve excess outdoor air during economizer operation. (`X 4. Integrated air economizer required T7 Requirements Specific To: Space D : ® 1. Equipment minimum efficiency: Central Furnace(Gas): 80.0%Et(or 78%AFUE) tia 2. Equipment minimum efficiency: Rooftop Package Unit: 11.0 EER 3. Cooling system provides a means to relieve excess outdoor air during economizer operation. TN 4. Integrated air economizer required Project Title: Red Rock Report date: 04/11/11 Data filename: Untitied.cck Page 2 of 7 Requirements Specific To: Space B : • 1. Equipment minimum efficiency: Central Furnace(Gas): 80.0%Et(or 78%AFUE) zi 2. Equipment minimum efficiency: Rooftop Package Unit: 13.0 SEER 3. Cooling system provides a means to relieve excess outdoor air during economizer operation. A4. Integrated air economizer required Generic Requirements: Must be met by all systems to which the requirement is applicable: 1. Plant equipment and system capacity no greater than needed to meet loads Exception:Standby equipment automatically off when primary system is operating O Exception:Multiple units controlled to sequence operation as a function of load 2. Minimum one temperature control device per system 3. Minimum one humidity control device per installed humidification/dehumidification system ca 4. Load calculations per ASHRAEIACCA Standard 183 • 5. Automatic Controls:Setback to 55°F(heat)and 85°F(cool):7-day clock,2-hour occupant override,10-hour backup Exception:Continuously operating zones D Exception:2 kW demand or less,submit calculations 3 6. Outside-air source for ventilation;system capable of reducing OSA to required minimum • 7. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly ® Exception:Ducts located within equipment 0 Exception:Ducts with interior and exterior temperature difference not exceeding 15°F. NI 8. Mechanical fasteners and sealants used to connect ducts and air distribution equipment 9. Ducts sealed-longitudinal seams on rigid ducts;transverse seams on all ducts;UL 181A or 1818 tapes and mastics • 10.Hot water pipe insulation: 1.5 in.for pipes<=1.5 in.and 2 in.for pipes>1.5 in. Chilled water/refrigerant/brine pipe insulation: 1.5 in.for pipes<=1.5 in.and 1.5 in.for pipes>1.5 in. Steam pipe insulation: 1.5 in.for pipes<=1.5 in.and 3 in.for pipes >1.5 in. U Exception:Piping within HVAC equipment. Li Exception:Fluid temperatures between 55 and 105°F. • Exception:Fluid not heated or cooled with renewable energy. O Exception:Piping within room fan-coil(with AHRI440 rating)and unit ventilators(with AHRI840 rating). © Exception:Runouts<4 ft in length. • 11.Operation and maintenance manual provided to building owner 12.Thermostatic controls have 5'F deadband [I Exception:Thermostats requiring manual changeover between heating and cooling Exception:Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the authority having jurisdiction. 13.Balancing devices provided in accordance with IMC(2006)603.17 • 14.Demand control ventilation(DCV)present for high design occupancy areas(>40 person/1000 ft2 in spaces>500 ft2)and served by systems with any one of 1)an air-side economizer,2)automatic modulating control of the outdoor air damper,or 3)a design outdoor airflow greater than 3000 cfm. D Exception:Systems with heat recovery. [] Exception:Multiple-zone systems without DDC of individual zones communicating with a central control panel. O Exception:Systems with a design outdoor airflow less than 1200 cfm. • Exception:Spaces where the supply airflow rate minus any makeup or outgoing transfer air requirement is less than 1200 cfm. • 15.Motorized,automatic shutoff dampers required on exhaust and outdoor air supply openings • Exception:Gravity dampers acceptable in buildings<3 stories O Exception:Gravity dampers acceptable in systems with outside or exhaust air flow rates less than 300 cfm where dampers are interlocked with fan O 16.Automatic controls for freeze protection systems present • 17.Exhaust air heat recovery included for systems 5,000 cfm or greater with more than 70%outside air fraction or specifically exempted Li Exception:Hazardous exhaust systems,commercial kitchen and clothes dryer exhaust systems that the International Mechanical Code prohibits the use of energy recovery systems. Li Exception:Systems serving spaces that are heated and not cooled to less than 60°F. L] Exception:Where more than 60 percent of the outdoor heating energy is provided from site-recovered or site solar energy. ❑ Exception:Heating systems in climates with less than 3600 HDD. Project Title: Red Rock Report date:04/11/11 Data filename: Untitled.cck Page 3 of 7 Li Exception:Cooling systems in climates with a 1 percent cooling design wet-bulb temperature less than 64°F. Exception:Systems requiring dehumidification that employ energy recovery In series with the cooling coil. Exception:Laboratory fume hood exhaust systems that have either a variable air volume system capable of reducing exhaust and makeup air volume to 50 percent or less of design values or,a separate make up air supply meeting the following makeup air requirements:a)at least 75 percent of exhaust flow rate,b)heated to no more than 2°F below room setpoint temperature,c)cooled to no lower than 3°F above room setpoint temperature,d)no humidification added,e)no simultaneous heating and cooling. Section 5: Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2009]ECC requirements in COMcheck Version 3.8.1 and to comply with the man•- o req e.• r'n the requirements Checklist. rte_ _ i t ///// Name Title itle � � `fure Dat • Project Title: Red Rock Report date:04/11/11 Data filename: Untitled.cck Page 4 of 7