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Specifications (79) IO‘D,S Sw \, c). h ‘, c, . Cd . I7650 S.W.Beveland St. TM_ �' i _.___, Tigard,Oregon 97223 - _. �_ _._. _ Phone: :(503)-443=3900 111 CONSULTING ENGINEERS Fax: (503)443-3700 I I STRUCTURAL CALCULATIONS RECEIVED SEP b . 2Q18 I PROJECT: MDG—JLR CITY OF TIGARD SERVICE CENTER BUILDING AND CARWASH BUILDING DIVISION LOCATION: 10125 SW WASHINGTON SQUARE RD. IPORTLAND,OREGON CLIENT: MILDREN DESIGN GROUP IREVISION DATE: AUGUST 29,2018 PROJECT NUMBER: 16330 I 1 TABLE OF CONTENTS: 1 ITEM SHEET NUMBER SERVICE CENTER BUILDING I ROOF/2i'1D FLOOR FRAMING 1.1-1.51 2.1—2.26 OUT-OF-PLANE DESIGN 3.1—3.12 LATERAL ANALYSIS 4.1—4.79 FOOTINGS A5.15,42 WALL FRAMING CABLE BRACING DESIGN IMEZZANINE DESIGN 8.1 815 CARWASH I ROOF FRAMING/COLUMN/FOOTINGS 9.1—9.3 LATERAL ANALYSIS 10.1-10.6 ' INDEX _ 11.1-11.15 ��`� PRFs �-� �lyGl NF�,4,�� I l��16,720 `� IOFFICE COpy �� OREGON �� '5° 20, �� J US 11 TURNIP IEXP: 6/30/20 If I ?Ocie-i4.ttJ(.. bGC ... SLp , ?.c 11,...)IB L L� .-1 S e ' G I' , .\ I- . \ / / '' 1142 . 2� °fc.- t t,vP \v ► L _ ›,..4 � -t- (9‘�2 � W x2°U,A- - & 't, (2' -n, = -1.62-? Gs -A r•I G Nc r tC.0-(R b') I0_, v` , = 1-,fat `d.)tn. 4,0'Ave,..,t= -1— t O = -1 l rep r 1 . l-.I , 7 S ye" kAv �-(,-2.-'0 4 t i(ot .' '2-o s- i'SF OL..`‘--t_.t" pL.4- LI- CPo(t'r Lor 1 ®. . €V Ir i 1 II '` TM RIPPEY BY 1`r DATE M A. .. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /G 33O ITigard, Oregon 97223 Phone(503) 443-3900 SHEET I. I OF /'Ci 1 1 ,M i N , "T-12.-lb4v h-s--(N e- II I I I 1 I I I I TM RIPPEY BY RT DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 )OB NO a33 o Tigard,Oregon 97223 Phone(503)443-3900 SHEET i•2 OF 1 ::Sdrift M1 G _ OWE 6.-T toP 111 2005 rpw lu := 155•ft Pmin 25•psf hr := 3.ft+6•in DM := 0.75 Parapet or Drift Height Modifier I Pg := 10•psf projection height 0.75 for roof projection hr = 3.5ft or parapet I1 D := 0.13.ft•Pg + 14•pcfP D = 15.3.pcf ill —``� = 0.654ft Pf := 0.7•Pg D Pf = 7•psf I hb -Pf hp = 0.458ft thc := hr- hb he = 3.042ft he Ihb = 6.65 Drift to be considered when greater than 0.2 7 =1 I hd := 0-6.1b 4 •0.43.3/1-u•11\iPg+ 10•psf - 1.5•ft hd = 3.385ft 1 114,:= hd•DM Drift Modifier hd = 2.539ft IPd := hd•D Pd = 38.839•psf IIPd+ Pf = 45.839•psf Pm := if[Pf+ Pd < D•(hc +hb) ,Pf+ Pd,D•(hc+ hb)] D.(1-1G+ hp) = 53.55.psf Pm = 45.839•psf I4 spy libpsr w := 4•hd if hd < he 4 44-id = 10.154ft w = 10.154ft hd2 if hd > he 4•hd2 he = 8.472ft Pm - Pmin I 4•hd he wd := wd = 5.448ft 2 �Prn—Pf� 8.he if > 8•he 8•he = 24.34ft y6OF W Ihe 2S PSF v fr Is.y/' ,I, 1.3 Analysis rEAlk Snow drift Ramp ( .xLo Ds e�T not..) I 2005 rpw lu := 130.5•ft Pmin := 25•psf hr := 14•ft+3•in DM := 1 Parapet or Drift Height Modifier Pg := 10•psf projection height 0.75 for roof projection" hr = 14.25ft or parapet 1 I D := 0.13 ft•Pg + 14•pcfP D = 15.3•pcf P0 = 0.654ft Pf := 0.7•Pg D Pf = 7•psf Pf I hb D hp = 0.458ft he := hr- hb he = 13.792ft 1 he = 30.146 Drift to be considered when greater than 0.2 hb 111 7 - 1 hd := [ft6Ib40.434Pg+ 10•psf - 1.5•ft hd = 3.112ft ,24,:= hd•DM Drift Modifier hd = 3.112ft I Pd := hd•D Pd •p= 47.62sf I Pd+ Pf = 54.62•psf I Pm := if[Pf+ Pd < D•(hc + hb) ,Pf+ Pd,D•(hc+ hb)1 D•(hc+ hp) = 218.025•psf Pm = 54.62.psf L511.7 psi I w := 4•hd if hd <_ he 4•hd = 12.45ft w = 12.45ft 4•hd2 2 I. if hd > he 4•hd he = 2.809ft Pm - Pmin he wd := (Pm Wd = 7.744ft I 4 2 -pf� 8•hc if hd > 8•hc 8•hc = 110.34ft W fq.v 1 I if k I 7.75- 1. 111 Analysis 1 r.Y1 .L�. Y ' Snow drift N-S Pili Clia/-1 1 2005 rpw lu := 305•ft Pmin := 25•psf hr := 3•ft+6•in DM := 0.75 IParapet or Drift Height Modifier Pg := 10•psf projection height 0.75 for roof projection hr = 3.5ft or parapet I1 D := 0.13•ft•Pg + 14•pcf P D = 15.3.pcf Ig = 0.654ft Pf := 0.7.Pg D Pf = 7•psf IPf hb ' p hb = 0.458ft Ihe := hr- hb he = 3.042ft he Ihb = 6.65 Drift to be considered when greater than 0.2 [ft6 7 1I - =hd := •Ib 4 •0.43 V'U 4JPg+ 10•psfj 1.5•ft hd 4.621ft Iham,:= hd•DM Drift Modifier hd = 3.466ft IPd := hd•D Pd = 53.027•psf 1 Pd+ Pf = 60.027•psf Pm := if[Pf+ Pd < D•(hc + hb),Pf+ Pd,D•(hc+ hb)] D•(he + hb) = 53.55•psf Pm = 53.55•psf I5a. 6Is,' w := 4•hd if hd <_ he 4.hd = 13.863ft w = 15.792ft I 4•hd2 2 if hd > he 4•hd he = 15.792ft Pm - Pmin I he wd := Wd = 9.685ft 8•he if 4hd2 �Pm-pf�> 8.he 8•he = 24.34ft 5. (2 pS/ w � r e a ire �' 1 I 1 I X1,3 ` /.S Analysis I .flka• Snowdrift - Ramp (N-s pazEct PO I 2005 rpw lu := 305.5•ft Pmin 25•psf hr := 14•ft +3•in DM := 1 Parapet or Drift Height Modifier Pg := 10•psf projection height 0.75 for roof projection hr = 14.25ft or parapet 1 I D := 0.13•ft•Pg+ 14•pcf D = 15.3•pcf Pg = 0.654ft D I Pf := 0.7.Pg Pf = 7•psf Pt hb p hb = 0.458ft he := hr- hb he = 13.792ft I he = 30.146 Drift to be considered when greater than 0.2 hb 7 -1 hd := ft-6••Ib 4 •0.43.3�•4JPg+ 10.psf1 - 1.5•ft hd = 4.624ft lady := hd•DM Drift Modifier hd = 4.624ft 111 Pd := hd'DPd = 70.753•psf 1 Pd+ Pf = 77.753•psf I Pm := if[Pf+ P < D h +h ,Pf+ Pd,D•(hc+ hb D•(hc +hb = 218.025 sf Pm77.753.psf f d � c b� l �� l � p = p 4 7-4. p$.! I w := 4•hd if hd <_ hc 4•hd = 18.498 ft w = 18.498 ft2 1 4 hd if hd > he 4•hd2 he = 6.202ft Pm - Pmin he wd (Pm-pf) Wd = 13.792 ft 1 2 8•hc if 4h d > 8•hc 8•hc = 110.34ft W 4 / •$' c -971 PS P f u J • �' 1 t f---- 4 /3.8 I. 6 Cc)/k1nv5/TE err/1r i `Sf r Loo 05 A), - eovme0 5,1e pi, = 65 ,:r I 41p '5: DI ( 11el-le-veil) !a(9. 7 /s 6,1' Com po s; e IL = 'c' rd (,44#4 ij} • 1-015Ts I • 3j : L = 3o.s' T` ' - s , w, ,. G6 los (B) , 5"20 Elf (i1,41 - c0 (0 s re PO Irat = lk psi (0 = Fo ply (cow,po5,'i-e_ 0'L) WI = Vc /Osli (s) z 6a0 fill { pos(4 it..)wi, = v psI ($',) = 6 y piI , (Con S'Iiai e- 1 4 u) i F . ee ?,ie- 14v1.14 ; i/8 (5p ) A 3. 8125' --- &Ise I '/2 (Tisa112elegy. beem,) = 7_ (8) 41 05c_ )16 x 3( ((®UF/26'4( ) v>� I 6/. = 4-/ t 7 = 0.Seto" 5414€45 v&Is'o = o,'ori ; 1,a ICA MUFrz 1 Y ( 6lisF, -,d C,4 M8r'-ir 4 Foi Pt.) 1 To—m 1..„ # of STvps -IL/ 57,,rvie_ 104.1s t I II ) Use_ L)/2 x lq 4� L//12° a flog Sfecs e -/I'0, u, 40a: 1,0 r C4 Me 0 7-07-At /1- of 57L)0.5 = /o I I TM RIPPEY BY V DATE tIM P.'1 ., CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 33 ITigard, Oregon 97223 Phone(503) 443-3900 SHEET /.7 of JO( 57s (444, . r:26 « . , z6d p1,f (6°A - t P's/.'iix) ,dv1 t I W = w2 = o p1 + icps-t ( Iq,4/2 +/o. '/Z) x Z43 p//, 1A/33o c7 pi (6.4."41,.5 (^tt 1-1-1 I 14/113 - p l i (eati-5 V/biz-/on 01- �J ,-- GIS 1 f(/��'c i?Ue wl d � /8 (S�iA'w) w �/g �26 y'�) ^ 3.2 Z J i/Z (J1: 4- 4'1, . e,-1141) = 3 ,q6 ' ? (JSP: _W /2 )'-14 I o,, x/ 896 = o, 353" 5 e5S ✓oho = a. 322 16) C71M8re = / ;/8" 71)711I # OF ,Srld0SA, - /O 3 " • :IS : L 3o' 74(0141= C. 112' WI - 352/iii ws = 4011),( rf/e /e- 1j(41. o-r I/3 (If q4) 3. 3,7-51 WI. = 5-11,2 / Wil ` %3.+ )fi1 /2 �di '1. j -1j 4 ) _ M ' I �a 6e Z, t Use /4)/6 x 31 at = 6/10113 .= 0,3tic'1 s w�1-0-- 0 /16s: /,o cAM�3Efz 3�y „ i-07-4L r OF 671101 = /11 (3/y ''),4) ,r6 : L = g2,15' 7-vire- GJ/ - 6-,`,2' SaM e /24)5 1,, 7S F./lee(v: iv;moi11 µ 2,71 , U Ste, W 12 Y 14 I ®i, •/-//0 ,0 % '0.262" 5/y55' va-•o , a.511 1 1.0 II I I 1Y1 TM RIPPEY BY DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO g3 SO Tigard, Oregon 97223 Phone (503)443-3900 SHEET I. 8 OF f ; f I S ; L 23' m,'4.. w - g' fP/ef�/rive LS4 J 4 , 2-,? ` I (,)� = s2� pl� w3 = 600 ,,( wZ ga rl� wy = 6( ply a) Use: W[ZK h I $1 �0 - -= = C2qhs : f,© • G-A ele,E R-• ` I 1`,01-41- - of 5 Tut)S 7. /o ( 3/4, r j) II o S L . 30' %vf'le'. W = I' i Fr G ,hl r-111-* - 3 II w, _ c:s p)/ la3 6 7-s pit 1 w x M® 00 eI/ wy 7z // ,> Use 14)/dk 31 2sz a tieft9'‘ _E 'ho ' a Zy. 1.0 IC A MSEC' r 1741" Tb 7At. 4- oJ` ST-ups a Zo I • Sq 23` Tv,6. c) = 9' ;fee bye_ tAri`d4 2.33s' 54MF /oADS i-s 5"8' U$ GJ/2k/q I 'L ' t17ott - 0. 312. S ss ,,a1-10 = (2 /6( ; /,0 GAMOE-ie _ /%S" 127N # of 571)PS = /if 11 I I TM RIl'PEYEBY v DATE if J. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 3 3 0 ITigard, Oregon 97223 Phone (503)443-3900 SHEET /'q OF I T(7($TS (co,/ ,) 3 w( , Zg 3 pl,( w r 338 ?IBJ oct,„w - zit p)i (":,i c ld sii,LJ I v///) (JSP w/ x•zz a I Q = 4./ 763 ' 0,6172" 1Y$ 1 'e'bo r7. 401 I , I I SAmr hilps A-S 1-to 1 USe (W 12x-1 �� .'62 r o I 6 L/ 388 - o,3 I( s % iii -� a. , /. ' 61Mg . - 7/g «. "7-06/ -o6/ Ort ss • J/ : L ' Ig.s' 7-014, w 7. ',N14,4_ Fid 1 wi"JI 1.s, I i i J. cs2,Sell w3 ' 637 cp) wz = '8S pl,f wy z &g p] 1�1 I Lc- 1/2$413 _ 0.0(9`' 57Ye, I/410 ,7 o. 33tt ; (,® /Jo GAhiar( T0-G 1 st 01 5-hid-s" = 8 I • 173 : L - 32-s 7k°t 6' GJ w 7. '' . fte -ht 4.1 14 - 3r qs� 1 INS = 513,5 eI+w = ?4p/.- 1N3= 59Z,S101/ tali- 63 p1 USc_; J/8x 3s S-fres s rel -1iiao. 67s : I.o L692 I- 0,5-66" T6l�1 off' .5-ft-OS fi l/I eilr t ri-` /%8 " lm i _ TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO // 33° Tigard,Oregon 97223 Phone(503)443-3900 SHEET 110 OF I ` f JoIsTs ( fro.) SANtg 1740.5 AS13 ()Se- 14//2 x/y S ecs r t ro - 0. 163: 1,0 p _ L/ 766 - d. 3/3" 7T211-4( O f 414 as = _ CA:"13t e ' "7/2 etig: IS 1 Usk i�J/Zx I b Sfi� s Ka 110 F a. ��1 ; 1.° 4� v � 6s2 6),,410! " ry' 2' s'f-4,43 • 116 : ` = 161-4" Tl rola. w = �l � F//ee h v wi�Jrl�i 2 3. W, = Z60 /9/p, W - 300/91// 027 (7; 22_7I3 � �d '� IF-$-1 le- 7 (�Se W $2 it o vivo PAttr(riaws 014 (411,41) I • Sve;S5 rei'ua9 = 0.1/?; 40 1/715 = 0. 4I4i2 " fi Tof-ri # or sods = /4I cd EA. 3 �„ 26' 'i' 7✓�l w / '� - .la cv/dif4 3,2 ` �f � � (A 2/161P ' = a. p l 103 _ `Zsi t Wit y o ph Osd =i11:Ply � Use Wl2xly 51-14,15 = /0 0,9116F, = I spi t° I 11v1 RIPPEY BY V L DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 IOB NO /6 33 o ITigard, Oregon 97223 Phone(503)443-3900 SHEET /7/ OF 7°I$T ( 14,f.) • Zo. vi�. W - 3.615' ma,),- et- ve /' 4 2,S' 1 � l - 'T M O.S7 pc" bus , 096 !,� 186 e' P--Po PA0777a,Pc. 5� ,�� jot>1 (ch/)(e• ) ()se, w/2w/ j o° AAl4P snow �- P 5'11/G5 S VR14;O = 0. 4 1 P2-: 1.0 /31,7- L./ / 3 ' t?.IS?" 7-0141 # 01 .5f14 • 1 TM : L = 2 -3 7v1 3,015' mA,. 014;e-bye 4-1,144 " 3•R5' -5414C Ga • '¢h oo Ude 14.1/6x26 yap sac's'{ (601-,1 S-/ve sv f�2 0,6-112: to rj = L/90 2 = o,e1311 7o¢; 1 0? SIi.ti 12 CAMe,r i = • S' o 3vd, -flay (dvid 6e f(,•„,/t ei 41 8 6) &•'-4/" 7�(6 w ' /L 3.95' F ee_1 1/ 1,,.a(,,( P1,( 31q p41 Ws,eow = 136 Ply w = 03 1 w 311 snow ,A4.6 I_) Use Zb Wl2k fifecs (r ho = 19.664: = L/70? = 0.4122 7014 of '1-(41 s _ /o - M(3FP- / i/h" I • .7 I = GJvi� 8, 6-vi kid 5 j0 dl : g L = 22.65` Tr,h•' W =7, 7 r-r(�� (!e c /'/Z► ` 2. 3125 yi3 P(f' t93pc-f Wi = 5-02.5 nil (Ali 7-71a1� 1,v3 - 59�.s(o// cry 61,6p// 12xJq r t-oPlp 51Ye34 44/(0 0.7-28 1,0 = ,726 = 8.5711 ro X01 5? cAMe r 1/g" /{, t TM RIPPEY BY VL- DATE 11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 3 3 Tigard, Oregon 97223 Phone(503)443-3900 SHEET /`/2 OF r -3-(2157-5 ( y4-,) 44 Tzz : L = I3' 7v,'�, t,, « 7. 667' mime 1 x, fIT -/i`v4- w,J - 2. /2-' Iw, 4/T8 pit w2 276. 1011 w3 sus pli 1,4, - 6/.5,al( ,> ti� W 1Z x 11 w/z II .5 e$'S rq.69 a 93 : l.-o , o L = G/2333 0 ,,0 g 7 4 ITQ•tot i # a! f� 5 ;" 10 . GA'Md _6te o 1 i ► 3-23 L - Z'i ' lvr(b. L, - 8.5' ,-.4):.. r &t. t'v 1.,vzi = .3' lw W = S 52 � .4. ea W 63?.5r1 IA Gil - 27&.3 1011 W.3 = 312 2 / w 6g h.! w = 412,s Pi WI r 341 ,, w� = s� ,t� �r 2 f I ,) 03e_ Wit 1-2-6diJR I � VV, s y4'',llo a x'.92- i I.'0 I10d 0, 20,0`� v v t✓ i 1111 "To 4ei( 4 of S,ftid s - to GAM&e t le . T2'-r: G = /VII ' 1 Trip. 19 , -7.ei ` F,// 72/e t,tJdt, = 2. 1 -� 1 _ s 13,5 el V 1)3 = 5 2.c,I rW2 Y 9gio/ wy = 63 (// U5,e 1,,112 )&14 IS,fve,SS v4,1-10 - 6. 03 1 : 1,0 At = L/1613 -- 0. /21" lb-Fa( it of 5,b4-15. :- 12 64AreFA -- TM RIPPEY BY V C. DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /630 ITigard,Oregon 97223 Phone(503)443-3900 SHEET 4/3 OF I Cot'i'1 os.l#o S#ee, Eieammm.. .........................................a 9. t Fi}~ la 12016 Prolects116330 Potty Lan rover tNA 8t�15TF2UC7UtiAUCAL 163 eo6 p .., . .. . _ .. Lic.##:KW-060025621: Licensee:tnt rippeyconsult ng engineers Description: J1(composite) G4Dk RF�FfRENGF'S. Calculations per RISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 1 Load Combination Set : ASCE 7-10 Material Properties!' Analysis Method:Allowable Stress Design """ ' Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached Load Combination ASCE 7-10 ''"rte= if=a' `• -. Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi • WIWYAI III Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.50 in Concrete fc 3.0 ksi Stud Diameter 3/4"in Effective Width 3.813 ft Concrete Density 145.0 pcf Qn:Stud Capacity 17.240k Metal Deck... Verco, PLW3 Formlok Rib Height 3.0 in Top Width 7.50 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 4.50 in . D(0.1; _ 85) . • ......... .....,,-_.. .: 0Mb:'t't:,t':...:'.x..:-.:v,.,>.rii..r,::..n:...r ... ti, ... , �y'�``J`Y, r3,,, c� i� � a 3 3 3 • • 30.50 ft I J Applied Load: Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.5070 k/ft, Tributary Width=1.0 ft,Pre&Post Composite Uniform Load: D=0.0780, L=0.5850 k/ft, Tributary Width=1.0 ft,Post Composite Only Uniform Load: L=0.0630 k/ft, Tributary Width=1.0 ft,Non-Composite Only DE51GN SUMMARY. ... ....: .... .... ...... Desi•n OK MAX Bending Ratio= 0.713 : 1 MAX Shear Ratio = 0.209 : 1 DEFLECTIONS Steel section W16x31 Vu : Applied 18.315 k FINAL Composite Composite Vn/Omega:Allow 87.450 k Max Downward 1.614 in Location of maximum 0.0 ft Max Upward 0.000 in Vo Composite Action 25 % Load Combination Defl Ratio 226 111 Mu : Applied 139.654 k-ft +D+L+H +D+L+H Mn/Omega :Allow 195,927 k-ft Location of maximum 15.250 ft Transient Composite Max Downward 0.565 in Load Combination Max Upward 0.000 in +D+L+H Defl Ratio 647 Pre-Composite L Only Mu : Applied 69.885 k-ft Mn*Phi : Allowable 134.731 k-ft NonComposite Max Downward 1.088 in Max Upward 0.000 in Defl Ratio 336 PreCompDL+PreCompLL Shear Stud:;Requirements;:.; From Support 1 to 15.25 ft use 6 studs. From 15.25 ft to Support 2 use 6 studs. Maximum.Forces&Stresses for Load Combinations' /, /It Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary I Span# M V Mu-Applied MnTr/Omega Va Vn/Omega I I FSS F 12016 pmiects\1633o. t b 60:0 er WA 8Q1sTvolv8ALIC.00.1 3.4 eo6 �'+ompasite tee' earn ENERCALC INC 19832017,Budd 10178;28.Vet 1017:828. ILic::#:-{*000266ZK41censee:tm•riptiey consulting engineers Description: J1(composite) Pre Composite:D+Const L Span L=30.5 ft 1 0.519 0.105 69.89 134.73 9.17 87.45 Final Composite:+D+H Span L=30.5 ft 1 0.366 0.107 71.63 195.93 9.39 87.45 Final Composite:+D+L+H Span L=30.5 ft 1 0.713 0.209 139.65 195.93 18.32 87.45 Final Composite:+D+Lr+H Span L=30.5 ft 1 0.366 0.107 71.63 195.93 9.39 87.45 Final Composite:+D+S+H Spin L=30.5 ft 1 0.366 0.107 71.63 195.93 9.39 87.45 I Final Composite:+D+0.750Lr+0.750L Span L=30.5 ft 1 0.626 0.184 122.65 195.93 16,08 87.45 Final Composite:+D+0.750L+0.750S+ Span L=30.5 ft 1 0.626 0.184 122.65 195.93 16.08 87.45 Final Composite:+D+0.60W+H Span L=30.5 ft 1 0.366 0.107 71.63 195.93 9.39 87.45 Final Composite:+D+0.70E+H Span L=30.5 ft 1 0.366 0.107 71.63 195.93 9.39 87.45 I Final Composite:+D+0.750Lr+0.750L Span L=30.5 11 1 0.626 0.184 122.65 195.93 16.08 87.45 Final Composite:+D+0.750L+0.750S+ Span L=30.5 ft 1 0.626 0.184 122.65 195.93 16.08 87.45 IFinal Composite:+D+0.750L+0.750S+ Span L=30.5 ft 1 0.626 0.184 122.65 195.93 16.08 87.45 Final Composite:+0.60D+0.60W+0.60 Span L=30.5 ft 1 0.219 0.064 42.98 195.93 5.64 87.45 I Final Composite:+0.60D+0.70E+0.60 Span L=30.5 ft 1 0.219 0.064 42.98 195.93 5.64 87.45 Maximum Deflectians.for::Load Combinations .�Unfactored•Loads; I Location DEFLECTIONS(in) Added Post lxx-Used FINAL Load Combination in Span (ft) Pre-Composite NonComposite Removed Composite in^4 Precomposiie Downward 15.453 0.000 1.0875 375.00 Precomposite Upward 0.000 0.000 375.00 NonComposite Removed Downward 15.453 0.000 1.0875 -0.114 0,00 I NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: +D+H Downward 15.453 0.075 0.9735 0.974 702.64 Final Composite: +D+H Upward 0.000 0.000 702.64 • Final Composite: +D+L+H Downward 15.453 0.640 1.0875 -0.114 0.974 702.64 I Final Composite: +D+L+H Upward 0.000 0.000 702.64 Final Composite: +D+Lr+H Downward 15.453 0.076 0.9735 0.974 702.64 Final Composite: +D+Lr+H Upward 0.000 0.000 702.64 Final Composite: +D+S+H Downward 15.453 0.076 0.9735 0.974 702.64 Final Composite: +D+S+H Upward 0.000 0.000 702.64 I Final Composite: +D+0.750Lr+0.750 Downward 15.453 0.499 1.0590 -0.085 0.974 702.64 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 702.64 Final Composite: +D+0.750L+0.750S Downward 15.453 0.499 1.0590 -0.085 0.974 702.64 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 702.64 Final Composite: +D+0.60W+H Downward 15.453 0.075 0.9735 0.974 702.64 Final Composite: +D+0.60W+H U ward 0.000 0.000 702.64 Final Composite: +D+0.70E+H Downward 15.453 0.076 0.9735 0.974 702.64 Final Composite: +D+0.70E+H Upward 0.000 0.000 702.64 Final Composite: +D+0,750Lr+0.750 Downward 15 453 0.499 1.0590 -0.085 0.974 702.64 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 702.64 I Final Composite: +D+0.750L+0.750S Downward 15.453 0.499 1.0590 -0.085 0.974 702.64 Final Composite: +D+0.750L+0,750S Upward 0.000 0.000 702.64 Final Composite: +D+0.750L+0.750S Downward 15.453 0.499 1.0590 -0.085 0.974 702.64 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 702.64 Final Composite: +0.60D+0.60W+0.6 Downward 15.453 0.046 0.5841 0.584 702.64 I Final Composite: +0.60D+0.60W+0.6 Upward 0.000 0.000 702.64 Final Composite: +0.60D+0.70E+0.6 Downward 15.453 0.046 0.5841 0.584 702.64 Final Composite: +0.60D+0.70E+0.6 Upward 0.000 0.000 702.64 Final Composite: D Only Downward 15.453 0.075 0.9735 0.974 702.64 I Final Composite: D Only Upward 0.000 0.000 702.64 Final Composite: Lr Only Downward 30.500 0.000 702.64 Final Composite: Lr Only Upward 30.500 0.000 702.64 Final Composite: L Only Downward 15.453 0.565 0.1140 -0.114 702.64 Final Composite: L Only Upward 0.000 0.000 702.64 IFinal Composite: S Only Downward 30.500 0.000 702.64 I ,omp '!ine o 4$r iae till Pry p12016•pro,.:„„„16330 N GLandrover WAsQ187RUCTU12At. ALCS116:: ,: . I .e_. ONBRCA.LC,INC 1983 2017,Bu 1d 1017 8 28 Ver1017:8 28 Lic.#:KW-06002662 Licensee tm rippey consulting engineers 1 Description: J1(composite) Maximum Deflections for:LoadCombinations Unfactored Loads Location DEFLECTIONS(in) Added Post lxx-Used FINAL Load Combination in Span (ft) Pre-Composite NonComposite Removed Composite inA4 Fina Composite: S Only Upward 30.500 0.000 702.64 Fina Composite: W Only Downward 30.500 0.000 702.64 Fina Composite: W Only Upward 30.500 0.000 702.64 1 Fina Composite: E Only Downward 30.500 0.000 702.64 Fina Composite: E Only Upward 30.500 0.000 702.64 Fina Composite: H Only Downward 30.500 0.000 702.64 Fina Composite: H Only Upward 30.500 0.000 702.64 Maximum'Vertical Reactions«Unfactored' Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 18.315 18.315 Precomposite Loads 9.165 9.165 NonComposite Removed 8.205 8.205 Final Composite: +D+H 9.394 9.394 Final Composite: +D+L+H 18.315 18.315 Final Composite: +D+Lr+H 9.394 9.394 ii Final Composite: +D+S+H 9.394 9.394 Final Composite: +D+0.750Lr+0.750 16.085 16.085 II Final Composite: +D+0.750L+0.750S 16.085 16.085 Final Composite: +D+0.60W+H 9.394 9.394 , Final Composite: +D+0.70E+H 9.394 9.394 Final Composite: +D+0.750Lr+0.750 16.085 16.085 Final Composite: +D+0.750L+0.750S 16.085 16.085 Final Composite: +D+0.750L+0.750S 16.085 16.085 Final Composite: +0.60D+0.60W+0.6 5.636 5.636 Final Composite: +0.60D+0.70E+0.6 5.636 5.636 Final Composite: D Only 9.394 9.394 Final Composite: Lr Only Final Composite: L Only 8.921 8.921 Final Composite: S Only Final Composite: W Only Final Composite E Only Final Composite H Only I Steel:Section Properties W16x31 Depth = 15.900 in I xx = 375.00 inA4 I yy = 12.400 inA4 Web Thick = 0.275 in S xx = 47.20 inA3 S yy = 4.490 inA3 Flange Width = 5.530 in R xx = 6.410 in R yy = 1.170 in Flange Thick = 0.440 in Zx = 54.000 inA3 Zy = 7.030 inA3 Area = 9.130 in^2 • J = 0.461 inA4 Weight = 31.000 plf CI omposite Section Properties Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound Span 1 PNA in Flange 100.0 15.813 408.372 24 518.20 375.0 1,359.1 1,070.3 111 PNA in Flange 95.0 15.776 387.954 23 507.35 375.0 1,359.1 1,060.9 PNA in Flange 90.0 15.739 367.535 22 496.44 375.0 1,359.1 1,050.0 PNA in Flange 85.0 15.702 347.116 21 485.47 375.0 1,359.1 1,037.6 i PNA in Flange 80.0 15.665 326.698 19 474.45 375.0 1,359.1 1,023.6 PNA in Flange 75.0 15.628 306.279 18 463.37 375.0 1,359.1 1,007.7 PNA in Flange 70.0 15.591 285.861 17 452.23 375.0 1,359.1 989.9 PNA in Flange 65.0 15.555 265.442 16 441.04 375.0 1,359.1 969.9 PNA in Flange 60.0 15.518 245.023 15 429.80 375.0 1,359.1 947.6 PNA in Flange 55.0 15.481 224.605 14 418.50 375.0 1,359.1 922.7 PNA in Web 50.0 15.133 204.186 12 401.38 375.0 1,359.1 895.0 PNA in Web 45.0 14.390 183.768 11 389.07 375.0 1,359.1 864.1 PNA in Web 40.0 13.648 163.349 10 375.50 375.0 1,359.1 829.9 1 PNA in Web 35.0 12.905 142.930 9 360.66 375.0 1,359.1 791.8 PNA in Web 30.0 12.163 122.512 8 344.56 375.0 1,359.1 749.6 PNA in Web 25.0 11.420 102.093 6 327.20 375.0 1,359.1 702.6 1 II ( l C oMpos 1-7-E 6/EA i OF-514-A) i (6041e0),#L- OL (e /(q val ) /0 t,5I I Too ( u /5-p est N • Jo►sT ( -go - 26' �') (52 ) I rlfeaive Gni i f) Man• ,./vi . !wi.l,(C, = 8.5' (n,►,c)! 7s (s ") 1/3 (Z6:-‘7") = 3. Zq' e-ose_ WI = 65- P.5(( (8 ,s') = 552•selI (nobs-eoAlv05(4e eL.) 111 w2- iap5, (s.5); ?5 f)/4 (ea iyosIle- Pl.) L'42' w IC a;((8s)=637 5 fl I. (ca PasIr'(E-_ z I Oil e 810,E (?s')_ 68 ,If (cams,✓i^e120., Gt.) I. V,TA, 14 or 5T0 PS = rz - use w 16 x 26 (rNfgeAtc) L?K At = Z/.g02= 0.3911" CAMOEe = 3/1/ ' I • CI�D.E A, (5 196714 '. 313') ( I) fl--PeclVc (4-1 J Ca16u(� 1-L p,9 44. Io �(c I 111 I/s (5 64) : �'/ (3o) 3.'q5' 0 Lse %2 (4.s! ; e 4J i , .$) e 71 (2F�.s0=/3,7s1 P, = 6515 d. (13-1)(Z65) _ 12,9 iq I, (404.- b. IC" ea S Pa = l psi (- .s')(76.s,)III 1 f 190 111 ' ) �.�gg 4_ ,'e.. 0 k a 2�,5 1 }= 7Cp54(as')(2G.5') /&. %..o6 4 .(6,04p05t'ie L6) • �.I t Py r-- ?(.5/ (a, ')(z,$) - /.s90 - (c s'nte' a..1 I1 '$° — - > tJse- w 2 1 w ss (IF,ir rcFit o(i --- I - Z 311 5-1u<-15 3/ IAL 1 /66i - c9. 54iy " CAMI 6g? - /,/?�, (6135 (0 014) ®(. f Zolo ‘-ti TM RIPPEY K]].L BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 3 ITigard, Oregon 97223 Phone(503)443-3900 SHEET / OF I I F;0 P 82010 Pro000.63 1 Po�G l a Ai.0 r WA 6QSSTRUGWRA(4 AI.CSS1ti330 ea6 COIF asite Stil+vi Reairrl ....:, ei4Eri ALC,iNG t9:83 26175 tai ild1017$26.Ver 6.17 t i 30 ; Lic #:KW-06002562 Licensee:tm rippey consulting engineers Description: 01(composite) CGDE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set : ASCE 7-10 iii .Material.Propertie Analysis Method:Allowable Stress Design 3.76011 I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached: Load Combination ASCE 7-10OrNIPIVIIIN Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi I MUSS Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.50 in Concrete Pc 3.0 ksi Stud Diameter 3/4"in111 Effective Width 3.750 ft Concrete Density 145.0 pcf Qn:Stud Capacity 17.240 k Metal Deck... Verco, PLW3 Formlok Rib Height 3.0 in Top Width 7.50 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 4.50 in D(1.93021 813) D(1.GUM 11830813) D(1.=a.$30)813) JII ,r, >ir:tf>ta::rzf::f::f::x<>. Sfi• ;,#f'' , x ."i6:•. , r•�...i.k::»,�r:.. :�;::;:;::::... ;;tzz>t,<:r.:_::ffif^'%:<�:,,.�, '�;>:: '�# t<k:.r`> >:'�r�,r:� M.a�r�i3�'' "'.rt.� .r13s., .. i'gfi .:. ......:....aSE .r ::�..:.a,,:.»:?>:h::<::':>7 ..i>^rSt.. ...f:�r �'1" .t,�r„.r�...�°.`�?:''t f .. r �y �Y •rf ,t,., :T:. ....x .s.a �....,:.r,..,...:.. .ort, ..._.,,. :. ......,.c a..r....v'fat.:rr«:;t.:,.�,at't«.,r.,::air:.:n:r.,r rr��.. ..a. is i-6`:zv.:.::€:.r: "5 ':w.. +J/ trrr'4� .ti3�.. '£..,. .,..Sf l:s'..,...�,..:.. ..5"r.,r.f...,..:h".'."�"':.':f'::f.'::-::.n:-r:-r,..::.:r:r..r:.rr... �. .. .... .. :F/r:s...�.�3 ..F.' ....}::.. �Y .../. f..,t... ..�,.. fes/ . .,..ts.. ..;3:.t ,< .....)+...... .......... ...... ...,.... ......... ......::.r..�:,.::?,...t.:,. ....::...,.::-r::::..::...{.:::o S} Q`:.'Y.. c'�: ./N .. ,.,tv..:F^: .... ..... „ .................. ...............................�..r.. :f... :....... ....:..,.,.,....",.. .....:::::,,,:. "r:}r:,:Cn,Y:.fitr.:.:t;:£3''£: ,¢.Y,,. .:+y,,. ,i.°:.n k. :,Otyt' . .s.,.y /a k ,.n/�• n1.Yr" ;. .2 > :f. 'i } >gni t f%',7x. . t, £may' a yn' �,S.n i �,.: ,�f .or x ..,, r�k S,f 2�+y ii.:, ,,rx�}}tt Y. � ,a'aYr� �� c'b, i,. �'..}}.��,, �¢ +'�A(.pp�f �v4 r. isr..r.,.,y,ih V *;',t },.. . fr..X . &--,. �+`Ktt: .. `�V.Aia nd ,,, �t.4,,n9 ,rg s� ..4sr 30.0 ft Applied Loads Zimmimi Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s)for Span Number 1 Point Load: D=12.838 k @ 7.50 ft,Pre&Post Composite Point Load: D=1.975, L=14.813 k @ 7.50 ft,Post Composite Only Point Load: L=1.580 k @ 7.50 ft,Non-Composite Only Point Load: D=12.838 k @ 15.0 ft,Pre&Post Composite Point Load: D=1.975, L=14.813 k @ 15.0 ft,Post Composite Only Point Load: L=1.580 k @ 15.0 ft,Non-Composite Only Point Load: D=12.838 k @ 22.50 ft,Pre&Post Composite Point Load: D=1.975, L=14.813 k©22.50 ft,Post Composite Only Point Load L=1.580 k @ 22.50 ft,Non Composite Only DESSIGN SUMMARY ;;........ ;.... , Desi•n OK MAX Bending Ratio= 0.910 : 1 MAX Shear Ratio= 0.290 : 1 DEFLECTIONS Steel section W21x55 Vu : Applied 45.264 k FINAL Composite Composite Vn/Omega:Allow 156.0 k Max Downward 1.553 in Location of maximum 0.0 ft Max Upward 0.000 in %Composite Action 51 % Load Combination Defl Ratio 231 Mu : Applied 450.578 k-ft +D+L+H +D+L+H Mn/Omega : Allow 494.877 k-ft Location of maximum 15.0 ft Transient Composite Max Downward 0.544 in Load Combination Max Upward 0.000 in I+D+L+H Defl Ratio 661 Pre-Composite L Only Mu :Applied 222.458 k-ft I Mn*Phi : Allowable 314.371 k-ft NonComposite Max Downward 1.048 in Max Upward 0.000 in Defl Ratio 343 PreCompDL+PreCompLL / ig I I �iRl#71 � �#�, $$� � $ Faye=P 12016:Proje0.1g1030 tv GLandrover WAgCMTRUOTIOS0, ALCSt16330 O p , .. '_ .... i ENERCAt.O,INC 1983 2017,Ootid 1017828 Ver 6.171130.. Lic fl:KW-06002662 '; Licensee:tm rippey consulting engineers; Description: G1(composite) Shear Stud Requirements I From Support 1 to 15.00 ft use 17 studs. From 15.00 ft to Support 2 use 17 studs. Maximum Forces Stresses for Load Combinations Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary I Span# M V Mu-Applied MnTr/Omega Va Vn/Omega Pre Composite:D+Const L Span L=30 ft 1 0.708 0.144 222.46 314.37 22.45 156.00 1 Final Composite:+D+H Span L=30 ft 1 0.461 0.148 228.38 494.88 23.04 156.00 Final Composite:+D+L+H Span L=30 ft 1 0.910 0.290 450.58 494.88 45.26 156.00 1 Final Composite:+D+Lr+H Span L=30 ft 1 0.461 0.148 228.38 494.88 23.04 156.00 Final Composite:+D+S+H Span L=30 ft 1 0.461 0.148 228.38 494.88 23.04 156.00 I Final Composite:+D+0.750Lr+0.750L Span L=30 ft 1 0.798 0.255 395.03 494,88 39.71 156.00 Final Composite:+D+0.750L+0.750S+ Span L=30 ft 1 0.798 0.255 395.03 494.88 39.71 156.00 I Final Composite:+D+0.60W+H Span L=30 ft 1 0.461 0.148 228.38 494.88 23.04 156.00 Final Composite:+D+0.70E+H Span L=30 ft 1 0.461 0.148 228.38 494.88 23.04 156.0 Final Composite:+D+0.750Lr+0.750L 1 Span L=30 ft 1 0.798 0.255 395.03 494.88 39.71 156.00 Final Composite:+D+0.750L+0.750S+ Span L=30 ft 1 0.798 0.255 39503 494.88 39.71 156.00 Final Composite:+D+0.750L+0.750S+ ISpan L=30 ft 1 0.798 0.255 395.03 494.88 39.71 156.00 Final Composite:+0.600+0.60W+0.60 Span L=30 ft 1 0.277 0.089 137.03 494.88 13.83 156.00 Final Composite:+0.60D+0.70E+0.60 I imSpan L 30 ft 1 0.277 0.089 137.03 494.88 13.83 156.00 Maxum pefiecEions for:Load.Co nbinations litactored..Loads Location FINAL DEFLECTIONS(in) Added Post lxx-Used I Load Combination in Span (ft) Pre-Composite NonComposite Removed Composite inA4 Precomposite Downward 15.20 0.000 1.0480 1,140.00 Precomposite Upward 0.00 0.000 1,140.00 NonComposite Removed Downward 15.200 0.000 1.0480 -0.111 0.00 NonComposite Removed Upward 0.000 0.000 0.00 I Final Composite: +D+H Downward '15.200 0.073 0.9365 0.937 2,189.60 Final Composite: +D+H Upward 0.000 0.000 2,189.60 Final Composite: +D+L+H Downward 15.200 0.617 1.0480 -0.111 0.937 2,189.60 Final Composite: +D+L+H Upward 0.000 0.000 2,189.60 Final Composite: +D+Lr+H Downward 15.200 0.073 0.9365 0.937 2,189.60 I Final Composite: +D+Lr+H Final composite: +D+S+H Upward 0.00 0.000 2,189.60 Downward 15.20 0.073 0.9365 0.937 2,189.60 Final Composite: +D+S+H Upward 0.000 0.000 2,189.60 Final Composite: +D+0.750Lr+0.750 Downward 15.200 0.481 1.0201 -0.084 0.937 2,189.60 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 2,189.60 I Final Composite: +D+0.750L+0.750S Downward 15.200 0.481 1.0201 -0.084 0.937 2,189.60 Final Composite: +D+0.750L+0.750S Upward 0.00 0.000 2,189.60 Final Composite: +D+0,60W+H Downward 15.200 0.073 0.9365 0.937 2,189.60 Final Composite: +D+0.60W+H Upward 0.000 0.000 2,189.60 I Final Composite: +D+0.70E+H Downward 15.20 0.073 0.9365 0.937 2,189.60 Final Composite: +D+0.70E+H Upward 0.00 0.000 2,189.60 Final Composite: +D+0.750Lr+0.750 Downward 15.20 0.481 1.0201 -0.084 0.937 2,189.60 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 2,189.60 Final Composite: +D+0.750L+0.750S Downward 15.200 0.481 1.0201 -0.084 0.937 2,189.60 I Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 2,189.60 Final Composite: +D+0.750L+0.750S Downward 15.200 0.481 1.0201 0.084 0.937 2,189.60 Final Composite: +D+0.750L+0.750S Upward 0.00 0.000 2,189.60 Final Composite: +0.60D+0.60W+0.6 Downward 15.200 0.044 0.5619 0.562 2,189.60 Final Composite: +0.60D+0.60W+0.6 Upward 0.000 0.000 2,189.60 I Final Composite: +0.60D+0.70E+0.6 Downward15.20 0.044 0.5619 0.562 2,189.60 Final Composite: +0.60D+0.70E+0.6 Upward 0.000 0.000 2,189.60 Final Composite: D Only Downward 15.200 0.073 0.9365 0.937 2,189.60 1.i I S t?iie p 12016 f'rutectst16 3.0 N l taiiiiiMr NA 5Qi57RU0:r9. AE.04415 1.P.0 eo6 o PPPP! •e SteFl B@a11 i.', ENERGAIC,INC 1983 2017,0u)ki.1017 8 28.Vet 617!i1130... tic.#:KW-06002562 Licensee:tm rippey consulting engineers Description: G1(composite) 1 I:axtmtirnse#iecttons for:Load.Combtnat.'tons4:Unfa. Cored loads.... ..;: Location FINAL DEFLECTIONS(in) Added Post lxx-Used Load Combination in Span (fl) Pre-Composite NonComposite Removed Composite inA4 Fina Composite: D Only Upward 0.000 0.000 2,189.60 Fina Composite: Lr Only Downward 30.000 0.000 2,189.60 Fina Composite: Lr Only Upward 30.000 0.000 2,189.60 ' Fina Composite: L Only Downward 15.200 0.644 0,1115 -0.111 2,189.60 Fina Composite: L Only Upward 0.000 0.000 2,189.60 Fina Composite: S Only Downward 30.000 0.000 2,189.60 Fina Composite: S Only Upward 30.000 0.000 2,189.60 Fina Composite: W Only Downward 30.000 0.000 2,189.60 I Fina Composite: W Only Upward 30.000 0.000 2,189.60 Fina Composite: E Only Downward 30.000 0.000 2,189.60 Fina Composite: E Only Upward 30.000 0.000 2,189.60 Fina Composite H Only Downward 30.000 0.000 2,189.60 Fina Composite H Only Upward 30.000 0.000 2,189.60 I Maximum Vertical tteactionsr UnfactGte Support notation.Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 45.264 45.264 Precomposite Loads 22.452 22.452 NonComposite Removed 20.082 20.082 Final Composite: +D+H 23.045 23.045 Final Composite: +D+L+H 45.264 45.264 Final Composite: +D+Lr+H 23.045 23.045 Final Composite: +D+S+H 23.045 23.045 Final Composite: +D+0.750Lr+0.750 39.709 39.709 Final Composite: +D+0.750L+0.750S 39.709 39.709 I Final Composite: +D+0.60W+H 23.045 23.045 Final Composite: +D+0.70E+H 23.045 23.045 Final Composite: +D+0.750Lr+0.750 39.709 39.709 Final Composite: +D+0.750L+0.750S 39.709 39.709 I Final Composite: +D+0.750L+0.750S 39.709 39.709 Final Composite: +0.60D+0.60W+0.6 13.827 13.827 Final Composite: +0.600+0.70E+0.6 13.827 13.827 Final Composite: D Only 23.045 23.045 Final Composite: Lr Only I Final Composite: L Only 22.220 22.220 Final Composite: S Only Final Composite: W Only Final Composite: E Only Final Composite: H Only Steel Seatlon Properties. W21x55.... Depth = 20.800 in I xx = 1,140.00 inA4 I yy = 48.400 inA4 Web Thick = 0.375 in S xx = 110.00 inA3 S yy = 11.800 inA3 Flange Width = 8.220 in R xx = 8.400 in R yy = 1.730 in Flange Thick = 0.522 in Zx = 126.000 inA3 Zy = 18.400 inA3 Area = 16.200 m^2 J = 1.240 inA4 Weight = 55 000 plf Composite$ection properties Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound Span 1 PNA in Flange 100.0 20.513 573.750 34 1,000.45 1,140.0 3,176.3 2,532.9 PNA in Flange 95.0 20.478 545.063 32 984.96 1,140.0 3,176.3 2,514.8 PNA in Flange 90.0 20.443 516.375 30 969.39 1,140.0 3,176.3 2,493.6 I PNA in Flange 85.0 20.408 487.688 29 953.75 1,140.0 3,176.3 2,469.1 PNA in Flange 80.0 20.373 459.000 27 938.04 1,140.0 3,176.3 2,440.9 PNA in Flange 75.0 20.338 430.313 . 25 922.25 1,140.0 3,176.3 2,408.8 PNA in Flange 70.0 20.303 401.625 24 906.40 1,140.0 3,176.3 2,372.5 PNA in Flange 65.0 20.268 372.938 22 890.47 1,140.0 3,176.3 2,331.7 111 PNA in Web 60.0 19.300 344.250 20 861.63 1,140.0 3,176.3 2,285.9 PNA in Web 55.0 18.535 315.563 19 842.82 1,140.0 3,176.3 2,234.7 PNA in Web 50.0 17.770 286.875 17 822.17 1,140.0 3,176.3 2,177.7 PNA in Web 45.0 17.005 258.188 15 799.69 1,140.0 3,176.3 2,114.4 I PNA in Web 40.0 16.240 229.500 14 775.39 1,140.0 3,176.3 2,044.2 PNA in Web 35.0 15.475 200.813 12 749.26 1,140.0 3,176.3 1 20 1,966.5 I 1 I Comlposl# SteOi eml fS .P...:0. 12016 prol000i.63301V. 0'010ndrover WA40.SrRU0TUIZAL1.CnkM100.4eo6 .. ....... 0404........ ......................................... Lic.#:KW-06002562 Licensee:tm rippey consulting engineers Description: G1(composite) Composite Sectio;I Propoities I Span Number Plastic N.A.Location Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia I-Steel Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Trans I-Lwr Bound PNA in Web 30.0 14.710 172.125 10 121.30 1,140.0 3,116.3 1,880.5 PNA in Web 25.0 13.945 143.438 9 691.51 1,140.0 3,176.3 1,785.5 I •I 1 I I I I I I I I • I I I /-2! i GIizoF e, (co.1f.) ® 3015iGrd?� $.S /41, stiq k. ‘,20,os-; lit:) P P (72 2. 238 k. (cac2t005/ - 00 P3 /6 933 / (.co p,S ? 1 4 - 1.V1I 4 (tonsf-vkilia4 t gs g,st ss, f/ 1,1/;.1 $ fi 4h 3.1:76 - rt s i Use. A) s -5.4r55 vv lio = 0,q 67: to 1--/711 = (9.y36'„ /6 54 ,11 /315`0c�M = _3�9,' • 43 : L = 23' 7rrt W = 17 To is¢ s1p46,4 ( rel 2. 8 7-G i Pti 1.3113 Z �d s#. � 6e ) 3.s' p3 = 10. 073 I U.� UJ 16 x 31 1 A111.655 (-6141° = o.755. (.o /It G/q q a.3511 I /1 5-1-11,1s Ir ) G'AMerg = 3/ei” I I • I 1m TM RIPPEY BY 111-- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16 3 3 a Tigard, Oregon 97223 l 2 2 Phone(503)443-3900 SHEET OF I Cf!PDFj- (ten, .\ 1 211'41,s-a‘!1°. P, = /12,s8r F/Ye. ,w� L`ct,t4 /s (5paL4) = 0,e 7s' s fZ ls36 r2(dr54. 4- ,'. 4 ) _ 4/. l?' > U e ( i1?A' S Suess rfa-li,v (2,s1ti : r,a o - G//rs o. 12641 I16 54(4 s (3/17 ) c,1 mot- ., 3/yA I r G 5: L = 30 v/6. 6/ = /7 Jo1rs1 Src3t'i'4j P, : ? 2 g? 1' 4//4'c / ie r,,id 3 X35' I P a 9,5 63 I Ose P2-1x414 ' o v .0 ', • G6 G - 2? 7-vr`.4. W 2?.a' Jo S�} s fa‘;.-i7,s• ' • II p - /1. 554 / FIVe „/,- wi d - 3, 576' P2 /,?7,8 ti 1 r3 ' /3,33 l Ude W2rx4 I54YeSs V7J7O o 9Qg (.0 at /G/q2- '. - o, if t17', 241 5-/- 5 (3/L,,, ) CAMBt-g= '9/24 I I TM RIPPEY BY lit- DATE YYY ll\ CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /'33 o ITigard, Oregon 97223 Phone(503) 443-3900 SHEET /.23 OF gores ( '1 • if L = 30 7vJ`t,. W: 28.sJoJ` 4 , t f - 7E ' = _9gt1 k 123 2 /6,031 k F'te 33c fZ - 2,138 - (� 6 1)Se- VIZI x62 I 517ess voli = o.gfl 6 /,o pL 1/ (3/elle) • i • $ L = 23' 7vi�b• l.J = 2o' Toi s,f 5r46/A J = 7,1 I , ileo E/�F P /O Z /1.?sok � fil ' 'f4 2 $ 7'S' • 19 2 / 62°14- ( P26� � 'Use I 3 1 S-Ives 4-4 o g52 : 1,o pG a 1.1 6 qti 2 o, 3iq'� ' 16' 5-1ii,4c, Et GhivioF�- 1 41 : L = /6.ZS' -riff b. w = ?e' Toisa S-104::( Q P = , lbs F'3 /�, 56q Elk s wry = 2, 031 ' pZ = 7./iog p y /127 [ U 5e w/6 26, I S'fti'c � va 0 61s : 1•o Ll /Z24 n /514 la S1471015 3/ t'AIef = D 111 ▪ 4I o ; G `l7,Zy' ; Yr I a /d 21.76" 5,41/49 ---- rr _ . 7. 662 k P3 = B �yi ��h'� w�J 2,031 • P� = 14 - ogy3 � I Use (A)/61< in 5,/y655 � � �,5,3 y- 1 0 'A� L//-416s = o, / 3 I r2 s J s (3/11"10,) e4m6C4 R o 1 1 KTM RIPPEY BY V l- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /b 3 3 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET /•2y OF I , G I I L _ 32.0s' Tv'i i„. t�// . 26' jpi'v f 5 , ,`41 ?` P, = /3, s2 f 3 = is,.600 1,._0, ivi'a , = II.031 ' • PZ z. ago', /941 16�t, 4 • . I ,...) Use (,d2/ x62 S',e S.5 ✓4**Zo . o.4702.: ,1.9 ij, I,/ 65et o.5/I" I/o S-twJ-s /3 � � s.°) ' , e4`401 - ( ley,,. IBIZ L = 32: 5` 70-; W r 2 ' Scirs 5y?4�t�J g , Pi ° II. y o (C es - /3. 2004 I5//e /IVC wi/I-4 4.031 ' MI 122, a - AF61) k Py = � y Oil 44 =) 1)5e_ A) 2-1 x SS .S zi5> v60 = o.ggo.: !.o QGv G;/ 6 s�iv.5 12ti I32. 51/J-s (3/17' 0) G,Maf /ifri" I . 4/ • P $T We I Pegey,i � l/e- Ae. f 4.! / 4 e'©isr Wn o o '`)/1 4 II Wg 15.5' /ZS' a vJ V 4lgDF2 19.51 -s wA : 14141 a 8' kI . 7Yi6. W 3.8ii' Pjoisi ' p, 651 ,( (331069.012_ + 6cr ,i(3'-3,8`o(o•s/2)( 1-S3 ) = Z.°iq3 (/iayi G0w1,0s( 01) 1 ri = o.(I5? (c.ow,pos 46 pi,) 1 P3 3, .t3o I (/o nr l�,'le I-9 4 GA 1.6.1-cGa 1fin l� I� Sr M1 kAll 141414' Irr1 a (?, 36h Li.- ('.oy r e4wrdsi �, c wG Tr1 b, Ai- 4* k1 `7 4 k tut 3, 84' '1 1 Y 1 M Rn'PEY BY VL DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 /630SOB NOI Tigard,Oregon 97223 Phone(503)443-3900 SHEET 26 OF 4 ie-06-"Pc l6..14.0 1 G : , 2 (< <( ( ) eft b.)10 : w, = 2c01014- wr jo '.c. rit) w W �s s � �� r1.Ph -co o�� : ws. = io es((( 1') = qa fll w,2_ 31 '1911 (0' Pas, Ite. ) IA); Y qc pS1 11) = alati w3 = 286 0 (c°ipoili LL) W8PS� � ) o3Z� P I } O5e. IA) 14 > Z6 ' (413) 5-tve5s /0 5-114445 C 6Frz P 11 `` • GIt/ : ; ` = 295 I De rev, !✓� 1%t ai4 /OG. P. -1. �we, J015f w E 1. v (A)111 12' 1q.5 = 0 X T �6' + w _ 1c-rsI ( 1�i.Z,�}to. i�) 22z ni4- z c I WA - %v4.. w = S.2s ' W1 . 7r+'b. W ,. 41,2,s` + bi/SM ) </s3 p/i (ib /trim I, ' i Jii1*) P JoiS1 ' ' 16, 3 i " 6s('J ) 2 )� ) + ( �( � )( 16) 2 K. 01,0,1 -eovtiaSr(t_ O . � ( � (�I. S' I b' Z 6 5 s� 8.2s -h,� /b 2 Z,qo 3 P . si`(e- OL) I Pa. y� c�� SAG i-u 11 IP l'3 = 3.3sot, (cat.nS�4G. LL) r� t n 3S? h- (i ovt- 4144 fa 5r'¢e I-91 tdc : rtvi l., w = Wo: Tri�6, W - 1 4 .25' 4)6 : %vi . W / 35' 10) t W a 26 / &t) w 2 36 ( &1 = /i4/ / nog, -eav, o's OL) , 41 o p/1 (,v = 43 p1/ G/2 = /8/91/ l.,/ (e--044/051(le DL) 111 1413 - 3 )�( 1�3 _ 3lei I�l i W3 131 1/ ( . o �r1le L L� 1�y 31 p pi I l,✓y 30 p1! 1A/4 ' /1//0a (6.9//i 541,144-4- 4 L L • U /6 Y• 2& l6) ,51-ves /4410=', (2..652-% I.0 d = t /o 31 1 o.323" Ii ' S.1--44)s (3/ '' ) 1 ep MaFg- 7/8 `' 1M1:\_ TM RIPPEY BY 0DATE -11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6.,&g0 Tigard, Oregon 97223 Phone(503)443-3900 SHEET /•Z6 OF I i 4 igot5-(5 (�o�l-{.) PA• - A Pg pe. "(s : I ,33' Til... (A Q 26.1-y" I I I I b e A PAI P, - /2. 32 k. P ' It, 21/ k ..,,. , t �,5' 1.5' `�.S` ' q.,` 1.5' P2 1.1?s . Py , 4580 t I ffe6fi✓� w'J'2, = ',.is.--' P8 : p, , I�.F26 P. ., .13. 30 r, ,' 1i k.- Pc, 1. 1/113 z : I.�o RI ,663 L (D) * 2�i.5ti1 14- C ) +� $.:I31 k( ) I Pe: P, 6.�6 � �'3 �.� gL 29,5s I. (D) .61z3 t. ( ) t 0 .g02 /4- (s) r Use l✓2 f x 68 I .S 'es� Yetlig - 0.goo: I. ,/ iz Z14 4z o55" T(04l 0 4 s-iiid.5 , 32 aM03r1° = /d/y t` C,l6 = L = 3Z' Tvr'b, w= /6- 3 o►s tj s/p4tii _ 8` I '' p Pi = 7.B G``� PI 9 L. E Yfft I1< writ t 41' e,„out 34 IIP, . /.i I, Pel '' o /6� -I- w = ,?22 P l l (eX fe/icor Ali (ldRci) C40oip0 11'.4.e_ DL- Wsnrow = /Z�i 05e_ (,,J 21 Y 5S P4►� �l� I ..5,1yez‘ vet lib 0. 748 : (.0 A . L/716 = O. y8Z" 1 -7-0.ei( 0 01 54 S = 12 GA MeCtie- 'P [t, I L (q'( ax,) 77,/i . Ai =/s' IA's '1- 5,4G�•, = 6. 33S ' I ho l', 6.j K (�3 .IZ�� VI' wr 2, �stio,,, _ 2.3k P, 0.957 4- f 0-760k -I- w = 2 22 e1, (etc-f eV/Lav r, (! /O$ i) [eaMrho s,'4 191-1-] Iwsti+�, = 1241 p( y> Use. ; 01 l el Y-2Z v'4) tt PrI -&' 5S v44-10 =. d, 2S.! ,0 bt : G/r///; = n ZSR" 1-0¢A( i of 5/ r 10 atiaFre r 5i3" I I TM RIPPEY BY `I L DATE M I\_lirCONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO /6 33 0 ITigard, Oregon 97223 Phone(503)443-3900 SHEET /,Z� OF 41POC (tloti. !' 4lg ' L 23' 7 -'b. 'i = 8.sk ISr4G,1'1 .671 ✓vviy,,. P� , 125 P3 A. 5. D34 (� Red ,fir/, �I4411 _ 2.87`;"` P5P0t4 °, �,6 71 i7 . 6qZ pos3� ' l&c140 eAkt,� OGS , p 03cw Z Wspoi, 4 112 pry 6s--: i.e , 4 b 0, T -01 1 of o ee-M6E-le 201 J,P±5 pt 1,6-53k �� 1, 2zqk II j use w /6x31 S-tl•�sA-h`o = O.811/: I.° 6, 4/ 61-4, 0 8 " To+Ai # of 5'414.!s /� ►aief'e V 420: G = 30' $ G?Lfit •S� T,�d• w �, �o�'s ( P a Foe CASE o �� j f i ('12(FT/ g(N) 9.7So k P, -2 A ZSR rAt 16ter '��► 3. P2 1.50oL i2 = r.zoo !� PSuo1 ` 37 Vim- v 5 )21 .55 <!8> -hr ss r bio - O.8'13 ; 1. L �66q d 3 '4 GAM�36-t2 = q78 SW-55 eon,* o.276:1.o 72#4 44 OF 5. 1-1405 =tido GAM61�(L = / 1/$ 1 71 > " Z � T(��` , t = 70 pefet = ?-5 ems, - 11.050 k P 12,1s-0 h.. l',Ps 14 1,41,14, a 3.187,T I Pz 1.7t i'y = (, 36a 14; I Use 6,11% ), 3c 5 e2ss polio E. o111 7b- /• a - z,/ 6c : 0,1/6y " -Tata/ ale 5,14,J6 - /6 oAfrra6e- , 9/81 /r1 i\ TM RIPPEY BY VI- DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 4 2 3 OE i4 Glgprie'S (644 .) G.22 : L. z /6' TVid. Al w 2q ` dais4 sp 71,rii = :G6� ` " (f ike_ IAA', lb '/8= 2 ` Pt, IP P - /f,oask P P, h. 132k. F r3 PZ 2 1.�Sk P2= 0.9si IL o I I i 1 i'J =i l2. �� P� , 13 �Gr �.6� (x.33' 6.67 Py o.76itt P� = 0.761 1 I N PS;�Q� � y. 26 3 � P� � ;2.3 as !� ) USt -W f 6 x26 , ee S ,® , 0; 64-7 : /,o 4L t //S39 z O./ S-." I7o-Af ito - I 13.; IT/ (Q) t 12. 464 6-) 1- e-;,322- t` ) • t Z3 G - 23' -n/. t = ( ( G(gorr2S (69 .) r n J I Z�a ✓ � - 3�� ;0- w = 10s 10,',5/ 5/��(11� = $ P5No.,/ ' Z (�- P v r, = S.z o t IxG6,4 F�1ei�pie r,;-'i = w� � 5-2 pi. '3 Pia i' o.8 k- P o. 641(6 Ai :- 222PId- (efe%v("' w41e4f)y G6-Arp,9sr4e43 Use w1/ xtiti li S-hvs /4-ha - 0.6g2; 1,0 6c ,-- t/lY9 = 0, 312 " 7-94-o( qL 4 siqds - 1i cA-Me,F(2- 718" I 426: t = Zo, Tv,rh. W ^ 2& 1" i21 51 -5 e.(eti = 8.5 I pi : 13.1634 ./-t'„ e. w 1 d 2.s' 13.963f< �3; ° lG, 111 �: /9 = z. IyBh eLi , G7igh. P Pa I pe, P, F 7, 361 2 P3 - 9,068 k 1 I PZ = 1.2(2,1K P4 0067 4.- A =7 O e G41/6 s-31 .5 ..S 3 • S4v'vSS rrr ,h'o 0.8'eit : I.o OL = G/3gq = :0,230 704-41 of 6-kids e /11 c4Mi5Fe m I/1” I pp e PA Ps = 12. fib/ (23 = 111.0,14 E e.ehive- i,„, :. 2,5' PA P . I v ® v PB P, . y,qol 1°3 , /0,0e16 P.,_ = 1.3t2/ Py --- /,0721 � x t 3, s as USS G116x3l S-tYMc V4-Iib a 0:8841 : l.0 AL -- 112211 - q.2,%11 4-a( # o1 5/(6/14e152 cs = 1hMr3E, - 7 1" 670 " I I I 1 1\ TM RIPPEY BY V t- DATE ��C CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO it 330 Tigard, Oregon 97223 Phone (503)443-3900 SHEET 4 3o OF 4.1gPF2S, (c 4) 1 • 422 • L c 23', TVi 6.( N 26•-y ,.14I -1 5 X6,4) = 766 ' PA: P, ' II, 11344 P, ® /?. lqk, k rik,hlie 144144x aS7g I. PZ - 1 '754'7 IP /. 11102 P , $. 33 t- P3 , y, /31 if- P2 % /. 291 L Pi, - 1,038 .>> O5e Gtr/i x.31 I6lye's 5 !rptfio 0. 8 75: /.0 pt z L/ 91,4 = o. "a*=1( `' 7,1A1 #- al s q J s a /6 cA>vi6F,R '-y g 8" 1 e aZo1 : L = Z3' 7-14,. w = 29,5' 7oiS4 se 46/ai►° = - / ' (e-Ami, 6giP 6 eviwi-- °,d Az6 IP - 15. 14784- 3 = 1•f3'1 r#4 /?ve 6, ll y iz.ggs' rZ = 2.330 Py = 1.g6y I > Use (.41 ZI w Ott ,S-h• s r-q o = O33: 1,0 a 1, L/' / = IP, '3 2 I79/-4( a,r 6i-�� S = ly ca>4oF; /�2 I • 430 = L = 23' 7v;1,, (,) c 20 ' So',54 5p44'/ y- 76'I P, - oa, 2 r< /93 = /I. gso r< eem've Ail.d ili - 2. 875' ws per--r ' 7-14 III" IPZ 1.sso L. Py : 1.2611 4 psnnw = 3.ts 4- ()Se. W /dx3I .54'e S vaitio o.-Sgq 1.0 61_, = Gl ?23 = 0 38z " 7ot4( 01 5I14AS = /3 en plbr(I. a 7/e I 1 ' I TM RIPPEY BY VL DATE 11 YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB No /6330 ITigard, Oregon 97223 Phone (503)443-3900 SHEET /•3/ of i l I DFP • x.31.' L = Tv(to. W /7 JoiS•( 5r'-r414,1 q. -7 t �j PA ; (2, �. 7301 13 " /0, 627 k E Ne6.iive !ivtiel , 2, g i 2 t AP Piite1rreeuk n oN/2AMP pA : l owJ (meaAl vet El i v1� i of. J l v 1°� �-- '�� "�� 2'1 4,„ Use (n//6 x Z 5iy ,s /alai o Oil �M1S _ /L1 G-Aw+c3rg 7/8" I I • 432' 3r1 - (Por Grld 2 L = 30' Tri6. w = 66 , ,Toil¢ 744%, PI = 3, 218 p 3. (3 k �, Ve. L„i� P 3.35' �?�5 . f'y v, 316 W = /Sgs t [`/�?31 f 3 ,7?) - 211 191,f (e k1vir 4,411 40 I wsp„, = /05--pig' 160 ,s,'1e 191-7 IA}/6 x ohter PS1 2 3 8 . 4vesS 1,4 4-ib n 3 ; /Jo QL = L�,?32 r- /2- Now • X33 : .3vJ z 1 = z3' 7-fritp. t = c.6 S,1b4 - 7-67 = 3. sq } 3,795. Ei'1� ai�t/e. G,jd = z.8 t ' O 3 / So � ��, 0. 11°5 � w (��a��,�Y torr /oaf) P s,�► .F ?6s. _ wSN,w 106,pl W 12k 16 APirsr 4 Totri( # orf ' c, - 10 eA#4 t"g = 1E/1 1\ TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB No /633 Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 32 of 434 • v-Lit I(, � 1100, - l ey, 9fi-S A 414-1 ao = 23' 7�ij`L. IA/ ?, /5 2« , c.oirS1 5/0 azil,6 g•q' f file five, tvleI4 2'sgs` 17 = 6• gbl k p = 1.801 ' I107 = 1.ottorii , o. S32it_ .) (JSe l,✓/G w 2t, c 5 e55 it -Ho m (9, a . (.o' = L 2- 0, 331/ `` �l O 8 ? � .O fig( , to, S Gte k 12 e4,4 0,e = s/$i" I .... 3S7 C1 ( Jelfa 5 t - 23' '7Vr`h, w r ''2G'" (i4 cjoir.�¢ sp441 4� = 7.4. fik4�1 c -bili 2,37S" IPI c /3.52Z ie_ e3 = js, 603k ( ? R G-r Oso 1, p„ - /..,4 6 9 Uk t l2 A3 5•1✓e55 yq ?O = D,$'a g . /,O 44 = 41 1l6--: = v 335 1 lai-4l 01 g bpi = zo CAM&F. , .37 ,, I, 436 4('s ft"vSa !3 �1 �►� .� i_ Vit be,fwceii ti-vak 4 15 4 /5-. t -• /g,s' 7.-14' . w 3, 5'3 ,414,1c,. freeli' �: b10(4 r, 2. 31tc` w, 2yq gd w3 -277,s-pli i p, 2,6521. P= 3.067k ,,,J 1 w2 = 5s eV cvii = 30,6 /11,( /02 , 0e90 4,.. 0.3274 1 t - 05,, l /2 xly �- I ,1 I .7cI6•` il 5114,55 1/4-O to o A G/z4341 0.oeg4 2 Total. i_ 0, oS ri!s' 3 cA 0406A o M TM RIPPEY BY L/L- DATE iil CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 joB NO /6 .37 a ITigard, Oregon 97223 Phone(503)443-3900 SHEET l•33 OF EAP ff Ail 6 ONO FGoaJZ TO FovNOATIoN • J 2 S: L = 70' Tv h. W = .7.S fIf Gc17'lie_ (tet JA 5 ' o W3 637,5 ii Wy 68p11 w Ss2.s �� W2 = �1 ' �O j 2 USS W12x' 1 4 8 > (c "'�4"1 No PAK1(TIo S ow 0#44P I 3-ive' ‹ v Jjo . U_$i2: I. 61_ ; G/7213 = O.321 " • 726: L 34/ t " 7-v/ . r,..) :- '2,5 F/fet/hVe- wicl- LJ 3.5 Gog415 5 '- 45 Sas Use. W18x35 G20 ' (C = /I/1!"1 I -ire 5 ro e 't d, 6/y : pro I 4i 4. 1640 6 = o. ¢3q " • 3-2 G 23' Tic'b. w, 8..5' Gl, e 17i/C.- w(J - S, I tom; ctc 5a ►e- el5 JVs eit o S va 'o o, 1.5"/: 1,o - 4/641$ = o, �iz5`' . 431 : L = 25.s' Ft.d441've, w1,112, c 6.34s' P P w = 77t, 1 w = 0 1 W = 3l9' Il- G✓11 ' 311 I `- I 2 P 3 P� P 1 1 s P s. 665 / Pte , o P .37cL P = 063 t ,(, A- V.e- 1,}14 ,u L l2> (6= I") IS' esu ra-64 r 12, 406 1 I,o /,L - G-/56 o, 53/ ` I I I 1 Y 1 KTM RIPPEY BY V` DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 6 33 0 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1.311 of gAMP f4min)4 (2No Pog-! ro P04410/4/714/1 (a01141,) L � 5..Ci F&tile kilei A = 6.3% Iis. 75-o h.... Pz :O P3 /7. 3Iq k e $y? y> . Use_ wz► , 4il 416> (6 = 5/1jf) I soyas v- 4-,b ;_ a 2/5 1.0. I • 31 : t = ie.S' F#ewe- pki'd,(1-1 6.3 e - lb. 658 4- by ,o /8, 2 4._ Py = 1, 111q I r5 s5 v4 bo = o. 2t0 1,0 h L = L,/73o - (a 014" r ' M6►x. C�'ivc ✓ - e--'1to'n re ,.1 / ' - (0) 1 /8,23c 4 (L) } 6, o ( ) 42, 3% . (15D) I . 3-28 : 26 '-4i^ (4o01c,a,11, si k ja/c4-) rpp - zo. 087 k ey 22, q/3 h. Psn,, 9 Y5 It. (die/4-1,4-/)Q sttak, dt t` J >> us c w2-1 ri0 et P I5+7,e.SS 1/4440 - o.9Lo: � 6 aL t-/IS1 4 11369frI I67_094, .,,_ i / 3.71, z zi/30 Si 6''' it- ri AO ie = /c,?35 it- (o) i- 11, z-51 t-(t) t 7, 'i6'I ( ) (fz,) e2 z c.4404. (D) aa i ULT Lc 1,2 P t 1.61' t acs 0.30/ s, y6 2 1L (L) + r--0E4 �' S 2. 3�l%7�(•S� I *) V s e ��`' (( w� (4) x/17C29, / 24 S CS e--N,t'1 . 61/4 = 62, Si > sb. 3oei 4- dk I TM RIPPEY BY V L DATE M P'''' .,litCONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100JOB NO /6530 ITigard, Oregon 97223 Phone(503)443-3900 SHEET ►.3S OF 32 ef rl✓IeG 70,4 a e6,1,14,e-16_f ve141/4'14,:i'• G✓ i/f (Gri c= Imil„Til www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/27/2018 E-Mail: I ' Specifiers comments:Embed,at Concrete Retaining Wall for Ramp Joist Support I1 Input data Anchor type and diameter: AWS D1.1 GR.B 3/4 Effective embedment depth: _ her=5.500 in. Material: Proof: Design method ACI 318-08/CIP I Stand-off installation: et,=0.000 in.(no stand-off);I=0.500 in. Anchor plate: Ix x ly x t=12.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile I, Base material: Reinforcement: cracked concrete,3000,f,=3000 psi;h=8.000 in. tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar ISeismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.lb] I Z 1, Ot 00IIL ' :aia.i. " ri:iii%':` ,;6R_` ......5'''.4I'•V..,'Vi,,,,V,,,,,,,i,gi,gi:K:Mri,E,KOM.,:•'•,.1,. £2.*****,*,. .. v,'Ole • V <:-h.'.V...^y.` FF4`e:f«°,,.'.`-+{-'� F,^: XJ .�',, f 1 . 3 "f. :i'o^�iY#<3`':s::>:- <�;,fc,.q/' yGt y y?aF /'.t,�Js.,�,. .tt ../..�..A #'y'M,... gragektVgifii �. "xw"^ �' r �l/F�Mgm�� r N a`<s 'le a£0: miti € �3 , -:.'f k$�`:. `''' *�Y3�' 4k '''':::?.A.,ftvor,.'A.'-'4Xelft?...‹Afer,..... --- ;'-',.i:,-,"',i-*:wwr-,.,'y....t64.-:,,,Awm-w"....w..4 ,,,k,K,K::a:.::::,-0.,,,sia:=333:If .Y:[:-:.::Y:..,.ri::.'--"•;:`' .e „iitak :S,.::.:.ttis'�' ss$',a -:=:ikFi-''�"A%:.':-'-. ,y -r.Zi".-'<:.E :Cts $ .....:,.. r* :: a,.• - s:-;:zSi ;' y.:`:ry;: :X53::!!r rCO "' Vie,' *`. I Input date and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan HIM is a registered Trademark of Hilti AG,Schaan / 3 1 MILI I I www.hilti.us Profis Anchor 2.7.5 Company: Page: 2111 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: l Date: 3/27/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[ib[ Utilization Loading Proof Load Capacity PN/PV[%] Status Tension Concrete Breakout Strength 4403 11869 38/- OK Shear Pryout Strength 21327 36686 /59 OK Loading [;N [iv Utilization 13N,v[%] Status Combined tension and shear loads 0.371 0.581 5/3 60 OK I 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application, • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hilti Website. Hilts will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I I I I le 1 1 Input data and results must be checked for agreement with the existing conditions and for plausibility) I 3 g I PROFIS Anchor(c)2003-2009 Hilts AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan .57"A I la To LA)R Ie r C7Ei tit p4, 4210 6 : 3pa� :m i-� ti P 70141v5't4 / s1_ - Zsp5t L) v o PL6-3 t ril 2/ k (/3cf3) I (1 r,„, //24,0 Z?� f > 25ese v(� LJ i 36l s > 3Siosi -`- L g -fe v i I C h cc.1� (oci.t-a,1' h�) I Pr II k z / fes /#- / Zit (00 100 -_ a, � ) ) (Np = o,352 Wp _ WP = ►33 ps1 (O0'/z) = 66 c p1/ IIs °> FP Fp 23$ p/( (v$-r) I I 5/11 E4 P x 61' .541441 cy -- Z',.362. (4„,m) Se £ 4r'- a/c I I I I TM RIPPEY M P\.. BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO /6330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET /.31 OF 511IIZ 7otAiFg f/ A M1/ 4 gib I : 5a - 8''6 h 4,14k die. (p i 45 e. G g!D 6 Use U eve.4 Pi-6 -36 Me-174t. 050 (r?GA) 6.e11^-1 (51a`1 m 12'"9 ri G1= (/0 t is) 5 .t (8,-6") 8-5 11 ( 2/s ) (s) Use- w6xe4 s v '0 = n tjo) : 1,9 I(FitiF,e444) ,6, _ , ` /311 E L//So ole.... g .. 1 457- k (ii4a I Eat) I K0 5 .1 6eaeh s ah gi-b q Goad 6k & eekt,i6r, Use: 6 x.41 Sees s ea 1,-0 P 0.624 : E.0 (6,Wie . ) a Z 1133 4 L 2110 O, 1 I I I 1M i . BY RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO l6 33° Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 411c2 of I • (, i` 4 So(5"i` 6M6F . DE s l 4iki (A-r 4o1uq!r rr w4z ) g eoe, -01 : D= g,73G i4zu - L , 8,36iti �Q I /4: /20 t 1, ? L t o,cs (Go„ ri,noi\ 3 1 IU 0 2 mak w 3)3 'I" ( 75 . .i, plot/ 0,5 . X 14 ), 3/2 x 1. (.5i1M . J°� i`i"- f 1 . OP Cy�cG/f = 33.3k > z.s.,%5714 ' . 1 / 0 0liti q e nn lj I b" I-, 4194 /r j i 7C-(///4)(a.70/)(o.6)(70) = s,s6(' l4/1i I " ( � o .II . .5 7—74 - 3 = 96/.65- if-- > Zs.ets? 404,.. (!2 3 �i �,s y 44/PA. epil bei. m , zs. tis?k (,i n so. q/3 k,,A s'474A rAi)c n�c. (5F-X ill 17- ( PP/iuri'u) (Mak , e11c di5 vitt- 4 GonGve,le '61 ',-4 5 6 " ,�mv,,, qz,,i,) I I i I TM RIPPEY BY VL DATE CONSULTING ENGINEERS , Ell P... ...11 CHK BY DATE 7650 S.W. Beveland St,Suite 100 SOB NO / 3 D ITigard, Oregon 97223 Phone(503) 443-3900 SHEET /•Ill OF 101„-1-1 I www.hllti.us Profis Anchor 2.7.5 a' Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1/29/2018 ii E-Mail: II Specifiers comments:Joist Embed 1 Input data I Anchor type and diameter: AWS D1.1 GR.B 3/4 Effective embedment depth: her=3.500 in. Material: Proof: Design method ACI 318-11/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.625 in. Anchor plate: Ix x Iy x t=15.000 in.x 12.000 in.x 0.625 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=8.000 In. I Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[In.]&Loading[lb,in.lb] I Z I i til 1 Iof, ;. : • x r �" . r- t 1 ztt, &tt u- :` gY - 5§9C4Ari?,-4'::z: E4t.:::•."-e.,i4e•Am, Rio._..........-- tf. S:'i a it gi:NR is n^ 4 'l Ate` %��`=A 5dt ,Sr q6F nrM�"/lYi�-/�6,W�'z,�# /ham z,la - 4 //�6 / /S //y� "�i '�' ,! Ac' s ' {y �.. •f:":".^ Y`%iFy� � f //j�j d� �?.`�/: :jC�. ..C3 AH�1� Y § z %.k` : F :f .',A•by y I ' : f/ I VVZ:ZAP"' t t. input data and results must be checked for agreement with the existing conditions and for plausibIlityl ' 11 2-' I PROFIS Anchor(c)2003-2009 HOU AG,FL-9494 Schaan Hulk is a registered Trademark of Hilti AG,Schaan I 11.11111611Mil www.hilti.us Profis Anchor 2.7.5 Company: Page: 2 I Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1/29/2018 E-Mail: 2 Proof I Utilization (Governing Cases) I Design values[Ib] Utilization Loading Proof Load Capacity PN/pv[%] Status Tension Concrete Breakout Strength 4805 14058 35/- OK Shear Concrete edge failure in direction y+ 25457 30282 -/85 OK I Loading PN pv C Utilization 13,01%) Status Combined tension and shear loads 0.342 0.841 5/3 92 OK I 3 Warnings I • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 1 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations In accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be I strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an Iaid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do I not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hlltl will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility) / PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 41g0E - To-,eo +Ne,04)/tirenv,vi 41 Gig-DEW- f A17g (i t1 5y) == 23, Ofic 6C-(D) 2 2. 220 L (L) -P- X1.8 7c I.- (s) 1 LG,, 1, 20 f- 1,4L + o.5S lZviir R be. /Ott ()se 3/ Ai el, Gv/ (5) 743" 0 A32�5N ao I(��1 = qq,1 '�- (ift ) > 68. lift, 0. I (ALSG) 1E 3Ax31Zx /1-3 - CGS et‘_- 4,1 g , (ma).. e) ie- = 2 ,S h S ( ) t 26.023 �- (_ +3 ,So3 (5 I gvI = 19.-35 <�.. 17.9 . I . 435- G/gyri f-77,2,4): II gays r /6, 005 k (n)t /5,603 /ti (L) t c.2o/ L_ 15) I 2> USe (E 313 x 3ti tom" 11// (4) /g" A37.5�tI 8v -s I L') 60tra4/ - 13.3 k ilb, wr k- o&. (Arse ) I I 1 I 1M 1\ TM RIPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6-330 Tigard, Oregon 97223 Phone (503)443-3900 SHEET " lief OF Jo(ST-To 41RaI corViVrGTIoil) �1 as ST g-foc-Tt (016 31` (nA)6. i- is • ' • 4T I o,o) I12 = 4.341 1. (0) t 3.610( i . ((-) R() 2 s,;yd's.. (Lt : 1,2_6 .I- 1,61.)) I R. 1/Li x 3'ja k q w/� 3) 3�6"c 4 3 N d0vr.s (flT56) I I I I I I I TM RIPPEY BY VL- DATE III1M CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO l6330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 4 zir OF 1 w(OE; FLA PeiE &EAST '10 cm() wI ct, ccwor c° r�a,� a , , Togs f I q J ; w (75 I- ' + ?c) ps� (22, 7 3 = 5-�9..?c i +(D) S'68,?5t1 /t -t ./8q. 6',014- 1.- (1L : p,+ L 9 i v�� 5ot_n�e- pp pi (i CC; 0 �,'Ic (4 . ) _ A44x- g = (56?,?,--e'I 1-.)(3)( & ,33')12,_ -, q,0•g ? 14. (p) t 7,0g S' -(I.,) -R- 1 .1, 1*?c L 71=3.7-AL i FO vAt,..o'E.S ; L-C: r,Z O # (.6 G f o,S S (EtfrGK 5I DL') . _ Zai. L12 22� Z/3 lea j .s - rj4h o 60 (n. )(ZQoo) (°.)(2 76`')15.6 9 t i 0 t 1` t 6a,goo -, 22,Zr3k ' It M 22.21 (Z) = ‘74/. 2-6 / ill wry w4 '� 7 (yIt.1126 /Z.251 = l9. 7 ej�b- av 9.82 k IOGi5�J .' J 0 41LtiA 0/., �ivie' 6�� e 9b'ed , ' „5j4 t� e1,61 +/ 1,// I gAh b = yApl -1)aM (,)p4 - 7r ei .. 7(6)2 113111.E . 84 2 4(113 �12��a G Z,o, 2ttt ' 4 32 W u 6 26 T 0 F d=Z.2ni (3ot (2�. 2�z( ) /O, 11 6 °�.8�2 �- wG 1� �. 1 I h e A = o.3oq i`:1, 55 (i. i i(,, ?-41-1 I► 86' 8 9Z / s PIG, ) /S, / q. GI2 n-2a.1 . 4G$o > U_e C9 13.7s w 2 6 88 6' e lot i . he4de,d 514i 4144k,vs I >; (Se. rnfo, 1 Lf A Yli cd- 14+e w' 3 3 41 4 SP i s x.254 I 3`' eopo 4'11 = 38.3 �. > z?,2 � o(� i II II ("iv) S +�c`� - 34 3043 ) = 7.15`' + u r r I (.?.5 edge M(� 51 eiAj /�, veil/ 1i 2d . 1,Sk " ` '' 1'rA. 1/yx3I/2rio43fy` M N. 1M TM RIPPEY BY VL DATE CONSULTING ENGINEERSI/ CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 3 3 Tigard, Oregon 97223 Phone(503)443-3900 SHEET /‘I'M OF I P Pe&ii i Id. �I a 11 C r 6, -/2-c-; i 111 Ty 5-I/6" A fiel i ,e(.1 ,L.. 0,- 97- (s-/i&") .. p, zzt S = , 22,1( 6, G5 2) �6 ,- ' 46 Z 3_i�,3 r- 2, 5,ei&5 = �, �l7l��.3 IM = Z2, 0 is t_ (2'') ,4, �?26 L .10 /41s - '-f3, 641/ t-5t VSi/ij /y "Me¢ Lie(J,' IV/ 4 2213 k / i0.22(1,X 1 ,b,5" xZs;cl � .55( isi 79 ( 5s s 11'. 26 k t3',S ' Ii (. sfr c /3.6,yr t. 1. 5 1 3 zl, 200 �I p.i._ t(d 54 j 0, ("0,o)(.71.4,:,,) , 31.s- > ie. 001,45; 01�- I Cite&i �Mail4eI P iXX c. (c >' 13 75) tg X '' a!OAC wfJ2, web d'hi:;144651 = 2. 311 "-®.3423'= I!2,o33`' i IW = 22, 213/(/b m . 3 IS. till co M '2 la Ce13 (2 , o 37 L)�2 j (/6") 19.641 le.%ii •lav e ilai t-het'S: v3 MI P/yh ` • p (3t, i) 16 x o 3q2 h) /9 1 h..g;, > /5,b b. i 'i',,� I n� AWei,444Iv iy Go►e1/1ee Gha ►dleI i ( ij i '/ Q/Gtl� ', 1 )S,(eaJ c,- G>%tel I Ss • _(�11/Air .. �� i' �r?,�s '� Z.) F. 13.3,` \114W 451 Keg`d /3. 361 I,- / (a.9 x 36) - • X1/2 i� --> ANNIVAIIP k.-- (Z) PE 1/4/ x 3 -> As = 1,s ,,d" > 9, Gjl2(4,2- 05e 3//b" tile( wr(a 6) 6A44»e/ 114143lito V ICei a -i-t < 2 (3!')(i, I7-9 1/%� _ is,osti i > G. = 133b1k- 41_ _> Usc 3114," A` ef 0/ea -r.e is ti /' TM RIPPEY BY (IL DATE l�l CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO a 30 ITigard, Oregon 97223 Phone(503)443-3900 SHEET t•47 OF i l I /-F1761F cov feT'a ) 7v cm() • Mak.. 77412. a- '1 ,2 pp - '3'1'1' I W0 = WL. = (3 dos , (41)r 300 P i t 1/J S' ; �Iq y0 p6i 4VL (4) 'I'41 pi�F wv , , 3 6 pic (ALT) I IA) ' , 66 8 wig 146 � L_ sX 3 k Ilti MiN. Aso O..s e c/8 ci0 k 5 4 ifM erp. HI -I1 I le-wife- rA:d S e 56156 w ANGkoe$$ e 2- 0,, o`e fi pa(. 2131 ( cl,eGd, Ass) • /3s? - (-le')5100 Ast I TAN a1„ . (66 se/4 )(z°') /3a" = 3st ReI4- ), ?`= ,‘y td VANePtoyt ' (66P�1i' (Z) - J336 4 I 4-6411336 5l3( 6ii )5I + E}-I-t/CMG CGI Se W/ J`5' 'w `o a = rO.IS D<S/ (M�e.k,if - G,ia s e e e t 4€€ lo —> O. ?To <l /.o Ole CG,e . a e4p.�r3 6i cale c- //1'' 5t4 e 519ete`eij = £i'-pow o`c 1-1/1-TI 166.)1(L. NU5-6-4 6/8h k Sk C ii) GG(. T =-• 22111 a IJL,T e2,-?1 L I,o °- I V -. 3gZI (5F6 /-TTol c h1 't) /41(--7-1 P(<,NrbuT) I 1 M i . TM RIPPEY BY Vt DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 3 30 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 4 18 OF I UILI www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 4/3/2018 IE-Mail: Specifiers comments:Ledger Anchor in Concrete(KWIK HUS-EZ 5/8"x 5"embed.) 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)5/8(5) VINPO i � Effective embedment depth: hef ail=3.880 in.,hnom=5.000 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 IIssued I Valid: 2/1/20161 12/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off Installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,f5=3000 psi;h=8.000 in. Installation: hammer drilled hole,Installation condition:Dry I Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar I Geometry[in.]&Loading[Ib,in.lb] z I 5,1f co r. -dam �� - :. �, r-,-----� uil— -'"fir► 0 ' ,, . O. 1 -0* "I1E1 f ` . 3 s :,-- .5y i 00§110,?:40A41104.,.:.1.,e;:,121misww.oketakgabotio: Ox > VoUggiV NEI� ti-'-n`e�]lIngitegASEE4P Ny3 ..b , i:. "i .r,%1.,, :o b.�^ I Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 HU!AG,FL-9494 Schaan Hilo is a registered Trademark of Hifi AG,Schaan / Gjq 1141„-lf-I I www.hilti.us Profis Anchor 2.7.5 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 4/3/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN I tv['Vu] Status Tension Concrete Breakout Strength 2241 4626 49/- OK Shear Steel Strength 3921 6732 -/59 OK Loading NN Dv r; Utilization pN,v[%] Status Combined tension and shear loads 0.484 0.582 5/3 71 OK I 3 Warnings 1 • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 11 • Any and all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations In accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I I $ I II I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilli is a registered Trademark of Hilli AG,Schaan /, n 1-111-ti De i 511' S m,/, `ef - 21`.-4, " + (31, ")/(2r12) = 22,66' I ----�_ - /, 5(0P 95i I 32.1 000 rae 5"y" — --q W ¢ ?t1 psi( 5: i. ) X93 it '1/ (t, Ii lc1h4) — - /II = /o?opiI 4,7,6&)2 3 68. 672. -/4s. 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Beveland St,Suite 100 JOB NO /6 3 a ITigard, Oregon 97223 Phone(503)443-3900 SHEET 4C// OF Tme k , Fo6.1e, (i in e.q, (Gvo✓5{ Com(. 9' I / I —Z 1 /C 103, JrL - 7G 5 � z- �i �o ,d/ {/1 v?vF1 Zit � '✓ jA P . 7 S (9/;-S-114) 53.66,3 pL Colv,n�,,n lo42 P - �p5 ' (x/5 5,4 2) X53. 6!a 3 4 1., -, 1,0 i 0.2c; -t- -1.---- ) 2'1� ; le = ti (IL) lerr0 r 0,,1,4,,,,,,t s) i- - 7 ps'i(0, 2c + 15 31,7F1 $1 kx 76,5 �--- M4 k . ve d u4-1-)bH . ?.off j' 0,' Lo - 0. b ( 5 p�a�1r M) , 60 5( d k e, IPo_ (veJu ed \ = 6o/p4 0/s.c42) P 72.130 ! I - Gaei d ,{Va✓wI r-,,,,o pf 6-3. 663 (, n(� ` 92.430 �! IPsc F (ZS 5J) ( /ti., 41 = l7. $83 1,... /01. 3? t (tit.) + ?5.860 L(1,,L) + 17.5'331c.69 GL ; 0 -r- 1- (&11-174,15) PAso ' / 73,'/% -E- e0/4 414 at- d 1111. '3361 .1- I 11hilTM RIPPEY BY Vi., DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /653° ITigard, Oregon 97223 Phone(503)443-3900 SHEET 0•1 OF Z.Z 6 I ec'/64011 n O si'1Lel '2 m 2 A bc (PO if. Pa J 5 (wdr s 1 e,-,,: e,,.) i 1,x," p 53.663/ (o) t 2./30 i-- (I-) r /7 838 (5. $ I ., 2{` _--/6 ? wit I 1 vX 1 b ` `a4,15. (1,:i,,(1,:i,,,-5.(o' C4-se) . . I" I s�- ��op 1 PI s 5 83 n 043 . 3 -- ( ) t 2, 0 (L) 0 /16k, mvt4vma ed Cemi ' /3,5' . Use 1,d12_x.S3 (P-it,cei1t6-) 0 . I L-) s.jre s ro-tio L Q, 1ifg1 : 1,0 I vi . I (C ) (4r ,'el A) PA = / , 0o5 L CO + ' i?.t1 32- L 6 (L.) t G.2A13 it. (s) J q,R1AnRx,. gooF oNGb f MIN TI ,> (J SQ- 1A) 8x.3► ( - itz13 Z J-.` , . ?,‘1 koot l, r c). 8 Z27 : 1,0 ( k- A k r /�1etY, 7V 0, /eel . I AT - (tt'.ti„)(7,x) = tog Pi-z> lgehz o{_- J�Eooa L!ve. I.040 or ?.a , XZg. �S2. , I 1M 1 . TM RIPPEY BY ill— DATE CONSULTING ENGINEERS CHK BY DATE-111 7650 S.W. Beveland St,Suite 100 JOB NO /6r `2 Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 2.2 OF I I i:k,,i:.•:,<*:,:9.::•1:::::LUH::i:.:::.,:ni. olumn File F 1201(1.P.i 0041fi330 NOG tandroWeliINA 5Qt8TR00f48 )01. St16 N*6 ,. ;' i ENBRCA[.................... ...................... i I Lic.;#:KW;06002562 Licensee:•l,n rippey consulting engineers Description: Column(worst case) I Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General information ISteel Section Name: W12x53 Overall Column Height 31.10 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 50.0 ksi 29X-X(width)axis E:Elastic Bending Modulus ,000.0 ksi Unbraced Length for X-X Axis buckling=18.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=18.5 ft,K=1.0 Applied toad$ . Service loads entered.Load Factors will be applied for calculations. Column self weight included:1,648.30 lbs"Dead Load Factor AXIAL LOADS... I Axial Load at 31.10 ft D=53.663,L=42.930,S=17.888 k Axial Load at 19.375 ft,D=53.663,L=42.930 k DES/GN SIMMARY. , I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7494 :1 Maximum Load Reactions., Load Combination +D+L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k 111 Pa:Axial 194.834 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 259.971 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable Ma-y Applied 158.774 k-ft 0.0 k-ft Along Y-Y for load combination 0.0 in at 0.0 ft above base Mn-y/Omega:Allowable 72.605 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination: I PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k t.ond Cornbinatiorr1#4,41tiNtfRiil. I Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.419 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L 0.749 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.488 PASS 0.00 ft 0.000 PASS 0.00 ft I +D+0.750L 0.667 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505 0.718 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D 0.252 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 108.974 +D+L 194.834 +D+S 126.862 +D+0.750L 173.369 I +0+0.750L+0.750S 186.785 +0.600 65.385 L Only 85.860 I 1.3 I 1 Pik p 12016 Pro(ects116330 MO'gtOdr.O* WAg'tMN.tgf tJRALNckc.§t16330:eo6 .. Sieea SOIut" 111 ENERCALC,INC 19832017,BuiN.1011828,Vet10.17828 Lic.`##.KW-06002562 Licensee;tm rippey consulting engineers< I Description: Column(worst case) Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top S Only 17.888 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx--End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 194.834 " Minimum 17.888 Reaction, X-X Axis Base Maximum 108.97411 " Minimum 108.974 Reaction, Y-Y Axis Base Maximum 108.974 Minimum 108.974 Reaction, X-X Axis Top Maximum 108.974 III I Minimum 108.974 Reaction, Y-Y Axis Top Maximum 108.974 Minimum 108.974 Moment, X-X Axis Base Maximum 108.974 • Minimum 108.974 Moment, Y-Y Axis Base Maximum 108.974 Minimum 108.974 Moment, X-X Axis Top Maximum 108.974 " Minimum 108.974 Moment, Y-Y Axis Top Maximum 108.974 Minimum 108.974 Maximumbeflect ons for Load.Combinations Load Combination Max X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel.5ection Properties W12x53 Depth . = 12.100 in I xx = 425.00 inA4 J = 1.580 in"4 Web Thick = 0.345 in S xx = 70.60 in^3 Cw = 3,160.00 inA6 Flange Width = 10.000 in R xx = 5.230 in Flange Thick = 0.575 in Zx = 77.900 inA3 Area = 15.600 inA2 I yy = 95.800 in^4 Weight = 53.000 plf S yy = 19.200 inA3 Wno = 28.800 inA2 Kdesign = 1.180 in R yy = 2.480 in Sw = 41.400 in"4 K1 = 0.938 in Zy = 29.100 inA3 Qf = 16.000 inA3 its = 2.790 in rT = 0.000 in Qw = 38.300 inA3 Ycg = 0.000 in I I I I I St.ee1 C0 Ufllfl ;f'rokts11fi30 0(0-: •t. tNA 5Q1s7R.UCTURAUCLCSt16330 eo6 kik P 12016; . .. :. �idRCAIG,4NC.1983?017,Build 1017.$28,Vet 1017:8?8. I . :KW-06002562 Licensee:fm rlppey consulting engineers; Description: Column(worst case) .:6,;:.-....etch�s . Y ...*' :,---'`d: ,••-,..$•-,•-::::4::•1': c.''..* @t 5�' i .. 6 I I I I I I I I I I I 2 .43 ( ( Qty ?it ' i (1' COtU, E0 1).6-5 14,o 1 it ----i- kiax, eoiUm„i Gee,i3Iti. 30.51 X ' uh 6144 d (cbI,34� I,11/6 /Qctd red01C4a011 ; a l.0 44 n epeg (o o (1-A toil\ - 60(0s iq1_- -- = III e L 60(P&I d 14.. A 136 4 • LI A 31 42- X = 18.5 nnax I 1,Q4 4041 `a0.t \ , 06.-y„ P , '(75-r + 6010- 4 •" 25 i , }(26-y' ` /5') I Y 4' IA 21, 65 k G(o) + z3•1°° k- (1 ) 4 4,8 'S (`- (5) I ` p _ (3s+60 4- 6) a (zG= a,, 12. ') ° 1 = 45. 121 k (Q) 1 Z 1'rs k (L) -f 8.3 t lik ( ) 1 -1- 1,,,,e1,1.5 ,Yoe 2ti4 di ; �v�"6. /� = F3 � ' 19A - 2.1, 42.6- k (1)) + 2 3.70,, l (1, P2, = zs. iil / Co) - Zo.lys(t- (1--.) II L!y Use W!2 x53 (�� Fee�cc) �� 1, .5'-tress 0,0.4; o,3494: -/ Q ///, !/,s 12.4 • C2 • CZ : AT - ,634 62- x = 1s,36s` Goys : rJA w �'LA pA (3s+6o) � � (zb -ti„x �r.s') 22. l3 (D) + 1$. I? (1-) q.s 1 ( ) P6 = Pig PQ = (75'1 4o) rd (26 -ti'"), /2,7c) - 2S.12116 (D) r '2d,i115 (i• (6) 4- 8.-3411L(5) I (Loot °P`'`-' __ � , tI2 '3 S''res v 1, , 0. 7004 ; 1.0 I 1KAK TM RIPPEY BY (.,11- DATE CONSULTING ENGINEERSIII CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 2,6 Of I Cot 01-,0 OE 5(G (C6w1-.) 3` C3 : A = CJS X I$.3' (Grp d i;, /3 /4) I to et : rfr) (7s.t bo\ I (/7'),,z ) /5.300/ (n) + /2,2b?oi, (� "{ W P = (3s+6o)Josc (17'xis') = M. 12sk 60)-( (t)111 _> Use w/2 x 15 C� - S e - v414O "-0;84121;- /,o - — - _ – • 6- 1 : 641 X = / • (1�,v t`, t, 23) 04,5' GardP ( �6�) 3 (26,5' �') - /742 8 G (D) ÷ /�9. 3/o,�. � a' (C � ' III = ( +�� , (06,s'w IC 30. gO6 k (.0) t Zit 6ys1.(� , P 15,G' = t) e- W/Zx53elf • S f vers :' /c - C2. q13 3 • Cs: AT = a ) Ig.st 21 za) 22' I 424.-1.5 . (� (71s 6 o) e( (22'"g') 11,8S0 (v) fs h O �- is - (qst bo) s (Z2'x/S.5' 2S.5 ( ) Zo,1/60``'(`) ti (/S� WlZ53 Ifdie,'a v 'i` 65477: /.o TM RIPPEY BY VI- DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 10330 I Tigard, Oregon 97223 JOB NO Phone(503) 443-3900 SHEET 2 F OF • Col 1,11,41;) Or; 1 (c.,144,) j 2 (4, d 6114) II C6 (e�`e ed 4 \ Ili- ° ,76 a > /26 C 60(31 17/ = 16.005 L (0) * l2,11821. (C) + '5 ,? 21 k- (s) 6,✓2,44 436) wiiu, 17246: ,4j 'D PaF oNW 1tel 5�2 r- 1o.'2 2- - I'I,835'. P = '7. 136 1 (0) t 3,/12o L- (.L) -.. (,4'i' L. (' ) ' ---21144 (((pof � t oN .7�'= 2,375' 510 /o,2S/Z t 3 —vo, S. g. 2 � o) Vd Si ': A5544l Ai as (s' D1, Av elml ILLtJ Itvol11 1 -3 Use. WSxllo (gist ) I =. 68 ed e°�C�vyt,� A (U.411(33/2) ��' �i 33� 2 = 34 1,G 1 > 184 // F ® / I ( T (�Ga -1 rr2 i) pi, . 2?. 54t5L-(�) t 2I. /3S (G) t ie. 8( (5) {See 4/5] 5 NI Z SA.nw a., L ,J eat io F✓?M G/'y (Mu. 5f ., r0 v IP"els) a g .3 ,2yiI k_ (0) t 3. .665 s!•... LG) + Z,Zbo: (5) L- 06 Vac Oil/y v>c W (2x53 m(h. (ie(SA) I C (eJ je coA4r04) , A7 Zeit x b, - Ye12 h 12641 1. ...6 psi ( t?rn N1 Iz) PA = /3 I2, L (0) 't ro, 33( (L) 4 li, 322 k (s) (-sec .227 pi , F x.331 L (D) - '3. 138 k (tV) I- 1.303 r� (() 14 444-, 413 7 I 10 PZsinr = 1,6� 3 k;(D) + 12 20 (G) + a 533h- (s) la _b User. W8 '3 l (n. (e(s'/a) I I 1i: TM RIPPEY BY V DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 Tigard, Oregon 97223 Z 8 Phone(503)443-3900 SHEET OF * Z % I I I I I I I I 1 I I I I SK- 1 May 1, 2018 at 9:29 AM Edge Column(C6).r3d 2.61 Company : May1,2018 IiIRISA Designer ierNumber : 9:26 AM : Checked By, 1 A NEMETSCHEI,.00WANv Model Name : I Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Di... 1 N1 0 0 0 0 0:iii.si. -i.-A,i.:i•-...ig%:.1:i..1-iti:V::.!iii.:Rlii•i!:1!!::!•i0-1i1.iPiill•:''':,aii.R! .ii::',1::::,Fi:gi?,:ii:iiigi.i.:::ii.iii:ii:':0]::;::i'i.:i1:1.4.i.j::',3.,--::::::.!.:::',j1.:i..i.:11:F.:.-tgia gll..:i.:2-:1Ei.::i::i:i28'i653:,':igi:.i:i.lifl:111.1:',1!-'i f:ii--isil-1::::::.W!.i!!.Ei0ti;',.:11i]'::-';'::::i-:!:::.'ili:!:i.i.:ft::.inii:.]:-]:;.-!-.1i:;..i:.(0]ti..i:!-!---iiii::iii:1--i:.i:i:i.•! ..iii.iiii:ii:!:i.i::i:H.:i.',:iimsi -,i-41:i.:'::!'::il 3 N3 0 18.345 0 0 5 N5 .589 28.653 0 0 0:tif',al:F'.,iiii:.'2..:E1.1E1:11f1:11-fili:iiN61:iill:iiill:ilIsa-giii:5i...il,Lif:iiIi.Nliii§ii:!1.1.!:1:1:fli:11:glitliniEl!H]iii'iEi5-0:!i'Iiifi:I:ii ::::,:ii:-.',EEi:,:i:illi:IR:i.i:::::18346ii.i'.55:11'..i.i.:!:iiiiii:1:ii''..:i.15..,n..,.i.i.11,t'5111::Fi::if.i.E:iii:i,E,.;!::eg:Di:ii.i,ES:g14 iE:i:1'-!.::I:ii:i..i:Fi..ii:i.1:1:!..ii::INI.F!:•I'lli:1-1:1. 7 N7 0 18.345 -.271 0 8s.i:i::iii.l:Ei:',:i:i:Hili:i:ii:21•:f-i--iii,ii-iiN0::11:ii:i1.:ii:111::ii'.isi:::i;iii,i:ii:i•ENI.Cf:ii,i1Mii:i:i;il:',Iiialiiiliiiiii16,1ii,liBiiiM.1,i1;i1:Rilii.-.',.::::1:1,1.;:ill'i:i:i8i2f3653EN:igiiNi Ril.,?(.::::if,Iii271gg.-iii:i:iii iiiiiii:ii.iIiiii.ifi:M.I.Riii'NIElli',..il gggisiiii:LX,:il.:.!ill•A!::.,1.111!WiltRii I 9 N9 0 28.653 -.271 0 Joint Boundary Conditions 1 Joint Label X 1k/in] Y[k/in] Z[k/in] X Rot.rk-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction ,Ild'Illii-ifiil-211:!.-111:iiriiilii:ii:i.:143:!:1111::iiii.:11'n•il:12:114 Reaction Reaction 3 N2 Reaction Reaction I Member Primary Data Label I Joint J Joint K Joint RotalB(deq) Section/Shape Type Design List Material Design Rules I 1 M1 Ni - N3 W8x31 None None A992 Typical 2i.1:1:iiiERR]:.M2:,,Iiiiiii...!=1.:i.i!i:N3::',.1,!..- N !Eifiiii.K:ii... .K.:-.i:1:;ieiliii:...r,..:',:ii.i.,Si:•!1:;i::::-:i.iigilfill.i.:1'11:ji:F=':::,.iNA/85taili.1::::.1!.,!NtiffiLillii:EI:15Ntih01E:i!Mil.i.:11i..iii.1:1.iii...!:!1SiAgg2$1.!iSII:ilillilliEii:(fiiiii,17.VatillSiNiiiii 3 M3 N3 N4 W14x68 None None A992 Typical Ciiii M4 N2 N5 W14x68 4400 None A992 jilii;!illigellViiitale.111§: III 5 M5 N3 N6 W14x68 None None A992 Typical eiiiii0i il..-ii:i:fi.f]M$1111:ill iiii.INV flfi]Nrii::..:I.Elil.H.111.:11:1?,-i3•':',::1:f....?.;.iiI.:1,111iii:‘iiiii.--ilArlfiliiiii,-111I'W14x68 lll'i.:ii-N:66414:1:illtiiiiii.:N6h0:-51.1,:41iggi5liiii•iliFil.igil:].f:rA;992tilaniliN ilq,liiiiiTypicaliSPI 7 M7 N2 N8 W14x68 None None A992 Typical 111 8i:iii:i:i'..iii:.ill'il--Maiiiiir.gli:-:fi%INV::1:J1,1iNeA..i::::::NWE-Ii....1..gi?.i:fitIliiii111..tilli11:14(1151-ill:ii:iii...i.W14$i68.1-igENbtii fiII:if.jiliii'llifiik)0h0111NiglIalliiii.:ii.:11;itrAgare0.'A:Si111i1)11iIii.liT-9151661:gn.:E Hot Rolled Steel Design Parameters I Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lc omp top...Lcomp bot... L-torque[ft] Kyy Kzz Cb Functi... 1 M1 W8x31 18.345 Lateral 2i.igi: M11.1.92ilitin.:IRW8*31igi...ilfgiiiii1]..013084Cigt111-6,,,BiliiiiiTili',i1 :i,F;!::',:!.',::,.:1.11:11:i;i:,11:41,7i11.11.:ilifiliigi:0!Ei.gtig.iiiiiii1:1.f.i:i.j.f.i:Iliii0.3141,:ii.fi:501?-.5i4lidigikiii,g,ig:i:!..i.il.iii:f.lis.i:11 INN:NiEiliiiiit ifFiiiliEiglif,,f..]:,F Lateral 3 M3 W14x68 .589 18.5 - Lbyy Lateral 4!.............. Mtgilie P:W-144661:i iiiiif,:gli].$09.:..gili...1:,:iiii:1 i'..:iWil SAilliiiii 1:iii,',:P::;1;i:Ni,,,!.:1.1211.1,1=i11-1:!:,1,iiiii1.1Lbyy,1111:111,142:1P11:1111.1M.:11:!iRiNgilligillIisgi:11111ligiiliilli iii-ilii:11.il:Ki:i:i:i i--.iii:i:i:Ki.:,:i::Lateral 5 M5 W14x68 .271 18.5 Lbyy Lateral 6 ililills!.:gi-Mgfgliq W14x68 .271 i.-1,i.-PV11 81.6iii.,i1iii iqi!..,,,pii:ii:i. :E§Ii..11..R:i:i'ii:i-',,iilljEWsiisiii:ig i,!giiigginiii,i1:ili...:6!,.11:Iiii-,Iii;Egtiii:iiigio:sii, '.:.•••,.:11.-.',.;:Ri,iii...i.il,•.,:i.,::ii.i,:iii:i:si:gisiisi. ii:!...Tiil.gig.1.;Lateral: 7 M7 W14x68 .271 18.5 Lbyy Lateral Riali:gl',-11•1;i:iilli:M8:i':;',.'g':'::i':i"f•Mtl".:4X60 ,i27111.1.:gi'li.-f:iii:i:,i-'...,i1.:::J:1.184f,i1:. l'ai:iii:::.!:1:::;i,.:',V::::::i.,ifg.f.--::,:iiiii;!:i:iLb*:0;!:]:',algf:Rgigg]:,:.f..i:iii:::::::.i':;!li...ii:I.V9-...:1:!:'::',:;::iii:':igRi,ii.]ligNsi:5i;i11.',:iiiii.:Ril:iiiE:glaii..!iii11:1.610i#::. • III Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label L,D,M Direction MagnitudeRk,k-ft), (in,rad), (k*s"2/ft, k*s^2*ft)] I 1 N4 L Y -16.005 21iIii.Ugl:11!11::F1:11,i1:11i':1:El.ii:41:NSPj:iii.i.::ilii.1:!:Ei‘[:11:ij,i' ..011:I:i..ir.iiSiLil•Mi'iai'j-:i.ilil.iiilli:iliiElYiiiiiii11-1IS11111111,iii:iiiSii.N1:iglligil:11:1'alf.1:g:i:iTillEiii.Eillii:lilg-1.1i.E:1i'lEtiiiii:!:$11g16i005il.lilliill.':!.i.!1!311.iait!:!::ll.r:iiiiiiilii:S'i.ii•!IS!:.:iii•Iiii:ii:EY.Vi:!'!ii:5F::: 3 N6 L Y -7.136 *:d,:',.!111:1?,11..!...-.1.,E31111.:Nriliii1.11.iii.iiiii.i.i.ii.il:I:11111111.EiRii:!taiiiiiil!=liViii il..iilii.li.i:,i;IIRI.11;ii.iViiKig,11:iililll.:1.11,Ri:il:'1.11i.:11iiii:::iii..S:iii.iii.11.iii:ii!ii:E.Eilll'ii.EiiiiliiiiiiRESiii-iMi 6...gi-f,',.is,if:ieigl=iii-FA.g1.1Ei:H.iEi:!::0'.iilli!.!111•!.:1Siihl.!.:1:11'11.:1:1•ii:RliiiiiiSiiiii 5 N8 L Y -5.852 RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\RISA Files\Edge Column (C6).r3d1 Page 1 2 , to ICompanyMay 1, 2018 RISA signer 9:26 AM I JDoeb Number Checked By. lb >�::>>jts :•�e3.c�rat:.�,�; Model Name 111 Joint Loads and Enforced Displacements (BLC 1 : Dead) (Continued) Joint Label L D M Direction Magnitude[(k,k ft), (in,rad), (k*s^2/ft, k*s^2*ft)] I 6 .. ''»5852 i Joint Loads and Enforced Displacements(BLC 2 :Live) I Joint Label L D M Direction Magnitude[(k,k ft), (in,rad), (k*s^2/ft, k*s^2*ft)] 1 N4 L _ Y -12.482 Rili2 ,N5 L is ;: Y 's ... 12.482: 3 N6 L Y -3.16 I 4 'N7 .; Y::> X3.16 5 N8 L Y -3.16 6 "N9 .. _ ..L Mx -3,15 IJoint Loads and Enforced Displacements(BLC 3 :Snow) . Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s"2Jft, k*s"2*(t)] II N5 L Y -5.201 2.. . N8. L ; Y. -'1 049E 3 N9 L Y -1.949 IBasic Load Cases BLC Description Category X Grav Y Gray..Z Gray... Joint Point Distributed Area(Member) Surface(PlateAWall) 1 Dead None 1 6 Ltv.6 ,Katie <: 3 Snow None 3 I Loadm Co binations I Description Sol PD. SR B...Factor B...Fac...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B..,Fa...B...Fa... 1 D+L Yes Y 1 1 2 1 iiii:Z:::iiii: M+AV7 ((-+ ) Yes Y 1. 22. ,7 . ,1:3. 7,'S •'i. ILoad Combination Design Description ASIF CD Service Hot Rol Cold Form... Wood Concrete Masonry Aluminum Stainless Connection 1 D+L Yes Yes Yes Yes Yes Yes Yes Yes ....D.... 75(ttS) , '.Yes ::::Yes Yep .Yes Yes:: Yes .Yes< Yes IJoint Reactions (By Combination) LC Joint Label X[k] Y[k] Z[k] MX[k ft] MY[k-ft] MZ[k-ft] II 1 N 1 17765 0�93 474 022 0 0 0 2... ... . 1 ...... . N3 217 ,286... 0':: 0 ` 0. ': 3 1 N2 -2.942 0 .263 0 LOCKED 0 ,::1 Totals 0 ;;: ... 93.474 .. ''< 0 111 5 1 COG (ft): X: .359 Y: 23.096 Z:.009 I I RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\RISA Files\Edge Column (C6).r3d] Page 2 2,/l Company : May 1,2018 IiIRISAJob g nu emr b e r 9:26 AM Checked By. A NiNEISCHEi<COMPANy Model Name Maximum Member Section Forces LC Member La bel AAal Loc[ftt y Sh ear[kl Loc[ftl z Shear[kt Lo c[ft],Torqu e[k-...Loc[ft1 y-y M oment[...Loc[ftlz-z M omen t[...Loc[ft] 1 1 M1 ma)93.474 0 -.177 0 .022 0 0 0 .412 18.345 3.254 18.345 !41124.111:11,i1:1.1:::31:1I:ii:filq1:11.EI:nmm 02g90,41.I8.444Jit;2177,M 3 1 M2 ma)43.748 0 -2.942 0 -.263 0 0 0 .412 0 16.791 i0.306- 14411:1g NP:!.1.2111:11giiiiinun:4141,14.g: EttEii -2.304. 10.308 .. 5 1 M3 ma) 0 0 28.527 0 0 0 0 0 0 0 16.791 0 7 1 M4 maY 0 0 28.527 0 0 0 0 0 0 0 16.791 0 iaagi 9 1 M5 ma) 0 0 10.314 0 0 0 0 0 0 0 2.793 0 DiadR 11 1 M6 ma) 0 0 10.314 0 0 0 0 0 0 0 2.793 0 III 13 1 M7 rna)1 0 0 9.03 0 0 0 0 0 0 0 2.445 0 15 1 M8 ma) 0 0 5.87 0 0 0 0 0 0 0 4.748 0 Member AISC 14th(360-10):ASD Steel Code Checks LC Member Shape UC Max Loc..She...Loc..Dir Pnc/o... P nt/om..Mnyy/om...Mnzz/om[k... Cb Eqn 1 1 Mi W8x31 .861 18- .004 0 y 114.293273.353 35.124 75.767 1.667 H1-1 a 1 207.566 273.353 35.124 75.767 2.233 HI-la 3 1 M3 W14x68 .059 0 .245 0 y 330.072 598.802 92.066 286.926 1.667-H1-1b -245 0 v 330.072598.802 92.066 286.926 1.667 k.1.140 5 1 M5 W14x68 .010 0 .089 0 y 330.072598.802 92.066 286.926 1.667 H1-1b bloog 11:94.066] 286.926 1.667 Hi-lb 7 1 M7 W14x68 .009 0 .078 0 y 330.072 598.802 92.066 286.926 1.667 H1-1b jo&l.plOg.V 430.072:. il$.RIAth I I I I RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\RISA Files\Edge Column (C6).r3d] Page3 2J2- i (C. ,4 ) I • GIo - / 363 44 B L L G � ' I z3 I PJO(ST 7 3, g7lt". (o) 6.5.g 14 ( ) + 6yt I (s) t roof / • 1r-= q. 03 (c) .. s goo (c) 3.67 ? S. oo f 3,SS f R . 4— root g4I6 /7. z Za C�G1 to. /163k- (L) " 2k.44111 15. 6'1( (o) + /n, e/63 I, (c) ;+ 6, 2 3( k. (s) 1,0. Use W 3 )&1/ I • SII : AT = /7'x/5'= 2ss > /86 .14 2. L 60 ( 'gto Ill) (�, = Is.005 k (p) + /l. 4/.76 h.. (4.) 82 (c (5) 46) ' t roan(� sem ' 2. 193 / (11 1. 6 51 4(G + 0. 6 (6) erstor 1, 1111 k(9) t 1, 7s--4k (L) + b. ?3t k (s) d. LYS," 6,Iy USe- Ul 8x 31 ,+-vin. 05/1) I .' ,5 es va+iv 7 O,7//2 : f,0 I TM RIPPLY BY VL- DATE 1 Y 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 SOB NO /‘330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET Z 43 OF L21,.I>MiAP (0,4 i) 1111 C 12 . Co/41494 5u/p -6ip v; tea +1) (mefk.# -f8e�u wad (4,s41. A el - ,°i<I `r,15 3-ti f` I 43s- NO Jc. 41,1, " Z(, Z6' /�oT : TI.1I S Got vMiJ Gvr sktPl2I Aip -111 . - t Ao I s s viopo 417 (9+ PlaN4 2a USe, W8X 35 p e.ow; (91_ iv use 1,08)(3% '- .._ _ Tom,-=.�..�-g.-7..� 1 S YT $ !/G/7 2 0. q o : /.0 4 = G /261 p- 0,, q5( u I o e j j . p ilex/ I em U w4.11 II • C13 � C ��txa SGtQ o✓�'��. yc( -pt., i✓, �e✓ �� 2v Yli�^t ( 15 ii35I- (o) i?.151 ,(L) t 7,41x/- (5) I �G�� _ 0. 100�- <o t �.��:1 � `) 1�T2s = t M4k A . - 1 ',s" I_� USe lwi rt: L�$x 31 , EISA s- re-s< va-o ill , 1,o ®Dai_. 1-1 5-lo _ o. 1159 g, I tg� ' 1 4O/t4w,yi SGtd)Qo✓lI4�7 Zvt {. V� low t f/Gtt�i (GtridS S g' �/l7 /l"i( J 6 g = 23. O4i6L `0) + /7.77-6L. (L) -r- 3. �i7-2 ( (5) (1e/' snow d�k` (see 4IJ i't«4 on( g = '1 .ti) ooc 4-- (n + /2, z� (L... Oil •4',2� l,on (see ,3s) '. R . g. = 7.736 (o) 6' 15 / (4) (Seg 3Z 4 I eel,- nt I' �c�� II c(,) P (f I R5(.2) 77. 669 k (a) '4. 1. zoq L (t,) t 11. 313 (S) . See '2q, .Tlq , .-20) R . 3. 8q 1 �C- (D r 2 e76o le- (1 1- 1.q 6'19 (6) (see TI/) 1. 1.6s� L a lZc "�),I cez)_) Use, (n/ 2 k�3 1 S � No MF1AL s7vo Aip /5 ((z }� 7At AJ Aimei- -SUPT SSS sah° = b. 8'13 :I.o I I l 1.7L i KTM RIPPEY BY UL- DATE CONSULTING ENGINEERS111 CHK BY DATE 7650 S.W.Beveland St,Suite 100 10B No /6 �T$o Tigard, Oregon 97223 .% Phone(503)443-3900 SHEET 2-ill OF If � I • C/G. : c?1 50/0,a/171/1 Z PIA g 3rd -'lour 1- ci,11O ( it'it 41 0 6) f g = 23 0�� (D) * !3. 7?b (r � + .�' 2 k (5) (sed ! g4 i I-pool o: �® Ia(f) ) , 2'tl �C (L) (see 6'31-7) QA B. IOD - �D t 6 ,(,) ! .13.3 /6 . 9 6 � .�lo � (5) (..ee JIG'.... + 1.0(2k oL I pe 0 2) 'oa) ,21 i - (t)t) 1 2.436;Q4 (1,) /,4tf (4 ( ) (see 1-(7) + 1.651'14 D i AGeoeiAifi> 0Fog .� WIZ w 5 (815111 r rL 5-7vp w�u. I Si'ye vaJ, - o. 6?1to C- 16 C•0`4 n 514600r-4- '11- 2- .4 v'et -"toor elkid 1,-eido (Cvtlei 3 8) r� 535 - (a) r /3 so. (ti) 5. 7 P? h (5) (see G'aa) 6 goof 1 e igg , 73q t 'i / (') f s.783 L- (5) ?See 431 2 lig) A ' g<<�) 1. oq3 (0) t 3.Zo2I� 6,) + /i. /Sok_ (5) ( see. J-12) + 0. 5o6 � IIpL igolf) ti . 3°7 4- (0 +- ,s 304- (L) + 2, 3119- t- (.) (See ,T(b) + Rc(Z\ (p) Leri L (t) + 0. g5gk (s) (see biz) Pp(, ) 3, 74/ (o) 4, 7,q64.. (G) + /,9ittq h (c.) (5e (7) 16114. PL, At-406m/77A44/77A44 vO �S Use k) /2 XS3 (0tS�f, 5/'e /4/10 r7,095 l TM RIPPEY BY �✓L DATE ]L CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16 o ITigard, O Phone(503) 443-390regon972230 SHEET 2.I5- OF ( I CoL UaiAi ( na, ea I ® G (� 4viJ5 2 , a Os—'I fec A (01 .?,0 � 4-l ) t i .coo 4-( f /0, l/;o (s) C5€6,- �,2o +i ' t r/A hew Je`r ' '1.1zc4- ( ) br. ys6_ ;( ) i- 3,y32 4- (s) (6e 43Z) /7. 2071,-- (D) $ ', e1V O t , 14- ( ) (tie 4.3c)• 1 � > = .a-3eQCD)t 6.�is (L) + 2� q42 k- (5) (5ev J2) Pv C i) = �1. 603 (p) t 3.2v2 (i) + i, look. (S) (Sed: 372) I grit) 2 . ??‘2 ‘_,.(0) 1, 601 (�I 0,4sq` t ) (grc ) a k.--.10 c> (� I/ 8 ), to' ( 15p� 5i✓e's5 rq 0 a,73 11,o +o, (Lf sy' gov lk1 . Cly 2 G✓rds 3 G A, = II. 85-7 4- (g t q, w (a) k (`J) lee R (� I b � goor 0,44,y rQ'= � • X35 A- (i�) + /3.Soo k_ C4 + 6. oo 8 f�-- (5) (see 4-2x) t II ge Z 9.013 t (a) f 3,2021- (I) +, 1, 513 4- '(5) Pvof opu1 ( e 312) X = !q, 22,' eo 8, 736 4- (6) # 6,x/5 ('G) + 2. '??. (6e .1-2-) K 7 ° 29,541 4 II lNG(.fJp1�y °14 °1='(1.- I U e k) /Z) C 3 (riaCt2cAcc) 0, 6878. 1.,0 1 1 �M TM RIPPEY BY VL DATE -11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO /6 359 Tigard,Oregon 97223 a 16 Phone(503)443-3900 SHEET of • (tc7L oM'Y 3 ( 4,) GI q . v,,ts 2,c II2� = 1.9. 7190 K. (0) �- �3,soax- (C) t lo. u- Ll') (5e z� w/ I 1)12) = 4. 125 -- (b) ' .611` Cf"" i--et) .1- 3, y 3 2 k, (6) (see. 4^32_) kg(i `_ /2, Zo? - (0) * Is 20 L(1) + a.324 k ,(5) (see 4'50) IPBZ = 6,yob 4- '(D) f 3, 036 L ('�) + 2, h?3 `4 ( ) (' 433) ec z �. 09� k (0) I- 3.2-02-k. (G) .+ /. 334/ 4,+(S) (5e6 J12) r ` go, : 2.736 (` (01 +' 6, fs k.- (L) 1" 2. 7q& � (5) ( ce,: ,7'2) I _5 Usc.. 14)1 x yo (ksil5 1 5ivac ri411'o = 0. 8 a$ : bp. r b +•0.7S-(4_+5)] dove-441:s r • CZee : Gv-;As 3) Q Scow 0� r ON `I IPA / ge ko IRA = 1� s s? h (o)-- 4. 2004- (L) 4 41.age, k_ (6) (sec 414i/ I ' Paw (3. //4 (o) 4+ /o. Zc� (c) + .6 yW (5) (,ee, 420 1 I Re : g. 7 3G�( o) ÷ 6.?/c j. (.) + 2:743 I_(c) ? Se4 32) � n � 'I.og7- � ( r 0) ,4 3.2-2 4- (t) t /,543k ( -) (4.e 0-12 x2 = .29. 8! ' 3 us wiz), 53 CrAireG44L6) I54.)-ess valla = o, 6o6 : lr p I I I r TM RIPPEY BY V`` DATE IM CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 3 3` I TPhoneigard, Ore(503)gon443 97223 3900 SHEET 2•/?' Of C o 1 (/Mr/5 (Corp. 1P I • c Z I : Gr o J s 3� E Gln.J 3,,F -5/00(4 oP Ralf Q// fp fen, 13- Iqd �, (0 10 2o04 (L) + �/, 62 �- (5) (5ee. 4 )) I R6 I gg = 1 . 53C L (0) t /3,Sooh (1) + 6. /36 h (5) (566 2 ') (0) 4-= ?. .73b/.. 6.qts L (L) .+ 2 aqg rL (6) (see 3Z) Xr = 19. 22' _ ren W 4/,01, k_ (0) + (() r s99 _ (s) , ft) 2 Use- id 12 x (e/or ie.e -tG) s P1S ✓o'60 = 0, 61'63' Io t`�s 3 4 �- S�/ow oar/ �ooP 0P/11 G22 : �iv� Igg fZA 11.25 (0) + (1,) 1 4t. pefii k- (5) (See' G i ) � I ,gyp I /Zc = ?. 131 (b) 4 3.150 /G. (1-) * 1,14/q? 16 ( ) ($ee .160 = IF/1211 3, Cl -L (p) 1. 60/ L (9./ 4/ k- ( ) (5ee 3l2) k Zt • 6,13k3r (ASAI 5/ves-s ref (0 0. 41q: 1.0 C25 ', Ci✓ird II (3 Show ov goor-oia re- ep A /y 970 (0) 4- 1I.;�(3 / '(�) 4 4. /2. (s) (sem 440t(6 gg = zA1.01?g (b) / 1. 2 3�� (t) f 3,016 /. (s) (see_ 4 3) 6.�5 k (D) + 5. 233L (`) + 2,332 L (6) (€.6 gn = 8, 736 (0) 4 6. 115 L (G) + 2.7 q8 I` (5) (See-- '� U Se (4112x-53 (rNf6 / ) S,'fess r<eili 0 a r?$b;2- : 1,,0 l Y y KTM RIPPEY BY V - DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 )oB No /633° Tigard, Oregon 97223 2 I g Phone(503)443-3900 SHEET of I 60 6 Li/-i is ( w �AIDry Gc�ij,�j �i€i 1--- c�PJL`I C°Z�r c w�-�s 1 Z! c ` IRA v Rc. ro I A - 13. 37'2 4- (p) a' I4l, 220k (L) -r C.42c k (S) (see. 4) `` Re. 6 7- 4, l6 V I- (P) t s':5-6 7 (G) + 2. 3 j q 4 ( ) (5ee q.2 Z) t IXi _ 5. 012- k +° 3, L 4. /..6 '8 - S (_' e. 33 Fp - q.'34 L (0) 4 q, 137 4 (4') t 2.el-t4 k (6) (see- ,3I) Y-z' Zq, 11 I I �) 0 I Z w 53 (r-PrreALG) D't7( 5 va f Po O. 6q3 : I. mi e 2�= G"v,`i l3� G /-12„a..1 x'19 FA & = 15,oos - (U) + ii, 776 h- (0 + 437 z (5) (�� 4 ) -----P-I-•------ , fi 4 go > 0,O sc.L (0) Ig = 4012- (6) + 3. 2sg14- (G) {- 0521- (5) (see- 322-) X1 "- x /1, 22' I g = s--.012_4_ (6) f 3,11h___ (4) ÷ 1,652 (s) (see 33) xt = 21,S-6/' IP 1 >> 0 w3)cIto (FN 6gu S�✓* C' v '0 c,, 2, 1011 10 IA • C 26 : 4✓‘J !1, p 4 (;-1!'-.—)---- ' PA = I6;�6ik k (4) 4 /3.11o - (1-) 4 s,y63 .-- (5 ) Rr3 • ge, z O.;os' / Co) III i = q. ilz k (6) + 3.2g8 4-(0 4-1. 35a 4- (c) )<,_ il. 577' I Po - ?.q36 4- (o) + 6,7-is (c) 4, 2, 713 2L (c) (see 32.) (d)3 t w 12 5-3 (Fuc0c14t ) s-tvGc vq V A 0.6// /. I TM RIPPEY BY ✓L DATE lirlhil CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 ,oB NO /6 3 3 o ITigard, Oregon 97223 Phone(503) 443-3900 SHEET Z°I'1 OF ( 1 I C OG UM/us (coin,I.) e 77 4vi'6(5 q, Vc q- . -3� .0 t 13. 1,30 t, I t 5,596 k.. 5 (Sem G0) !T i � ) C ) ( �la 1 P6 = 0. 053 k Co g, .... 4, 112 G (0) + 3, 2521,- (G) f /,3C84-- (5) k - /1>'.22' Pp ' 8. 36 (0) 4 6.?-ic/(.) t 2.?,18{(-5) (5 32) X v - G1,Stj' I Ue 1A) 12 x53. (e-A/F e ) II ,5 Vvatic, « 0, 604/2 ; 1,0 I 4 co ., arij5. 8, E (Z, gm � (IZA . 17, 41Rk (a) t /- , 3,9k- L) + s.g� Lk. (S) I5cc 4Z) � � �06 = i/, 881 L (0) 4 6 .., 2 6 4) 4- 3. 8s? 4_ ( ) (sem. 42?) I g - R 0 _ (t .1 (t) ,?qgh- ( ) (5ce- 3.2) x, = '/9. 2Z' USS WIZ-wS3 L (fNC�-G GA) S,i-vess v4J7 o 0.7166 .. /.0 • C2-1: Cir,`,15 G I 1 )?A 1? = Z3,v41s1- (n) i- 17, 77-61,--(1.) + 7. o3 lein - - (s) (s - 41) 2L (gip • g8 v 0, 03 5 (0) I'e ' gt = rap . ?. 7361 . (0) + 6, wsl (1,) t 2_718 (.9 (see 2_-,) I -) 0 1/2-Z w 5.3M A[.c) I �E $ r�..5 V4ho - o, 711 87 ; 1.0 II I 11\A . TM RIPPEY BY VI_ DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16 3D Tigard, Oregon 97223 Z,Zo Phone(503)443-3900 SHEET of I • eOGUMNS (e, 1.) faA 4v!i5 2 �� C30 t. ?0 I ,e4 2 3, 6 31 (/6) -t i?./3(, ,-- (I-) t 7, 54-1L (S) 1( ii) IP-15 ' °` 067" h- (0) R _ 10. �?$c (0)+ 8.0db �(t) t 3,3610 le-- ( ) (5c 58 II Xi , 19,036q gp ` ..f(21 (0) t lam-II-I6 k. (c) + z, s61 l- (6) ( see Tel) X7_,?- 2�', 3 � I ,) USC /AI/2. x5'� (FaFf A ) , e31 : 4,71)s ZI J S 2 221 14 I 4 . zo.osc L( a) /s, 3116 I,- (G) t 6. 3 '4 k.- (s) (see- 412) I o, 04.7 (D) 1 • Pc - x.901 h- (D) + 6./4/64: (1.) -t 2,C6/ k, (6) (See 71) x , _ 11.3161 I D gt. Xz 2R.;62B` I12-)'. 3 w ,5< so o . 0. 6803 : (.o • C32 . 4v1J5 /4, -t 4gio IPA _ 6,6t92 It (p) + 3,20o (e-- (L) t 2.0794.- (S) i(5ezri24) 1 F6 7 1Z. ID? � (P) t 6. 176k_ tt-) -F 3 ,713 k (S) see. Gzs.) 1 lac = 6M12- / (o) 4 5,36i6r- (L-) '+ 2.227 ,L ( 5ee '37) X, '- 11 33 ' I �, k)n,) w 8 x i� (ASA) X2 z Z61, 6�r� ' I5-tr 5c 0-ho a 6113 . 1,i2 iiriMi . TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /63342 ITigard, Oregon 97223 Phone (503)443-3900 SHEET 2 •2 1 OF ec1 Uh/U 5 ( i4.. �A 1 r viers 11 1 gG. g 12. 703 D) 6 n-6 t- (.►) +- 3.7/3 L,(s) (5„ 4 2s) re, I R .- I. 110 k (f3) -t- 0 A (...5) 4 q o r G G + 2,S6 4- ‹ SGe. 31 X - / 1.332' 1 Z 2q, 6481' v) Use w,8 x 3' giSA) 1 I .5,/y- .55 V /'t7 7 0 q/9 : t r C31-t : av;Js 2s, 4 r 17.202- k (a) '� 10. 416 k• a) t 6.2g( kO (5eL G ig) re 1.1 11,0 L (6) -- o,6 w (s) I f IZe_r la. 015 I- (0) + 3.ot6 k (L) + 3,3L/04- (s) (5.ee -1.3 v> 1) e. '►7 8 )-0' 1 ( it;' Xi z /g ,66&' 1 XI_ = 2-g.q19' sve ra-ho o. ,6q6 : 1.0 • C3S: ay,,Js 5) A 216, 005 L Co) /2, 4 82El \ t A R (z.) r CO ) t 3 k (s) (3ee 4 2`) � a I�.gs� � a � r3.�� (c� 6. rn '' 05e W Ski (PISA) 's' ✓6‘.1-00 0 (9.5 SS: 1. 9 X - 1 ,751331 1 ,CMI . )(2_ = 25. 1193' I • e36 , 4v i d s 3, A EA 9, 0211 t_ (o) + 10, pas k (L) +-_ 3.353 L15,) (seep q31) X I, 12:26 ' => USe W 5x2-11 (iz-(sA) I I 1 KA K TM RIPPEY BY 111--- DATE CONSULTING ENGINEERS CHIC BY DATE 7650 S.W. Beveland St,Suite 100 SOB NO /6 33 0 Tigard, Oregon 97223 Phone(503)443-3900 SHEET Z-22 OF I c o t ut-I/vs ( c-4.--014i.a.-0 / r 6 37- : Cvi',15 2,A r . ICA ; 12, Z L (0) 4 /I, 8co 1. ( i) -i- 7: 3 q k (c) , (see 43,=? r > Us sA) S-tYes-a Y. ; - 0, 7(24 : 1,0 otte- r • Cis : 4.1,,'c15 A-r3, I) -�4 -ter oma Ir , 10.1073 4 (0) + S.os$ 1- (i„) + 5. 0304...(s) (se4 3) 1 x , = /3,jG ` mi I :2) °- e w $ xZ61 (g,t511) ?G 2 28.SZ5' • C3q ; 4Y A -ts rtz ' ;.;Z67o4- (©) + el.ozg4- (I.) zrg414- (s) (gee a►f8) x, = 11.15' XzM 27, 21. 1' I USS W 8 xZll gt5A S#rCi,SSet?0 = (2. 336 : I,Q cat, . clic): Livid B-is T rA g = s. 24o f (r)) + �t.o 2i . (1-,) 4° 2. b 7 4. (s) (see. G fd) . I A Ito e8 -- 7.732- k (/D) + y.02 r k (i) + 2.41‘74. (s) (Sec- Ole w/ meVim( s � t r -) U 5e_ 8x VI (Ctsit) x = 18,7 , 8,7' k� : 24, 0i ZS' I r I TM RIPPEY BY Vt- DATE M CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB No f 6 3 3° ITigard, Oregon 97223 Phone(503) 443-3900 SHEET 2, 23 of 1 cot uM/Us ( ,1,) 1 9.1 5' X ? 46rII r �6 3,q?6 i( 5, 1.3g L * 1,307 (�) ($fg 4 6) Use w Ffk4 (ie«ca) G'lZ ; CaVJ41 /S--d'1 4 b.?lD; 1,0 06e-- gR = 9. 14--(D) -t- S.7Uo (L) 3,S,3 1- (5) (sel/7) 11,/5 k2r 01, 6` "3 k✓$ K2,61 Ls � � r441'4frn. 6r- t /.0 c,K. • Cy3 . G�ii Z3-11 I4? 4- (0) + /(,830 (L) (sem G 9) x, = / . / x2 21'11' 2. S Use. Wg x3( (PtiA) C41 %. Gni 13-N Pit) it 1l1 (D) t /, Sti''4- (L) t 0.3-31 ; L_ (s) � k , = 79.3` g 2. /131 (0) t /451 (t) + 0 6 s3 Cs) ( %) Ca U to/y,2,11 ( t-csh) rg • Cys l'►-r` 2 2 6 A = lo, 699 L (0) * 8.36l (C) (5Ce 4/0) XI -, '> ��e W$x3► (PtsAl I I �M TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /63 30 Tigard, Oregon 97223 Phone(503)443-3900 SHEET Z,Zy OF 0,91 0 Mfg ((0 -i „) c1/6 : 'e l d Gl- 6't 1 RE I RA = 8, 2111 k (0) -,- 3,666 L (t) t 2, 26ak(5) (6'ee2 14) 1 124 g a I/r 391 L. (0) , /3? 1.- (Lv) + (. 303 . (s) (bee 4-13) gc = 0,05bk (0) J .. , x Z9.v`3 I => O e IiJg?`31 (F(5.A) (47 : av,d Iq- N X, - /4. tiZ' Igh 6,q,12.. t 3,80 + 2.o k. (S) ($ge- G 21i) 1 c ) ) Ll (CIS'(a} I c r$ : 4vt d 25 -� 1 5.4 D. f 4f,�� i 3. 6s S �/� i ''' I1 ea 12, 0701 +. 222 fl, ea f Lra`/zy = _ 1•t30L (U) _ Use W8 k21 (gis�) X, /9,viz` 1 k2' Zq. 73� • C'jq: 4.-1.1 23 -jL 1 RA - s you (0) • 64-- (L); f 3 IGS (5) (seg.-St 1)4 4 = i, ®erg (P t 3./i0, (t) + 2. 40/L. (s) (see. .11i) 1t tt Pc - 0.070 1., (fl) t 1 > U.c.._ w$>tZy (�(5A) x2 2- Z1.-33' I I I TM RIPPEY BY V L DATE III ]MPCCONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6330 ITigard, Oregon 97223 �i Phone (503)443-3900 SHEET 2.25 of 1 COLl/M J$ 4,4 A c o.. 1 4v1d , 2(- K /2--2--16. . 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Title Block Line 6 Printed:24 APR 2018,2:43Pv1 .... .... r i A12016Polo0.!0330 ME0: doeW IA.03;01 :g91M Pa1so 3eosM S n SderV � ; NECALC,IN1982017,Build1017120;Ver1017120 Lie #:KW-06002662 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: CMU Wall Pier(At Roll Up Doors) Code References I Calculations per ACI 530-13, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 ,diGenerallnformation Calculations per Act 53043,IBC 2015,CBC 2016,ASCE 740 I Construction Type:Grouted Hollow Concrete Masonry Pm = 2.0 ksi Nom.Wall Thickness 8 in Temp Diff across thicknessdeg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratic= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 5.375 in Minimum Vertical Steel% = 0.0020 I Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.01103 BarBar Size Spacing # 24 in Grout Density = 140 pcf I Block Weight Normal Weight Upper Level Rebar... Wall Weight = 84.0 psf Bar Size # 5 Wall is Solid Grouted Bar Spacing 24 in Two -teff Wail Dimensions A 1st Story Height = 19.313 ft M B 2nd Story Height = 10.271 ft C �' ` -- I C Parapet height = 4.416 ft h IiiiiiiiiiiiikikatiMINILUNPROWIONEgin ,41 Wall Support Condition Top&Bottom Pinned ;'`:: ': Initial Lateral Disp.@ Top Support in :; A, ..--.--7.7.-m-,..,,:, 0 B ,,,:.,,,Akemswiwifflinftswiimma.€iiiiiiiisimiikiiimio w. .,,g;44 ... f i A WAVOMININatpmegiegg.:: . PiiiiRVONigiNENe, -' .....4ffiniiMilitl.Stb.fir-7,4..s.Ming Is Uertiaal I.aads.... Vertical Uniform Loads . (Applied per foot f^trip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind I Ledger Load Eccentricity 5.813 in 1.071 1.071 0.530 k/ft Concentric Load 1.534 k/ft Mid Height Vertical Uniform Loads. . ,(Applied perfoot ofStrp Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 5.813 in 1.071 1.071 k/ft IConcentric Load 2.772 k/ft Goads Wind Loads: Seismic Loads: I Full area WIND load 79.290 psf Wall Weight Seismic Load Input Method: Seismic Wall Lateral Load Direct entry of Lateral Wall Weight 86.570 psf IFp 1.0 = 86.570 psf 1 1 33 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:24 APR 2018,243PIv4 11 F'fl2 p 12016 AroteotsH6330 tvl0.G Landro�tet WA S418TRUC flJ M U0ALG?\16330 EEt ea& aSO111 Ste'1 er vau ENtt2GALG,IMC 1983-2017,8und:10171210,veno 17:1210..: .... . Lit::# KW-06002562 Licensee -TM RIPPEY CONSULTWG ENGINEERS' Descrl tion: CMU Wall Pier(At Roll Up Doors) ,DESIGN SUMMARY Results reported for"Strip Width"of 56.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8034 +1.3440+0.50L+0.20S+E Max Mu -18.710 k-ft Phi*Mn 23.288 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 272 Allowable Defl.Ratio 110 +0.60D+0.70E Max.Deflection 0.8516 in PASS Axial Load Check Max Pu/Ag 63.688 psi Max.Allow.Defl. 1.120 in II +1.344D+0.50L+0.20S+E Location 19.484 ft 0.2*fm 400.0 psi PASS Reinforcing Limit Check Controlling Astbd 0.002403 As/lxtt 1103rho bal 0.01334 Maximum Reactions for Load Combination.... Top Horizontal E Only 2.951 k Base Horizontal E Only 3.215 k Mid-Ht Horizontal E Only 7.570 k Vertical Reaction +D+L 53.415 k Design Maximtltn'P0M0.inations ;Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft - k-ft-__ 111^2 +1.40D at 29.24 to 29.58 4.207 36.480 0.59 0.73 0.90 4.62 0.155 0.0024 0.0123 I +1.200+1.60L at 29.24 to 29.58 5.320 36.480 0.59 1.45 0.90 4.88 0.155 0.0024 0.0128 +1.20D+1.60L+0.50S at 29.24 to 29.58 5.585 36.480 0.59 1.58 0.90 4.94 0.155 0.0024 0.0129 +1.20D+0.50L at 29.24 to 29.58 4.141 36.480 0.59 0.88 0.90 4.60 0,155 0.0024 0.0122 +1.20D+0.50W at 19.31 to 19.66 4.608 36.480 0.59 1.83 0.90 4.71 0.155 0.0024 0.0119 111 +1.20D+0.50L+1.60S at 29.24 to 29.58 4.990 36.480 0.59 1.29 0.90 4.80 0.155 0.0024 0.0124 +1.200+1.605+0.50W at 19.31 to 19.66 5.456 36.480 0.59 1.89 0.90 4.91 0.155 0.0024 0.0121 +1.200+0.50L+W at 19.31 to 19.66 5.147 36.480 0.59 3.61 0.90 4.84 0.155 0.0024 0.0122 +1.20D+0.50L+0.50S+W at 19.31 to 19.66 5.412 36.480 0.59 3.64 0.90 4.90 0.155 0.0024 0.0123 +1.344D+0.50L+0.20S+E at 19.31 to 19.66 5.808 36.480 0.59 4.01 0.90 4.99 0.155 0.0024 0.0125 +0.90D+W at 19.31 to 19.66 3.459 36.480 0.59 3.16 0.90 4.44 0.155 0.0024 0.0113 +0.7556D+E at 19.31 to 19.66 2.906 36.480 0.59 3.32 0.90 4.31 0.155 0.0024 0.0110 t esign.M ximum Combinations Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness ( Deflections 11, Load Combination Pu Mor Mactual I gross I cracked I effective I Deflection Deft.Ratio k k-ft k-ft In'4 tnA4 inA4 1 in D Only at 26.16 to 26.50 3.264 0.59 0.26 443.30 83.20 443.300 0.015 8,133.8 +D+L at 26.50 to 26.85 4.306 0.59 0.55 443.30 90.61 443.300 0.023 5,346.6 +D+S at 25.82 to 26.16 3.822 0.59 0.37 443.30 85.30 443.300 0.020 6,028.7 +D+0.750L at 26.16 to 26.50 4.067 0.59 0.42 443.30 88.93 443.300 0.018 6,841.2 +D+0.750L+0.750S at 26.50 to 26.85 4.436 0.59 0.60 443.30 90.13 198.364 0.028 4,426.4 11 +D+0.60W at 8.37 to 9.01 8.601 0.59 1.90 443.30 84.57 85.074 0.594 390.5 +D+0.70E at 8.37 to 9.01 8.601 0.59 2.42 443.30 84.57 84.800 0.805 288.0 +D+0.750L+0.450W at 8.37 to 9.01 10.208 0.59 1.52 443.30 90.26 91.358 0.417 555.6 +D+0.750L+0.7505+0.450W at 8.37 to 9.01 10.605 0.59 1.52 443.30 91.63 92.768 0.407 569.5 +D+0.750L+0.750S+0.5250E at 8.37 to 9.01 10.605 0.59 1.91 443.30 91.63 92.159 0.560 413.9 +0.60D+0.60W at 8.37 to 9.01 5.161 0.59 1.75 443.30 71.70 72.275 0.620 373.7 +0.60D+0.70E at 8.37 to 9.01 5.161 0.59 2.23 443.30 71.70 71.963 0.852 272.2 L Only at 26.16 to 26.50 1.071 0.59 0.26 443.30 59.51 443.300 0.021 5,742.0 S Only at 25.82 to 26.16 0.530 0.59 0.13 443.30 52.60 443.300 0.020 6,287.5 ( f . 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Beveland St,Suite 100 JOB NO /6330 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET g'I0 of111 I SIL_-T-1 I www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 2/13/2018 IE-Mail: specifier's comments:HY-200#5 Rebar Dowel(Tension)(5°embed.) 111 1 Input data Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.60#5 11, Effective embedment depth: hetact=5.000 in.(her,umit=-in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 IIssued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-11/Chem Stand-off installation: -(Recommended plate thickness:not calculated) 0 Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=8.000 in.,Temp.short/long:32/32°F installation: hammer drilled hole,installation condition:Dry I Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) IShear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] g b I A. I 8 t �a Iq0 ,co a x— \ Ra:MaAVW'''.V.:1...."••14,0W.4i 7 ,.,4....0:: :.:-K,so:i::::.,.,;,:::,::::,... it, 111 J cx3'+ 3/ 100::::-.1;i:F ` .'' 3ifk,z' ' ..A,-04.04 -4.,..:::—.:;w4.,,,,....44,:--44,13.5.- f 1P� '`:ys:-re.3:x.:R:.......:;��ft'`,<'_"kzx"i; �r":''�"i r I Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11.11111`T1 www.hiltl.us Profis Anchor 2.7.5 Company: Page: 2 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 2/13/2018 E-Mall: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity [tN I Pv[%] Status Tension Bond Strength 4200 4250 99/- OK Shear - - - -/- - I Loading NN 13v 5 Utilization i3N,v[%] Status Combined tension and shear loads - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! 111 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. 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Roof 75 46545.7 888.9 0 4379.83 632.45 2 75 46545.7 1448 4938.93 713.18 Sum 1345.63 ETIt:QfiSfLIBfi1 „ QFFf3Rf �� ,r 1?1APHFK1,IRI?M©RGE ' max min . . , pe' r t .�PLu"i�4 ",#- ^ t ,11.041,44e$01,74)04„..:! r ! , „1,444,C,„,„...4,4,tl a .L.,., ., m) 4"�, r .. ;#10, t - ` .§F f�S�,�ti x"FA! �wx :4631,''' :45 ,,�R 't05 .),„,4„4„4.)44A r V ,,,NiA 0,4- ", c.� llCalculate designforcesfordiaphragmForce to level Force to shear wa 'ot ` � „� Xr � v �W7 u ( Foce!t,o s4. pham\er +,fs ^'!� . wa � OCt 1 . �,. ,_a1- '''''A'A _ ui ,, , 632.45*.:, .t. r k.0. P.p ,r r., ' �iW.0M1 ..k• w�n,, ', ,x,� s�. _ k �, , x0.18 772.783 � . „Ct ` z.' 3n' . .', _ ai0r@ ��•. ) i ,, fs t% ; uw".e. ,-,.,- .77278 772.78 1264.89 772. 7 8Roof 30.09 4379.83 131789.01 632A5 2 19.78 4938.93 97691.99 713.18 572.85 1345.63 0.14 713.18 1426.36 713.18 713.18 L�v�I -A/6(A = J. 3 (792. 5) = /1 oott.bi - ( Zi,,, F1 = t.3 (/3 .63) _ /,7-4/. 32- 1- — X / • Cie 4e/4116 .Liee le✓ (.2 X45 5 71'7 ( Q 2C) o ; Io2.s• 4-(67.11) (/h3�)(,gt.1 ) 2 I- (/5it.41)(7S.$)(112, / I ' l r (/Se' �x/o2,$' 1'(87.5)(5901/19+ (67 W)(///31/2. '�' \ `t\ _T V AT I / ' . _- /1,3' \':t1- 16q. Is, AT = Gi 5-- s-, 7 '- _ i ' I z I i 85g* x 7, 0 (,sii.q')( lo2.s 1(iS1i.1�2� -i- (37 ,s9(1113)(gzc ,/z){ •,, t 67. 11113 /o9.43 2 + /Sy.q 2s.8 ,sii, 2 /5�r.9 k •l. 76' I 111 I I TM RIPPEYBY V DATE 1111\ill\.. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 .2,3o ITigard, Oregon 97223 Phone(503)443-3900 SHEET 17,S OF I WALL RIGIDITY-11-28-17 ( I ST F L Dog) PROJECT: 16330 LANDROVER-WA SQ RIGIDITY EQUATIONS: H= SEGMENT HEIGHT L=SEGMENT LENGTH t= SEGMENT THICKNESS AC= [4(H/L)^3+3(H/L)]/t -CANTILEVER RELATIVE DEFLECTION OP= [(H/L)^3+3(H/L)]/t -PIER RELATIVE DEFLECTION A(PIERS)= 1/[E(1/iINDIVIDUAL PIER)] A(WALL)_ A(SOLID WALL)-A(SOLID STRIP)+A(PIERS) R= 1/A ' EQUATIONS ASSUME WALLS HAVE SAME STRENGTH/MODULUS OF ELASTICITY SPECIFIC NOTES: -WALL HEIGHT OF 17'IS USED,WHICH IS THE DISTANCE TO THE BOTTOM OF THE 2ND FLOOR WINDOWS -PANELS 26 AND 37 ARE IGNORED SINCE THEY DO NOT ATTACH TO THE 2ND FLOOR DIAPHRAGM -EQUIVALENT CANTILEVER SOLID LENGTHS(Leq)BASED ON MASONRY HANDBOOK RIGIDITY TABLES FOR SAME HEIGHT SOLID WALL: H= 20.292 L= 83 t= 7.625 AC= 0.104 R(WALL)=9.629 WALL NAME/DESCRIPTION:1 GRID A,GRIDS 1-15,(4)OPENINGS,SAME HEIGHT SOLID WALL: H= 19.115 L= 319 t= 7.625 AC= 0.024 SOLID STRIP: H= 10 L= 319 t= 7.625 AP=0.012 LEG 1: 1 H= 10 L= 255.656 t= 7.625 OP= 0.015 R(PIER)= 64.946 %LOAD= 94.70% LEG 2: H= 10 L= 12.3854 t= 7.625 AP= 0.387 R(PIER)= 2.586 %LOAD= 3.77% LEG 3: H= 10 L= 4.667 t= 7.625 OP= 2.133 R(PIER)= 0.469 %LOAD= 0.68% LEG 4: H= 10 L=4.651 t= 7.625 AP= 2.149 R(PIER)= 0.465 %LOAD= 0.68% LEGS: H= 10 L= 2.625 t= 7.625 AP= 8.749 R(PIER)= 0.114 %LOAD= 0.17% A(PIERS)= 0.015 A(WALL)=0.026 R(WALL)= 38.562 Leq= 291.67 R(PIERS)= 68.580 �i.6 111, I WALL NAME/DESCRIPTION:2 GRID 1,A.CORNER DIAGONAL SOLID WALL SOLID WALL: H= 19.3125 L= 16.052 t= 7.625 IAC= 1.387 R(WALL)= 0.721 WALL NAME/DESCRIPTION:3 GRID 1,(1)OPENING ISOLID WALL: H= 24 L= 61.021 t= 8 AC= 0.178 ISOLID STRIP: H= 7.167 L= 61.021 t= 8 IAP=0.044 LEG 1: H= 7.167 L= 5.833 t= 8 iAP=0.693 R(PIER)= 1.444 %LOAD= 7.40% LEG 2: H= 7.167 L= 48.9 t= 8 1. AP=0.055 R(PIER)= 18.065 %LOAD= 92.60% A(PIERS)= 0.051 A(WALL)= 0.185 R(WALL)= 5.408 Leq= 64.32 1/ R(PIERS)= 19.509 WALL NAME/DESCRIPTION:4 GRID D,GRIDS 1-10,(4)OPENINGS ISOLID WALL: H= 20.469 L= 222.651 t= 7.625 AC= 0.037 tSOLID STRIP: H= 7.167 L= 222.651 t= 7.625 IAP= 0.013 LEG 1: H= 7.167 L= 8.844 t= 7.625 IAP= 0.389 R(PIER)= 2.573 %LOAD= 3.71% LEG 2: I H=7.167 L= 62.682 t= 7.625 AP=0.045 R(PIER)= 22.133 %LOAD= 31.88% LEG 3: I H= 7.167 L= 54.302 t= 7.625 AP=0.052 R(PIER)= 19.146 %LOAD= 27.58% LEG 4: H= 7.167 L= 64.552 t= 7.625 AP=0.044 R(PIER)= 22.799 %LOAD= 32.84% I LEG 5: H= 7.167 L= 9.354 t= 7.625 AP=0.360 R(PIER)= 2.774 %LOAD= 4.00% I A(PIERS)=0.014 A(WALL)=0.038 R(WALL)=26.101 Leq= 212.795 R(PIERS)= 69.425 I �. 7 I WALL NAME/DESCRIPTION:5 GRID 2,GRIDS D-G,(1)OPENING SOLID WALL: H= 19.891 L= 77.156 t= 11.625 AC=0.072 SOLID STRIP: H= 9 L= 77.156 t= 11.625 AP=0.030 LEG 1: H= 9 L=29.682 t= 11.625 AP=0.081 R(PIER)= 12.400 %LOAD= 46.07% LEG 2: H= 9 L= 34.474 t= 11.625 AP=0.069 R(PIER)= 14.513 %LOAD= 53.93% A(PIERS)=0.037 A(WALL)=0.079 R(WALL)= 12.603 Leq= 71.39 R(PIERS)= 26.913 WALL NAME/DESCRIPTION:6 GRID 6,GRIDS C-D,SOLID WALL SOLID WALL: H= 20.276 L= 46.901 t= 11.625 AC=0.139 SOLID STRIP: H= 9 L= 46.901 t= 11.625 DP=0.050 LEG 1: H=9 L= 23.458 t= 11.625 AP=0.104 R(PIER)= 9.628 %LOAD= 59.39% LEG 2: H=9 L= 16.76 t= 11.625 AP=0.152 R(PIER)= 6.583 %LOAD= 40.61% 1 A(PIERS)= 0.062 A(WALL)= 0.151 R(WALL)= 6.626 Leq= 44.3 R(PIERS)= 16.211 WALL NAME/DESCRIPTION:7 GRID 7,GRIDS C-D,SOLID WALL SOLID WALL: H= 20.276 L= 26.333 t= 7.625 OC= 0.542 SOLID STRIP: H= 4 L=26.333 t= 11.625 AP= 0.040 LEG 1: H= 4 L= 6.4896 t= 11.625 AP=0.179 R(PIER)= 5.580 %LOAD= 27.09% LEG 2: H= 4 L= 15.833 t= 11.625 AP=0.067 R(PIER)= 15.019 %LOAD= 72.91% A(PIERS)=0.049 A(WALL)=0.551 R(WALL)= 1.813 Leq= 26.1 1 R(PIERS)= 20.599 6.g I IWALL NAME/DESCRIPTION:8 GRID H,(5)OPENINGS SOLID WALL: I H= 20.292 L= 93.279 t= 7.625 AC= 0.091 SOLID STRIP: I H= 7.167 L= 93.279 t= 7.625 AP= 0.030 I LEG 1: H= 7.167 L= 45.91 t= 7.625 AP= 0.062 R(PIER)= 16.150 %LOAD= 69.70% I LEG 2: H= 7.167 L= 11.21 t= 7.625 AP= 0.286 R(PIER)= 3.499 %LOAD= 15.10% 0 LEG 3: H= 7.167 L= 3 t= 7.625 IAP= 2.728 R(PIER)= 0.367 %LOAD= 1.58% LEG 4: H= 7.167 L= 3 t= 7.625 iAP= 2.728 R(PIER)= 0.367 %LOAD= 1.58% LEG 5: I H= 7.167 L= 6.082 t= 7.625 AP= 0.678 R(PIER)= 1.474 %LOAD= 6.36% LEG 6: I H= 7.167 L= 5.677 t= 7.625 AP= 0.761 R(PIER)= 1.315 %LOAD= 5.67% IA(PIERS)= 0.043 A(WALL)= 0.104 R(WALL)=9.628 Leq= 83 R(PIERS)= 23.171 IWALL NAME/DESCRIPTION:9 GRID C,GIRDS 11-12,(1)OPENING SOLID WALL: H= 20.025 L= 31.733 t= 7.625 IAC= 0.380 SOLID STRIP: I H= 7.167 L= 31.733 t= 7.625 AP= 0.090 I LEG 1: H= 7.167 L= 7.564 t= 7.625 AP= 0.484 R(PIER)= 2.065 %LOAD= 26.94% I LEG 2: H= 7.167 L= 16.75 t= 7.625 AP= 0.179 R(PIER)= 5.598 %LOAD= 73.06% IA(PIERS)= 0.130 A(WALL)= 0.420 R(WALL)= 2.380 Leq= 29.94 R(PIERS)= 7.663 I v/.q I WALL NAME/DESCRIPTION:10 GRID 15,GRIDS A-B,SOLID WALL I SOLID WALL: H= 19.49 L= 24.333 t= 7.625 AC= 0.585 R(WALL)= 1.710 WALL NAME/DESCRIPTION: 11 GRID 13,(1)OPENING SOLID WALL: H= 19.49 L= 26.729 t= 7.625 AC= 0.490 SOLID STRIP: H= 7.167 L= 26.729 t= 7.625 AP= 0.108 LEG 1: II H= 7.167 L= 19.114 t= 7.625 AP= 0.154 R(PIER)= 6.475 %LOAD= 92.42% LEG 2: 1 H= 7.167 L= 3.541 t= 7.625 AP= 1.884 R(PIER)= 0.531 %LOAD= 7.58% A(PIERS)= 0.143 A(WALL)= 0.525 R(WALL)= 1.905 Leq= 25.76 R(PIERS)= 7.006 1 WALL NAME/DESCRIPTION: 12 GRID 11,SOLID WALL SOLID WALL: H= 19.49 L= 27.3646 t= 11.625 AC= 0.308 R(WALL)= 3.245 1 WALL NAME/DESCRIPTION: 13 BETWEEN GRIDS 11&10,GRIDS A-B,SOLID WALL SOLID WALL: 1111 1-1= 19.46 L= 18.0313 t= 11.625 AC= 0.711 R(WALL)= 1.406 1 WALL NAME/DESCRIPTION: 14 BETWEEN GRIDS A&B,AT GRID 11,SOLID WALL SOLID WALL: I H= 19.525 L= 8.969 t= 11.625 AC= 4.112 R(WALL)= 0.243 WALL NAME/DESCRIPTION:15 GRID B,BETWEEN GRIDS A&B,SOLID WALL SOLID WALL: H= 19.6875 L= 8.385 t= 11.625 AC= 5.060 R(WALL)= 0.198 41.10 I I IIIWALL NAME/DESCRIPTION: 16 BETWEEN GRIDS 10-11,GRIDS A& B,(1)OPENING SOLID WALL: I 1-1= 19.521 L= 8.364 t= 11.625 AC= 4.977 I SOLID STRIP: H= 7.167 L= 8.364 t= 11.625 AP= 0.275 I LEG 1: H= 7.167 L= 2.067 t= 11.625 AP= 4.481 R(PIER)= 0.223 %LOAD= 32.00% 1 LEG 2: H= 7.167 L= 2.797 t= 11.625 IAP= 2.109 R(PIER) = 0.474 %LOAD= 68.00% A(PIERS)= 1.434 A(WALL)= 6.135 R(WALL)= 0.163 Leq= 7.75 IR(PIERS)= 0.697 WALL NAME/DESCRIPTION: 17 GRID 10, GRIDS D-E,SOLID WALL 111 SOLID WALL: H= 20.327 L= 15.115 t= 7.625 IAC= 1.805 R(WALL)= 0.554 WALL NAME/DESCRIPTION: 18 GRID H&6,SOLID WALL ISOLID WALL: H= 18.958 L= 20.833 t= 11.625 AC= 0.494 R(WALL)= 2.024 I WALL NAME/DESCRIPTION:19 BETWEEN GRIDS F&G,GRIDS 5-6,SOLID WALL I SOLID WALL: H= 19.29 L= 20.771 t= 11.625 AC= 0.515 R(WALL)= 1.941 1 I WALL NAME/DESCRIPTION:20 STAIR WALL,GRID G,SOLID WALL SOLID WALL: L1111 H= 19.271 L= 9.682 t= 11.625 AC= 3.227 R(WALL)= 0.310 IWALL NAME/DESCRIPTION:21 STAIR WALL, BETWEEN GRIDS F-G,SOLID WALL SOLID WALL: IH= 19.292 L= 10.651 t= 11.625 AC= 2.512 R(WALL)= 0.398 I19.514682 (ft)average height Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 5 FEB 2018,3 01P1v1 Anti sis 4 Right Dia hK r!n R12016po ots116330 WVGt. tdnzver YJASRIS'fR0.TI1f�At.1CAlcS116330Etraeo6 Torl'siori . y?..i ... ;g.. ;6Nt. OALG.iNQ 1933:2017,flak it1712.10 Ver.10.171210. . Lies#:KW-06002562 Lir<enseo:TM RIPPEY CONSULTING ENGINEERS Description: Rigid Diaphragm Analysis(1st Floor)(p=1.3 forces)(Revision) Get14f'al:Itnformation Calculations per IBC 2016,CBC 2016,ASCE 7-1 Applied Lateral Force 1,749.32 k Center of Shear Application: Additional Orthogonal Force k Distance from"X"datum point 162.452 ft Distance from"Y"datum point 71.757 ft Maximum Load Used for Analysis: 1,749.32 k Accidental Torsion values per ASCE 7-0512.8.4.2 Note: This load is the vector resolved from the above Ecc.as%of Maximum Dimension 15.00 % two entries and will be applied to the system of elements at angular increments. Maximum Dimensions: Along"X"Axis 331.583 ft Load Orientation Angular Increment 1.0 deg Along"Y Axis 154.885 ft Load Location Angular Increment 15.0 deg Center of Rigidity Location (calculated)... "X"dist.from Datum 122.176 ft "r dist.from Datum 45.841 ft Accidental Eccentricity+1-from"X"Coord.of Load Application: 49.737 ft Accidental Eccentricity+/-from"Y"Coord.of Load Application: 23.233 ft 111 Waft Information, Label: Wall 1 X Wall C.G.Location 171.161 ft Length 291.67 ft Y Wall C.G.Location 0.3177 ft Height 19.115 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 0 deg Thickness 7.625 in Along Wall"y"Dir 1.0351 E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 7.7883E+002 in E-Shear 1 Mpsi Label: Wall 10 X Wall C.G.Location 331.177 ft Length 24,333 ft Y Wall C.G.Location 12.167 ft Height 19.49 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 90 deg Thickness 7.625 in Along Wall"y"Dir 1.9345E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 9.8954E+003 in E-Shear 1 Mpsi Label: Wall 11 X Wall C.G.Location 297.715 ft Length 25.76 ft Wall Deflections(Stiffness)for 1.0 kipload: Y Wall C.G.Location 14 ft Height 19.49 ft Wall Angle CCW 90 deg Thickness 7.625 in Along Wall"y"Dir 1.7587E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 9.3472E+003 in E-Shear 1 Mpsi Label: Wall 12 X Wall C.G.Location 279.995 ft Length 27.3646 ft Wall Deflections(Stiffness)for 1.0 kipload: Y Wall C.G.Location 14.3177 ft Height 19.49 ft Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 1.0460E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi1. Along Wall"x"Dir 2.4872E+003 in E-Shear 1 Mpsi Label: Wall 13 X Wall C.G.Location 266.328 ft Length 18.0313 ft Y Wall C.G.Location 9.651 ft Height 19.46 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 2.1954E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 3.7573E+003 in E-Shear 1 Mpsi Label: Wall 14 X Wall C.G.Location 275.026 ft Length 8.969 ft Wall Deflections(Stiffness)for 1.0 kipload: Y Wall C.G.Location 18.1823 ft Height 19.525 ft Wall Angle CCW 0 deg Thickness 11.625 in Along Wall"y"Dir 1.1122E-003 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 7.6294E+003 in E-Shear 1 Mpsi Label: Wail 15 X Wall C.G.Location 275.318 ft Length 8.385 ft Y Wall C.G.Location 27.5156 ft Height 19.6875 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 0 deg Thickness 11.625 in Along Wall"y"Dir 1.3558E-003 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 8.3658E+003 in E-Shear 1 MpsiI. Label: Wall 16 X Wall C.G.Location 272.38 ft Length 7.75 ft Y WaII C.G.Location 22.849 ft Height 19.521 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 1.6347E-003 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 8.8240E+003 in E-Shear 1 Mpsi �'/2 1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: I and then using the"Printing& Title Block"selection. Title Block Line 6Printed:5 FEB 2018,3:01P1vt F P 12D16 Pro)eots116330 te1DC lJ dmvet WA 30$Ttt. TUfZAL1CAL08116330 EX(..eo6 7,17airslona1 Analyss,4Rigid �►Napulragn1 014.1 L0,1NC 19832017,:8uvld.;10,l7.12,10;1#erto17.12.10. 4,1c #f.KW 060026ti2 Licensee:T M RIPPEY CONSULTING ENGINEERS Description: Rigid Diaphragm Analysis(1st Floor)(p=1.3 forces)(Revision) A'N.ALYSIS SUMMARY . Maximum shear forces applied to resisting elements.Eccentricity with respect to Center of Rigidity Max Shear along Member Local"y-y"Axis Max Shear along Member Local"x-x"Axis Resisting Element Load An.le X-Ecc ft Y-Ecc ft Shear Force (k) Load Anile X-Ecc ft Y-Ecc ft Shear Force (k) Wall 1 174 9.46 25.92 869 638 ,.. 110 -88.32 31 93 0.000 IWall 10 116 27 40 48 36 121184 182 40 28 2 68 0 000 Wall 11 113 27.40 48.36 125 896; 181 40.28 .2. ti ,. 0 000 Wall 12 292 2740 48 36' 204 003 i 1$1 40 2$ 26$ 0 000 Wall 13 291 -27A0 48 36 94 729,1 182 -40 28 2 68 0 000 ;- Walt 14 174 9 46 25 92,i 8 094 85 27 40 3 48 0 000 Wall 15• 174 • 9,46 25.92 6 638: 85 -27.40 3.48 0 000 I Wall 16 411 27 40 48 36 12 888 359 r: -40 28 2 68 0 000 Wall 17 287 -27.40 48.36 36 086 342 -65.14 • 46 04 0 000 Waft.19 64 88 32 19 90 85 933, 110 8832 31.93 35$10 • I Wall 2 242 9A6 25;92 28 523; 150 -27A0 4836 10 063 Wait 20 108 88 32 ? 31•93' 19 663 110 $$32 3193 2 452 Wall 21 112 27.40 48.36 • 24009, 110 88.32 3193 1885 Walt 3 27.9 90 01 j 25 92 i 486027 354 27 40 3;48 0 000 Wall 4 164 6514 46 04 700 783 110 88 32 31 93 '. O.ODO Waft 5', 98 -J0 01 25 92.( 783 785 333 »75 45 4234 0 000 Wall 6 • • 94 -90.01 25.92 291.734 344 -65.14 46.04 0.000 Wall 7' 277 27 0.,',,,,,,,,.,...4.......8....:.3...6........,....„.-_.. 85970 348 6514 46 04 .. ,SL..,.:. Wall 8 60 -88.32 19.90313 324 150 -27.40 4836 . _; 70738 ; Wall 9 112 5315 48 36= 64 211! 114 88 32 31.93 0 000 I . I I I I I I I t4 /3 Title Block Line 1 Project Title: ii You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:5 FEB 2018,3:01PM h71e A 12016 Prote,aa116330 G t.aitdrover ii sosm TURAl.1CALCS116330 Extra ec6 '�"q�rs�+�r�a� ,l�lr>t��'S!S Q# Rie!�d �?i#phtrAgrn ,.. .... :.... .. ' �N �c,lhfC 1st132017,�,dd 1Q 1712.1A,Ver10 17t21Q tic,••#:KW.Q6002562 • • Licensee.:TM RIPPEY CONSULTING ENGINEERS Description: Rigid Diaphragm Analysis(1st Floor)(p=1.3 forces)(Revision) ii layout Of..Resl0.1.i.g Elements ; :i Legend: _) Defined Wall X Datum I Center of Rigidity 0Center of Mass CD Accidental eccentricity application boundary II Wall 2D 1 Wall all 21. IWali 5 '17 WNilallIII l:: all 7:.: ....: .. Wall 8 Walla Vlf1 tall Wa .. .. ... .. .. W 1110 la� Wall' • ..... ..... i W a 12W 1111 Wall 1 a Wal! t I I I Il V/,/t1 IND! VI pV 5i-( -/f (157- FLoo0) WALL TOTAL V LEG1 LEG 2 LEG 3 LEG 4 LEG 5 LEG 6 (ULT,K) %V V(K) L(Fr) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(Fr) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(Fr) V(PLF) %V V(K) L(FT) V(PLF) 1 869.638 0.947 823.5 255.7 3221 0.0377 32.8 12.39 2647 0.0068 5.94.667 1267 0.0068 5.9 4.65 1271 0.0017 1.48 2.63 563 2 29.729 1 29.7 16.05 1852 3 496.027 0.074 36.7 11.09 3310 0.926 459.3 48.9 9393 4 700.783 0.0371 26.0 8.844 2940 0.3188 223.4 62.68 3564 0.2758 193.3 54.3 3559 0.3284 230.1 64.6 3565 0.04 28 9.35 2997 5 783.785 0.4607 361.1 29.68 12165 0.5393 422.7 34.47 12261 6 291.734 0.5939 173.3 23.46 7386 0.4061 118.5 16.76 7069 7 85.97 0.2709 23.3 6.49 3589 0.7291 62.7 15.833 3959 8 313.324 0.697 218.4 45.91 4757 0.151 47.3 11.21 4221 0.0158 5.0 3 1650 0.0158 5.0 3 1650 0.0636 19.9 6.08 3276 0.0567 17.8 5.68 3129 9 64.211 0.2694 17.3 7.564 2287 0.7306 46.9 16.75 2801 10 121.184 1 121.2 24.333 4980 11 125.398 0.9242 115.9 19.11 6063 0.0758 9.5 3.541 2684 12 204.003 1 204.0 27.365 7455 13 94.729 1 94.7 18.031 5254 14 8.094 1 8.1 8.969 902 15 6.639 1 6.6 8.385 792 16 12.868 0.32 4.1 2.067 1992 0.68 8.8 2.797 3128 17 36.086 1 36.1 15.12 2387 18 19 93.019 1 93.0 20.77 4478 20 19.815 1 19.8 9.682 2047 21 24.083 1 24.1 10.65 2261 PLF Max 12261 MIS OM MB lin OM NM III IN INN OM MN 11111 NM 11111 all 11•1 I WALL RIGIDITY-11-28-17 (2ND FGoog") PROJECT: 16330 LANDROVER-WA SQ RIGIDITY EQUATIONS: H= SEGMENT HEIGHT L= SEGMENT LENGTH t= SEGMENT THICKNESS I AC= [4(H/L)^3+3(H/L)]/t -CANTILEVER RELATIVE DEFLECTION AP= [(HA)^3+3(H/L)]/t - PIER RELATIVE DEFLECTION 1 A(PIERS)= 1/[E(1/AINDIVIDUAL PIER)] I A(WALL)= A(SOLID WALL)-A(SOLID STRIP)+A(PIERS) R= 1/A EQUATIONS ASSUME WALLS HAVE SAME STRENGTH/MODULUS OF ELASTICITY I SPECIFIC NOTES: -WALL HEIGHT OF 17' IS USED,WHICH IS THE DISTANCE TO THE BOTTOM OF THE 2ND FLOOR WINDOWS - PANELS 26 AND 37 ARE IGNORED SINCE THEY DO NOT ATTACH TO THE 2ND FLOOR DIAPHRAGM -EQUIVALENT CANTILEVER SOLID LENGTHS(Leq) BASED ON MASONRY HANDBOOK RIGIDITY TABLES FOR SAME HEIGHT SOLID WALL: r H= 13.4375 L= 49.854 t= 11.625 AC= 0.076 R(WALL)= 13.107 EXAMPLE I I I I I 1 I I 1716 I I IWALL NAME/DESCRIPTION: 1 GRID A,GRIDS 6-15, (9)OPENINGS,SAME HEIGHT SOLID WALL: H= 14.115_ L= 213 t= 7.625 AC= 0.026 SOLID STRIP: I H= 5.333 L= 213 t= 7.625 AP= 0.010 I LEG 1: H= 5.333 L= 1.681 t= 7.625 AP= 5.436 R(PIER)= 0.184 %LOAD= 0.63% I LEG 2: 1-1= 5.333 L= 5.333 t= 7.625 IAP= 0.525 R(PIER)= 1.906 %LOAD= 6.56% LEG 3: 1 H= 5.333 L= 5.167 t= 7.625 AP= 0.550 R(PIER)= 1.817 %LOAD= 6.25% I LEG 4: H= 5.333 L= 5.833 t= 7.625 AP= 0.460 R(PIER)= 2.174 %LOAD= 7.48% t LEG 5: H= 5.333 L= 31.833 t= 7.625 AP= 0.067 R(PIER)= 15.031 %LOAD= 51.70% 1 LEG 6: H= 5.333 L= 9.271 t= 7.625 IAP= 0.251 R(PIER)= 3.980 %LOAD= 13.69% LEG 7: I H= 5.333 L= 4.667 t= 7.625 OP= 0.645 R(PIER)= 1.550 %LOAD= 5.33% I LEG 8: H= 5.333 L= 4.667 t= 7.625 AP= 0.645 R(PIER)= 1.550 %LOAD= 5.33% I LEG 9: H= 5.333 L= 3.381 t= 7.625 IAP= 1.135 R(PIER)= 0.881 %LOAD= 3.03% A(PIERS)= 0.034 Li(WALL)= 0.051 R(WALL)= 19.697 Leg= 111.715 R(PIERS)= 29.072 I I 4,17 I WALL NAME/DESCRIPTION:2 GRID 2,GRIDS D-G,(2)OPENINGS,SAME HEIGHT SOLID WALL: H= 13.4375 L= 77.474 t= 11.625 AC= 0.047 1 SOLID STRIP: H= 7.333 L= 77.474 t= 11.625 AP= 0.024 LEG 1: H= 7.333 L= 3.036 t= 11.625 AP= 1.835 R(PIER)= 0.545 %LOAD= 2.96% LEG 2: H= 7.333 L=4.1667 t= 11.625 AP=0.923 R(PIER)= 1.083 %LOAD= 5.88% LEG 3: I H= 7.333 L= 32.3542 t= 11.625 AP= 0.059 R(PIER)= 16.809 %LOAD= 91.17% A(PIERS)= 0.054 A(WALL)= 0.076 R(WALL)= 13.107 Leq= 49.854 11 R(PIERS)= 18.437 WALL NAME/DESCRIPTION:3 GRID H,GRIDS 11-15,(1)OPENING I SOLID WALL: H= 9.917 L= 93.167 t=7.625 AC=0.043 SOLID STRIP: 1-1= 8 L= 93.167 t= 7.625 AP=0.034 LEG 1: 1 H= 8 L= 24 t= 7.625 AP=0.136 R(PIER)= 7.353 %LOAD= 30.09% LEG 2: H= 8 L=54.167 t= 7.625 AP=0.059 R(PIER)= 17.085 %LOAD= 69.91% I O(PIERS)= 0.041 O(WALL)=0.050 R(WALL)= 20.175 Leq= 80.32 R(PIERS)= 24.438 WALL NAME/DESCRIPTION:4 GRID 15,GRIDS A-B,(1)OPENING SOLID WALL: H= 13.74 L= 24.333 t= 7.625 AC=0.317 R(WALL)= 3.158 WALL NAME/DESCRIPTION:5 GRID 11,GRIDS A-B,SOLID WALL I SOLID WALL: H= 17.667 L= 27.3646 t= 11.625 AC= 0.259 R(WALL)= 3.858 177? I I I WALL NAME/DESCRIPTION:6 BETWEEN GRIDS 10-11,GRIDS A-B,SOLID WALL SOLID WALL: H= 17.697 L= 18.0313 t= 11.625 IAC= 0.579 R(WALL)= 1.728 WALL NAME/DESCRIPTION:7 STAIR WALL,BETWEEN GRIDS A&B,SOLID WALL I SOLID WALL: H= 17.632 L= 8.969 t= 11.625 AC= 3.122 R(WALL)=0.320 I WALL NAME/DESCRIPTION:8 STAIR WALL,GRID B,SOLID WALL I SOLID WALL: H= 17.47 L= 8.385 t= 11.625 AC= 3.650 R(WALL)= 0.274 IWALL NAME/DESCRIPTION:9 ELEVATOR WALL,BETWEEN GRIDS 10&11,(1)OPENING SOLID WALL: 11 H= 17.637 L= 8.364 t= 11.625 AC= 3.770 I SOLID STRIP: H= 7.167 L= 8.364 t= 11.625 AP= 0.275 I LEG 1: H= 7.167 L= 2.067 t= 11.625 AP= 4.481 R(PIER)= 0.223 %LOAD= 32.00% i LEG 2: H= 7.167 L= 2.797 t= 11.625 AP= 2.109 R(PIER)= 0.474 %LOAD= 68.00% It A(PIERS)= 1.434 A(WALL)= 4.929 R(WALL)= 0.203 Leq= 7.59 R(PIERS)= 0.697 IWALL NAME/DESCRIPTION:10 STAIR WALL,BETWEEN GRIDS 5&6,SOLID WALL SOLID WALL: 1-1= 17.867 L= 20.771 t= 11.625 I AC= 0.441 R(WALL)= 2.268 I I I I WALL NAME/DESCRIPTION: 11 STAIR WALL,GRID H,SOLID WALL SOLID WALL: H= 18.2 L= 20.833 t= 11.625 AC= 0.455 R(WALL)= 2.198 WALL NAME/DESCRIPTION: 12 STAIR WALL,SOLID I SOLID WALL: H= 17.866 L= 10.651 t= 11.625 AC= 2.057 R(WALL)= 0.486 WALL NAME/DESCRIPTION: 13 STAIR WALL,(1)OPENING I SOLID WALL: H= 17.887 L= 9.682 t= 11.625 AC= 2.646 R(WALL)= 0.378 WALL NAME/DESCRIPTION: 14 PANEL 28,SOLID PANEL I SOLID WALL: H= 10.3125 L= 46.901 t= 11.625 AC= 0.060 R(WALL)= 16.556 I i I I I I 1 I 1 I jj.2o I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Printed:5 FEB 2018,3:21PM Torsi:nla1 Alraaiysis ar Rigid Qi�tphr<~agril ::...-233-,,,..,..,,,,,,,,,: 1sprajeots116330 M,p9m0iuwr 04.0.raucruiiaucALcsvts�xoB aeo6 BNERCALC,INC 19832017,Build 101712..1.0 Ver10171210 Li,.#;KW-06002562 Licensee TM RIPPEY CONSULTING ENGINEERS Description: Rigid Diaphragm Analysis(2nd floor)(p=1.3 forces)(Revision) General,Information Calculations per IBC 2015,CBC 2016,ASCE 7-1 I Applied Lateral Force 1,004.61 k Center of Shear Application Additional Orthogonal Force k Distance from"X"datum point 162.452 ft Maximum Load Used for Analysis: 1,004.61 k Distance from"Y"datum point 71.757 ft I Note: This load is the vector resolved from the above Accidental Torsion values per ASCE 7-05 12.8.4.2 two entries and will be applied to the system of Ecc.as%of Maximum Dimension 15.00 % elements at angular increments. Maximum Dimensions: I 331.583 ft Load Orientation Angular Increment 1.0 deg Along"Y Axis 154.885 ft Load Location Angular Increment 15.0 deg Along"X"Axis Center of Rigidity Location (calculated)... II "X"dist.from Datum 146.568 ft "Y"dist.from Datum 66.723 ft Accidental Eccentricity+/-from"X"Coord.of Load Application: 49.737 ft Accidental Eccentricity+/-from"Y"Coord.of Load Application: 23.233 ft VIIall lnformaEtan.> Label: Wall 1 X Wall C.G.Location 224.497 ft Length 111.715 ft I Wall Deflections(Stiffness)for 1.0 kip load; Y Wall C.G.Location 0 ft Height 14.115 ft Wall Angle CCW 0 deg Thickness 7.625 in Along Wall"y"Dir 2,0942E 005 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Along Wall"x"Dir 8.1964E+002 in E-Shear 1 Mpsi Label: Wall 10 X Wall C.G.Location 109.128 ft Length 20.771 ft I Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.LocationWall 1 141.794 ft Height 5 17.867 ft in Along Wall"y"Dir 1.4354E-004 in Wall FiAxity le CCW Fix Fix deg Thickness Bending 11. 621 Mpsi Along Wall"x"Dir 2.5258E+003 in E-Shear 1 Mpsi ILabel: Wall 12 X Wall C.G.Location 124.654 ft Length 10.651 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.LocationWall Angle 139.154 ft Height64 17.866 ft in Along Wall"y"Dir 5.7914E-004 in Wall Fixity CCW Fix-Fix deg E hi kness Bending 11.625 F - 1 Mpsi I Along Wall"x"Dir 4.9249E+003 in E-Shear 1 Mpsi Label: Wall 13 X Wall C.G.Location 102.495 ft Length 9.682 ft I Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 150.833 ft Height 17.887 ft Wall Angle CCW 64 deg Thickness 11.625 in I Along Wall"y"Dir 7.3311E-004 in Wall Fixity Fix Fix E Bending E-Shear 1 Mpsi Along Wall"x"Dir 5.4369E+003 in 1 Mpsi Label: Wall 14 X Wall C.G.Location 118.957 ft Length 46.901 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 64.1904 ft Height 10.3125 ft Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 2.3612E-005 in Wall Fixity Fix Fix E Bending 1 Mpsi Along Wall"x"Dir 2.1660E+002 in E Shear 1 Mpsi Label: Wall 2 X Wall C.G.Location 25.7396 ft Length 49.854 ft I Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 116.732 ft Height 13.4375 ft Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 2.9508E 005 in Wall Fixity Fix-Fix E Bending 1 Mpsi Along Wall"x"Dir 4.4888E+002 in E-Shear 1 Mpsi I Label: Wall 3 X Wall C.G.Location 288.445 ft Length 80.32 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 67.625 ft Height 9.917 ft Wall Angle CCW 154 deg Thickness 7.625 in Along Wall"y"Dir 1.9678E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi IAlong Wall"x"Dir 3.9636E+002 in E-Shear 1 Mpsi Label: Wall 4 X Wall C.G.Location 331.177 ft Length 24.333 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle Y Wall C.G.Location 12.167 ft Height 13.74 ft in Along Wall"y"Dir 1.1248E-004 in Wall Fixity CCW Fix-Fix x deg Thickness i Bending 7.625 Mpsi I Along Wall"x"Dir 3.4715E+003 in E-Shear 1 Mpsi I4/, 2-1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 FEB 2018321PM F11e P 12416 Profeotsl983311 t490 l.endrover WA Sq STR 01:08AL1CA1.CS 16330 Extra eo6 Torsional naiysis of Rigid a lap ragrni ENEftGAi. Irtc 9832017,Ball 1017 21O Verlfl ll.1210 Lic #:KW-06002562 Licensee.TM f21PPEY CONSULTING ENGINEERS Description: Rigid Diaphragm Analysis(2nd floor)(p=1.3 forces)(Revision) Wail Information Label: Wall 5 X Wall C.G.Location 279.995 ft Length 27.3646 ft Wall Deflections(Stiffness)for 1.0 kipload: Y Wall C.G.Location 14.3177 ft Height 17.667 ft I Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 8.9793E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall ax"Dir 1.8537E+003 in E-Shear 1 Mpsi Label: Wall 6 X Wall C.G.Location 266.328 ft Length 18.0313 ftIII Wall Deflections(Stiffness)fort()kipload; Y Wall C.G.Location 9.651 ft Height 17.697 ft Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 1.8264E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall°x"Dir 2.8275E+003 in E-Shear 1 Mpsi Label: Wall 7 X Wall C.G.Location 275.026 ft Length 8.969 ft Wall Deflections(Stiffness)for 1.0 kipload: Y Wall C.G.Location 18.1823 ft Height 17.632 ft Wall Angle CCW 0 deg Thickness 11.625 in Along Wall"y"Dir 8,5648E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall°x"Dir 5.6223E+003 in E-Shear 1 Mpsi Label: Wall 8 X Wall C.G.Location 275.318 ft Length 8.385 ft Y Wall C.G.Location 27.5156 ft Height 17.47 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 0 deg Thickness 11.625 in Along Wall"y°Dir 9.9306E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 5.8500E+003 in E-Shear 1 Mpsi Label: Wall 9 X Wall C.G.Location 272.38 ft Length 7.59 ft Wall Deflections(Stiffness)for 1.0 kipload: Y Wall C.G.Location 22.849 ft Height 17.637 ft Wall Angle CCW 90 deg Thickness 11.625 in Along Wall"y"Dir 1.3192E-003 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 6.6494E+003 in E-Shear 1 Mpsi ANALYSISSUMMARY: Maximum shear forces applied to resisting elements.Eccentricity with respect to Center of Rigidity Max Shear along Member Local"y-y"Axis Max Shear along Member Local"x-x"Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Wall 1 171 -3 01 17.41 557444 94 65 62 5 03 0 000 Wall 10 207 -63 93 0 98 68171 94 1 •65 6 5 03 95 617 Wall12 305 -63.93 11.05 19.806 94 -65.62 5.03 : 1476 Wall 13 306 . 68 93 11'.06 15 261 84 65 62 5 03 1733 Wall 14 282 -65.62 5.03 440 323 350 3.01 -17A1 b 000 `..... .Wall 2 280 »65 62 5 03 484 766 344 40 75 2515. 0,000 Wall3 14 8.99 25.15 .§1. ;:.2111.:. 264 -58.96 6.58 94651 Wall 4 96 33 85 5°03 116 497 351 3 01 17 41 0 000 Walls 278 33.85 5.03 133,,367 351 3.01 17.41 : ;0000 Wall 6 ;, 98 33 85 5 03 64 242 351 3 01 17 41 1!000 Wall 7 170 -3.01 17 41 13 403 80 33.85 5.03 0 000 Wa118 .• ... 170 3 01 17;41 x1460 t30 33$5 5 03 .0,000 Wall 9 • 278 33.85 5.03 8990 . 350 -3.01 47.41 0 000 I I I L1 2 7 I I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. I Title Block Line 6 Printed:5FEB 2018,321PM Tors- "- ij Analysis of Rigid laphri .g il " i ;P12D161Projeolsu6330' MDG I. ,dLO I wn8320R(IOTQ e.1fl2.1O�NO:t rA. Licensee lI C,ivi Ri pEy build 10 i7 TIN Uer GINE 90 I Lie #:KW-06002562 Licensee.TM RIPPEY CONSULTING ENGINEERS, Description: Rigid Diaphragm Analysis(2nd floor)(p=1.3 forces)(Revision) Layo ti:p14.ist ng 0@.ii ent. IIILegend: ;:1 Defined Wall X Datum —4,-- Center of Rigidity • Center of Mass () Accidental eccentricity application boundary 1 Walt13 Wall. I VJail:2 .. .. t II 3 1Na:.:.:.:•,::>,-„. c 1�1 8L VI/ l t:6 Nai14 aii ... .. Vd I I I I 111 t4, 23 11111 MI N NS 1 MN r r OM MN MN OM NB - - - NO 11111 j-pg. (z.vc) F ooi ) WALL TOTAL V LEG 1 LEG 2 LEG 3 LEG 4 LEG 5 (ULT.,K) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) 1 557.444 0.0063 3.5 1.681 2089 0.0656 36.6 5.333 6857 0.0625 34.8 5.167 6743 0.0748 41.7 5.833 7148 0.517 288.2 31.83 9053 2 484.766 0.0296 14.3 3.036 4726 0.0588 28.5 4.167 6841 0.9117 442.0 32.35 13660 3 523.871 0.3009 157.6 24 6568 0.6991 366.2 54.17 6761 4 116.497 1 116.5 24.33 4788 5 133.867 1 133.9 27.36 4892 6 64.242 1 64.2 18.031 3563 7 13A03 1 13.4 8.969 1494 8 11.46 1 11.5 8.385 1367 9 8.99 0.32 2.9 2.067 1392 0.68 6.1 2.797 2186 10 70.912 1 70.9 20.77 3414 11 12 19.861 1 19.9 10.65 1865 13 15.239 1 15.2 9.682 1574 14 440.323 1 440.3 46.9 9388 WALL TOTAL V LEG 6 LEG 7 LEG 8 LEG 9 LEG 10 (ULT.,K) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) %V V(K) L(FT) V(PLF) 1 557.444 0.1369 76.3 9.271 8231 0.0533 29.7 4.667 6366 0.0533 29.7 4.667 6366 0.0303 16.9 3.381 4996 Max 13660 PLF - 511I6 - (JfiGC a AP4 0151 5 MaY4M14 .5ii/6,4✓ ` ea e 0 4 11 ,-7 ' GSE`('; IWG,��G M/(VJ) < D i� ; V 5A4ti /2w 1 e,t 6e i Noll; 01_ T� - 'I Al'L LI /NMeeP(944 - -rwe'f:-Ii.) 6 Am, g ) � �wteve M/ /� � !,® ; $ / � e �, I0, = o.?o .f y' /vie'obeys sti I e4e �A„u I 4 g” emu: f V„, = /3 047(i pl1 /2 ' C 0 Vi = /1 963 /o/." - No A^ i 4( Mel sour v y $�I elr '5�'enV'/ii ; I U44„ 1- •°--/.71-?- ( itj'- ‘—'1 )1 Ani - IM fo, Pu Iv A?sor:.e 04,4/V i) /.o 4bJ P� s-o Comse',v -11' ..fj IM tit? _ 0(ILI�, = 0.9o[ti.o-/.7c(,)] (366 1Z) 2oao = q?6c e(l VA. V,1,- 4 lI, z zl (Ili (- ✓ 17-e...,(10) ✓ gN��-tv SlfeG l cgrq ` V„S, - P (S) -�y A$54 41I g (2)'- 41 e !-,2" a/e... ,41,1)4. I1411 12. C (f44,5,---v) (321'2''') (I�) /60®101,( fns ` c2 8o (16`'®pii) % )2,3°,11 TM RIPPEY11 BY 1.V DATE ]G CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 3 3 0 ITigard, Oregon 97223 /A Phone(503)443-3900 SHEET e 2C OF 1 r s Ls -.! i414500vy 5('e 1s4- UtI4 L01,v eJ 'owl w - $-q) ( I, 6714eitc- III . 1111 T�-14( J r . 6'6x_22- IA - ■ ■ -', W4`I SI Geo i /2"eM v, Aci/44( 5inak6"i 17 3IS 1.911 > /2, 16C elf tdmil c Lam` z (12" emu) hp �j /3 y �?��I , 7_61 A ,4f 512 err f � �; m /1613 p1� /;76/(// —� �✓ l / (ei 6 Cg"614u) 333'/31.833' = O. /6? 4G-f- 4I v C4 4 1/3 < 11) 462 eit > / 053 ()I 1 I 1 .7G y K TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO 16 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 11.26 OF I l/04 / I1 ted 6 (g`' u) k)/41„ , .a X33. /1.2,'71 . -, n:s? A-61441 she4v C;lj :- 4, as ' g23 I //ill ' —� lA.)40 2 /,,e,1 3 (/2" el-t u) Ih/4 v = 7, 333' / 32.35' = o.22q /& / 5Iie:-v Cor 44.1,-/y -: / ?-$0 toil, /3�6�° // I 1 I I 1.1 EAK TM RIPPEY BY V(® DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO lb 330 Tigard, Oregon 97223 Phone (503)443-3900 SHEET if.2 7 OF I Sir` �63� (�,,(�%N pv 1 1 2 ----> 41/1't /S 1 e•I INee i G1!!,',I 5 4 £P� G > 1 X - KS' X 2 /0.3Izs ' , /. L25" _ PV lq,s' + I/6 . 4q1 4 k 10,31 ' 3561/ h• , //�� ! L / mil Saltie, -fir /lvii 1�, o F . 4-re-5 Lij�e�- 4 �y 2 f 3 I a = 0.36 ,, a-, rv, 36 (z) a.6 � F Sl?e 1/ 4, (0 -0.-/2 �; , -/d - -0./2 ( ) (7.625)(2261) -. ii L=2y'-y" G,= 2 e/ -elf) + M = $61.6119. (n-'14X/2/2 =g) t 35611 w(2 7 Sy, ei2` I x , = P. , l( ,-5(1) -b- b2-yac = / q 11.0 „ C2 5t all P- 8`► � (2y - A C =4.30 ,I'�;04 C = 21�i41 e� = Zp;.B � 12, - .1.213 = Y11.111 (L T- e. p -> T, . 135.5 TZ lye1,,4 l4 122 0,1 63 X13 I 8 -(2,,145 T/90y /4 .zi/(0.4 x 6a) 2, 0-in"1 • dfa,mt•16,- `h4 0.1.4 be z(Je ,;, ,vlaJo-ivi . // MAX. bpi � � �f Mii,,. (oar A ,,0.414- e4 be t,.., --1,,4. lri side_ vvie ce(( 14v/ (2) 14i'S — 118 119 5R 4 1- iA CO Ver Mel e` c'e Ale-ivf f " ' 1 (4) ttS = $,(6 14.2 ', 2,67 /4,L ole 1-> F#404 ! PD OF 1NAl =' o 52 A) 111. Filen t' ,90r' wfi i p 8ei,,�1q . ,, o.t�O�j ( a ` a o.o ��J - ( I ( 1 •i • /) qty o.(? 1'2c(ZB�t)(?-6zA`') = 1I. 2ik),� > 3119 ii.� (2 keV. ✓'!h !l.So„ I 40A/044-Ili&; (4) 0 S , (1) 104/ RIPPEY BY V DATE CONSULTINlEAI\ G LTING ENGINEERS -11 CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /b33 O Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 11.2? OF 5Nt4R wA-'tC p (QA) (e041• 4kict 6 bed-week, 0.vrcS 5 C S I > /.js ve�'d = 2, 3' i,�. A5 �v►ak , ',35 35 L (M.4�4 ei i 5p i w e4 , r 1 > UVie, (10 Dog ns - 5. 1 b irt,2- > 2,73 r�rt.L � a- ,-1,2� Kv i (7 ° (t33,s1� (�6,q9(3o,s') + 00(F.73410+ to(?.3g1L. 1 ® ski eov Gvof ll' „5,1ee.I .re- w1if e-ef P, ^ 3 75.1 k p , 2bi9, 8 --. V'441 I /8".Vi d-a I 5-fee 1 4 , 5p UJa I ' e/3 ,)I6l3P t c 41 /gy/3 z 30'$ /2/3 I?,o" lig i`i -- 14.5 0,111 0 ve.-- 5 qi,fry s 4-1,..1 /he s ti 41 a/. eVa 5'5'- eG/77,0 4( av64 0' ic , el 4 el vek , ve/e;r , 5G7,4a 4 . ii 4 1e4;31 0,002 ill wtei;;fi ei y tie: woesGv4..o�s-S?e.-11rAane( a4/ 4,1 e • fi v 5'1 cM v --4 (2) 01 y cP `' ,?/-e. G►ov,',2. (z) Nkt 4sk % fre . � " i FA/ 12 4 CMS -� (2,)1r li Ov' 494. l'2 '..'"14, gl- Ill (7-)fr ` tip'Na e- vee° I ---) Sl►eav v0yd,- €cwi,44{ .014A,:pi,1 , be of eI aIA.*1l.J 1/5`r f vef 1 Aye io e wi4A 6444,4a,J hoo g�,') I. 1 e/{weto Y-r s e` , P= (s, �')(2,, >') (,..„0 ®,q Zf ie &a 61 1166 r r � .--A end ¢) /a Y /. �, ' 8�,95� I > (/5G �) 5 nM�� 5 2�i' f As, 414 fo,g16 rl,� Kirfl\ATM R1PPEY BY ilL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO / 3349 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 6-(.24 OF Masonry Shear Wall Overturning Steel (Strength Design) ■ Shear Wall -Grid 6, Between Grids C & E pV1 := 291.734.kip pV2 := 440.323.kip Put := 375.1•kip Pu2 := 249.8•kip I x� := 20.276•ft x2 := 10.3125•ft t := 11.625.in := 0.90 pMu := pV1•xi + pV2•x2 pMu = 10456.03•ft•kip fm := 2000.psi fy := 60•ksi I:= 562.812•in d1 := 16•in d := I - d1 = 546.81-in I Solve for length of stress block A I a := 0.36fm•t b :_ -0.72•f'm•t•d cl := Pui 2 - di +pMu c2 := Pu2.[(-2) - d1 + pMu (_b_ jb2 _4.a.ci) . (_b_Jb2 _ 4.a.c2) A� :_ = 25.16. n A2 := = 21.37•in 2•a 2•a Ci := 0.80•f m•Ai.t = 468.02•kip C2 := 0.80•f'm•A2•t = 397.44.kip I T� := C1 - Put = 92.92•kip 12 := C2- Pu2 = 147.64•kip 1 Tmax max(Ti ,T2) = 147.64.kip As := Tmax - 2.73.in2 I (13fy - Pul = From Reinforced MasonryEngineering Handbook, Table 6.3 Pmax := 0.0049 0.003917 g 9 fy•t•d As.max Pmax•d•t = 24.9•in2 I I Gf 30 1 ( s�( F toggix- tf)F5(41 (c-I44,) --1> GviJ l3, �4'� Wer2>1 4VI /I S/3 r SZ.ti/G it- (C-C A V(1 �� = I, 6�1 i') As,414>•0 ii, 8l ri1 z p2 = 34, 312 (Vi.) ') V Z.4) if 6 lwrsl ectal ev.J (AS —� 4✓: J 10` 10G vJ Pti ➢v?J A & 1 = (133p )(2V.33')(38)t 3(5.0112) re 1J * 3. I I ivy.Z. + 3('Lf, ?.) w 153,'!k (D) Use_ (4) * 8 'i e � �; (4 = :3. 16 1`.1,x) ok (; '_ 19r.sb � i;(te ' / I� 15.01-1 rte}, 7 3. /6 r d , fli 5 e-I wGet, 4-y145 A d �,, II 4/Z e_ (13,5,t) (13,)(38,14- z ( s,6?) L(5.5t? s Ye Z. 3 1,1. AS_ , /14.4k `l�1 lh 1 )o2, 312 �p� II. p96 (�) _> O (�i) T;4. (As = 2, f.1 ) P,„ 42, 101 Gviis S -6 F-6. -_Isa.6ss� ,qff ,. 1115. 26 4fk > As Y '1 l. i Z[1? > V5e (945 4114, ( /,.211 i'.1.1) 40Ci s i1-12, A gr3 ( ' 4) 1 53S324 -•.) Ay reel 1-4 : 0. 110 , 1_ -- ( p 2 ) 5 (45 = o 6 z � ,.x) pa _ eto. /?/ I -� af'€ A , hey 1/ rl P, ' 4g. sly 3$ Z r ,ry e2_ F rte," ®. 640 ]L M TM RIPPEY BY L/L- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 Tigard, Oregon 97223 1 Phone(503)443-3900 SHEET OF 514fAt!- w IJ E (A AJ (004,1.) ---. S4-41'k,c se 5 tov 42- 4e.4 lis ave 4 5 S -6 . . / s' ori 2J "' /, (I ifs.L --7 U .€ (4 ) # 5 b4-v-- (A-3z 1 L1 (n . ") P . 633 $,1) (g')(3s') tia y32 I P P, =y3.' 5rgt- n� 36. 321 ■ ■ 1 1 1 I 1 I 1 ■ ■ 1 ILA K TM RIPPEY BY V DATE CONSULTING ENGINEERS CHK BY 14.330 DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 61.32 OF 1 (ted 14 vim) e Diq/211✓e13Wt -!-0 - SGSeel✓ Gki a C-0�1v1eG ___17a� °/1' To-fa 6 4oc d well( = '/311.23 I- (1(9-levee( / 1) r , • 46=$" i X34,5 , I 1. ; To+4l. to d = 3.41SoLI( (1/6,67`- i ') - 157.6-62k I 7-- :, ---> M - eon eve-tc, iriii Ayce.Me ekf = o,00 IS /a (i 55,a` As, n % O.003S (3.5"x /Z") r to 031S ;41-- / - 1 Fp4C va I e 44- /,2 -0 3 € 1I2 49/6 05e- _' �? /t 8 dVeI o G Ilel Cie '1i k2f . 1 miel. q J 3 @. ',21oh d e ev ./e: dry ei( opt Iye?. /2,5 0.3'` --. -y:—oG� �S �91!S 1 v e M v Gv4 J Usc 6114`� �f h P/�.fe /v1(, 2�- 8 (2/ II p 1 " G Gd`. 3,662 Wl( > 3.115ak(h 1 si�(ars 01 Pews s )gli �6 � � ; � �V i �, : n, (�,�►�(�� (�.�� zl co 4e9e1eci t4/ 1/e/e-, .s1jel4 c fool✓1e°G �� ('VSC Z) G 36 Y �/G Sk)ea- f v C fro 3.662 1 MG('k 3111 kxW12", -- ��e�� , e _ is-'rtee' I"1 5l 6 K ti ¢. 3'�N (9/4 4Uh = o, Is (0.ii/2) (be) (/,y) - 5,it 4le-1 3,y51,;"k 11 o,k- ae()claAleP4 e4' ' ,1 il 'o.13 db �y � 40 �, 1 �� 1,G z,r ofrCO j - v if c I d < 6'ws (iz'e ') Q 12. 412<, "..., -a 14e / LII ed , (67. 54 ---, car` 1=g" bArs (8•167/401 I174-(.-- ktr. ---' 1--------,: , r 1 Y 1 KTM RIPPEY BY v tw DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100fx JOB NO /6'330 1 Tigard, Oregon 97223 Phone (503) 443-3900 SHEET( 33 OF DDA' 5TIt -T� IAr; 6 e fv.,j (Pad / � 1�. tfvev ;.) 6/lea tri40 111 z 0vZ 33q 6 � � ) �V= (�,3�, 131 - lS�,, �.� �(Z.O�l,3� = X33. 4_ �= X133.337 t-/ (5�J '� 35.81 - /� 32-1. 4-1/ I w2 6$ (510,14 = 30) 111 t'y = Zho 4.- (®.7 ) = (Asn) _ pe_ GjGIB,�6� k r / 2 E.9, 36‘ > a,2 Mak �i/3.4/6 � 4� y2.. q9z 4, A i=> d. 36'4 t g'; t,ei3 g I,0 (Mit?-) /a") , ((r,d 6 , lweeti 9 v/d 13 �c7 sc ri3 ( /0,2.1 (nsa) -1 (5/ert= 3) c Lisa. 52e7I P, /P,� .w '. z > n. I 3S,g• /trek 3, l90 k, f„ 6,S, itg$ ( o� �. �� ` �1�3• !� 6t��. �`�� 07.p� 3 e (rD 0,1e- 1) e.„ ,1e- 1 e.. W `� 1� lj✓ ' _ (`°"rr) I lit✓i d 6 Be¢cv¢cot /1 r 6 P� 23.s /!3,y �-( , ) 79,6l Pr o 7y G�2J S � 2 450 o z -t- Zy3,1/120< osi.gb!) t 69 < (,o a I Mrk > 24►8 liy0 q81115e Wits.SS"" ?o> = ® °, 111) ,. MKflTM RIPPEY BY tit-- DATE CONSULTING ENGINEERS CNK BY DATE 7650 S.W.Beveland St,Suite 100 SOB No /6330 Tigard, Oregon 97223 !? Phone(503) 443-3900 SHEET OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: I and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:30 APR 2018,9:03Atvi .F P\2016 Proteots116330 MDG Landrover WA SgtsTRUCT1 RAL1CALCSU6330 i xtra eo6 I eel tom iii.: aLG,!NC 199.3-2017 HuQN-S_1712.1Q�ler101 Negf Lic #:KW-06002562 Licensee_=TM RIPPEY CONSULTING ENGINEERS' Description: Drag Strut(as a column) LAA A-G45Ep ' Cade References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 ' Generalln'formatton Steel Section Name: W21x68 Overall Column Height 30.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 50.0 ksi X X(width)axis E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=7.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=7.5 ft,K=1.0 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 30.0 ft,E=267.0 k DESIGN SUMMARY .. Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3747 : 1 Maximum Load Reactions.. I Load Combination E Only*0.70 Top along X X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 186.90 k Bottom along Y-Y 0.0 k I Pn/Omega:Allowable 498.767 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 384.958 k-ft Along Y Y 0.0 in at 0.0 ft above base for load combination: Ma-y:Applied 0.0 k-ft I Mn-y/Omega:Allowable 60.878 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 I Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k ILoad Combinatian fte§t,O0 .. Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft E Only*0.70 0.375 PASS 0.00 ft 0.000 PASS 0.00 ft E Only*-0.70 0.312 PASS 0.00 ft 0.000 PASS 0.00 ft I E Only*0.5250 :)....281.,, PASS 0.00 ft 0.000 PASS 0.00 ft E Only*-0.5250 0 234 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum'.Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments I Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top E Only*0.70 186.900 EOnly*05250 140175 IE Only 267 000 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End IMoments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 267.000 Minimum Reaction, X-X Axis Base Maximum I Lj,3S Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Printed:30 APR 2018,0:03A S#eek :+oil .. 0� PA20.16f?role01410.330 0 CAIO 1Kc 9832017u U1017i2101&330>=xtraeo6 �,Nftlf 17;1210...: I Lie.#:K1N-06002662 Lieeneee TM RIP,PEY CONSULTING ENGINEERS Description: Drag Strut(as a column) Creme.Reactions . . Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum Reaction, Y-Y Axis Base Maximum I Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum Moment, Y-Y Axis Base Maximum I " Minimum Moment, X-X Axis Top Maximum " Minimum Moment, Y-Y Axis Top Maximum I " Minimum Maximum Deflectfons.for'load Combinations . Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only*0.70 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only*0.5250 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties. ': W21x68 I Depth = 21.100 in I xx = 1,480.00 in"4 J = 2.450 inA4 Web Thick = 0.430 in S xx = 140.00 inA3 Cw = 6,760.00 inA6 Flange Width = 8.270 in R xx = 8.600 in Flange Thick = 0.685 in Zx = 160.000 inA3 Area = 20.000 inA2 I yy = 64.700 In^4 Weight = 68.000 plf S yy = 15.700 inA3 Wno = 42.200 inA2 Kdesign = 1.190 in R yy = 1,800 in Sw = 59.80 inA4 K1 = 0.875 in Zy = 24.400 inA3 Qf = 27.400 inA3 ris = 2.170 in rT = 0.000 in Qw = 78.700 inA3 Ycg = 0.000 in I I I 1 I I 36 1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Steel �u nnn Fi� p 1zol�Pro tst163so tic La dm WA SQ'tstaucTUML Printed: eslAPR 3o18,t 9: 03A1v 6 EN�RCnI 8u �e G INC 198 2p17, iid 17.12tQ ver10 97'12 ili Lie # KW-06002562 Licensee • S -S Description: Drag Strut(as a column) S ketches I 8 27th L gA4 s T;40 T5 ( i4.) 0 f 7/ P1-A r (bra 6-6) J Max- / = Z6 b It- (w-r '1.- ' f?�/ / 4f - 47 0 ks i I1 51/6 ( 4 \ m1 ------0-- 'L s, /71ka, MtN, PLAN 112 x It tar, s/l4 " �`l(4'4 we-( I C2 D1g4-e-5 ele4il r /, ‘,9 59 1-/121 = 3? it" �� 38�, °� /+q/0- --� 056 /r T!� 6 , ,-1.1,--I /2`' 3Id� 5//L' IAfttef 1ve(A . -> '2 x. ' or- /P 3/$k 73 p oh R 6// > /o - CAe4 t'i 7 01 t4ACe fi , j r 5h v y;elf �'r�ti , /.00['0.6�(5a.)(43. 3) ` /1.25 w/rh \ CGt ��'�� Sh y Lw,,,A k 0(t U -4Ne10 = 0.37S" nti('n (W21)(4-5) c/e v 0.74- 0.6)(40(0 VS) r lo '' Slav vkf�✓e - � r16�Il�i� 1 0.g 0,6 5b 25t76,41, (A3751(54) 1. (t,o)(64 ii)((3?5")(lo)1 - lir ei-ii r" ' ( v(`d 6 -F) 2.6 , 2k.. 24,6,t_> 24,6,t_ 1 Mak. 7 = /73 V (t)q) a MIN i- y2 , s 1 -weld � ' r' Alth ' - I 173 / 6.Is- I, '7•, 24, Se. `` U 26`' L. S"T4 6 /0., �i ie... II - /41N U e 1" TS B a ,1 r 5::,l .c//&" ifileo wets( III //3,44„ / ((4'6ti) .. 2.6 2 - 6 lij M 1 N, tfi. 2 //Z k 6 t:nMil - /6 3 X 18 4 ' AS = 2.6nii4z- >2s2IAZ MIN. --> V5e- ii i 4 t3 44,d 6 A •-lje- Chb u -1g104-- WP(1 -)0 Se 1/24 S 6 "k I'-- 'I Ffr -t 516, i 1 Y 1 KM ING E PEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 30 Tigard, Oregon 97223 //'' 3� I Phone (503) 443-3900 SHEET 7• OF I ( I Pl2A4 S 71?-0 S ge(041Y in 51 if 60614 (art ri 6 "C) Max.I T = , 260 ,� hey (4r(TJ G- ) 173 / (o,1),60) , 3,20 /14.7- '4' (6) it? loo7✓5 s Gy-y P61 De ve lo p "le-41 to e : o3�bz fy 2 r.3 4v ? ,4/5 I I4. -1) M k P 2.254 ea - 77. 15't = 6a1/3 — Vs4. 71w 1rctce Gr✓deer ea‘41 Jots-1 p0,0( 0,6Q) Z_6 1 (uct-) 41 d ) _ ° p I USG 5-{i � �lG a o a _ (r6.Zsa,)/&if = /. (2y Z� (ot4-) f'4441 X1 -t'P$ 2.Z/3 4(k gccG 644 C4 fac;13 37.3 /3 ~ /2.FC M4k G� � V = � a,11'+ 7,(71122 = 1� zis� rim, TM RIPPEY BY DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /G 33o ITigard, Oregon 97223 Phone(503) 443-3900 SHEET %•31 OF f 1 LATERAL foe cr- Ak-t st212446 c4e4e. 177F 5 (5Uhl11 t L1) • F pox j Paw,-ls (HilsT► '141T-1.1Y 10 4011CS1VfF) I 11 1, ki (4 /l2'i en41t-A,) i1 L A 110q?Ie. 5At4i 10a " 14115# (4 Ali%. siO4//4 ) (4 ) CPpr tsg rzepoie r 4 S ' 1 • G`6i.sf-1+1 Powe (5 ( bGiSeJ n✓► 511t_4v -tv t`,-hoe)) 1 �fj +1 / I 7 Un 0 Aii, "D, 11 - Q, (con afe'(c Q1e%4e0 4y il)1 S1 jay P n '� coh ,e ho,„,,i 64,/a l4/I j ,o j4endj /1l�,wa b<< IlleAl/ 1.04 w s,4 1 14iftel ✓ it-4) > ii,9Z8 k 1Gf44 ✓ (06) _'1 I • Thvim 1)awe(5 (9 _ k ^ r� r�� Z�� 6 A'la o Sled✓ f, .-,1 - h g (14 1-� I- lw tilvii 1 �j !6,'74, (#s) 1 vf 1 1 • t•s. �j II ill 4sah,f9 eivo S h/hCq evil-✓21S { 13uhe. = a (loss) N(a ,,,,)(0.tiy) = 2 8GZ G- /.5/1fJ (111.-T) /MKTM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /633o Tigard, Oregon 97223 ' Phone (503)443-3900 SHEET II'41p_of I1-4.TE12AL f9 'e . A Ai tkio g A66 C4104ejr/F 'm (Suitem lie9 (Chi.,) Hoo s (ih (Mu ) IPew PsI6 ) s.cc, 2. /. ,c i3,1b : /3(0,62r=„) q,1zs” (,4,,- : ,r) Mc-11 i e6nbc t ,e. ,-1s. g%<< - c 8". C � 9. Bim" i )V G/iU eeil&te,firo4 �eegv ,(,�ic #i i' --� 5,87s/?./ZS a (2, 23 ,4,,- sh C/rU I 83c" > pp r 2`' Gl. $�� o ✓��fs1G;f�vn 1� � CMU; ed4, 2 (9,422- (et 4 //1 ) 616 = (0,0 2._ k 1,o x i 60,093 / 1.0 3049 ) 4f 1 y ve 6- tc'Ph to&r /Z. 5,3 1&. 113 z l� 4.6. 1F.61$ `' k 0- 9 . q, 5-85'' x, lit /6, 1132 k 0.? 1- 11. 5z ✓ - I &1 a I e J4..-ien.4 _ . 6,/1,502- n.S2t 0✓ t6 'hem re do n� ` it41✓s qve .1,,l e ik) car(4-4 l� fin s�te4e in4110h IC61 i,) of /o / J casL®,/, d�e(s I 1 I 1 I 1v11\. TM RIPPEY BY V I- DATE II' CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO / 33° ITigard, Oregon 97223 Phone(503)443-3900 SHEET 4.11/ of S HEfi 14/A leif y2 4rm1Fyt I pV - 11yo. 3231 (vLI) l)ftteve e 1 ev1 .. 317 u = / g. 5.8e1 k leis , s3,1 4. / /,647 : 3 /8le,r/ /_ 11�I A C C e- Sled+ -frig 70,4 I/) 51-ee° ,,^^ /' 1 1 9914,, 0:VC (2AL,(\ 69(0,4)5E7 3,/741 k k i/-5 @ Giga 1/C (461 . Q 0715" ;II!) W'I II be447 cap /L' h 44) o s 45 same loa I;, a` ,),1 1 Al ' s' 6b (o,Vo)(z®oo)(3,s"* 11.62x`') ¢ 3q,Q QI- ( t-r) 474 41 bell-•*1'4')i,r1 /418, 55'1- 31.06.0 --- 10q.52q 1, De,t►Avti = IDq,s k.,I y‘.R'= Z.33c /// , i ar SP1 Pfr 1 1 ., � ti J3. : /' '1' ov41 54ceI ‘74i `,1 : , f 104,c(2511,3) / 0 9 = 9.41a ice, 1 7 glee( l'h s�6 =(26'/ / f kl I �(0.3-� = 3. Z I .2 A re. +c/114i =-- 0, 78 1 h,1 -a (2) 146 MI6 (A ®. O ',•=1.1) I TM RIPPEY BY ✓L DATE livii . CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /633a Tigard, Oregon 97223 ' Phone(503)443-3900 SHEET 7 GJZ OF 5 111 • SG,eiv s,f efr1 , or heated a(4611/Q/ C,21,1› (12" /t4u) / 57g `''i (2 " sj-1Js c g Ia��e `i P� - 4 (I1.62s",x /z `) -- - ze. gs5 f,44. , 6 E, = c? - (20.955) m .12. 0.7? k16-- , A4, SDvi`y erm tA, . : I �J why = 1050 211, ,' M 46 S ZZG L /4i-) 4,,,v 4, a0.307- : 7-i4. ? 14,,, : d s c. 27 = 2 , 6 13 k (9V 3.9/9 k I fi - aoh Y®ls "6hv i!1- e`4,„ r Q�� = 2.0 t3gh� S 4 )- -, .,Ai ' _ g (11,6 z5"k 12`.') x,10 m X19.�1Q9 y�ray ,� S ( ) 1414 X19,�� 2�1 955 Seel ,9;e1611,7,3 : IF 6�n s z o. 6 4 = o.6 (o, 3e � (36,000) t 6. 6Z?4 /4,76..,,, 9 6vhs 1 (6. 627 - S,qGtr di, f'1 I( k/h- I31/7 " 9 )- 6 '1 slkds d 8'i a/c (4 ,- o.yy2 ,k7,9 1 • /450,1vi en,i,5 krilj., y 8 6 3 '� #6vhc = o,5 (196-o) - (�)(0,yh2� c Z. L /4i r ov �l, 21 y bib- 8. I , ri,,o k (, 4 6619 ei 42 0.:g6 ml I ti PAt, _ 0,5((050) N (20a0)(0,7-10-5) " 3,305 1/4 /” o, X1158 4.14. e S4 0/6 nG / . GGJJ �, 9lS �l/67 e Lf a a/c 1 . A145'''fi bei%°1 j s ek jAl (w/ 3$' 42(pi 1) 514,) I4/104,..0i0te be ., 0:1;044, LL g 60 (0, -3)(7-aao) (5,5`q2",) = 4/0,32o Lik (vii) ilM I\ TM RIPPEY BY 1.11-- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ib Tigard, Oregon 97223 Phone(503)443-3900 SHEET 44 4I 3 OF S1,(E.A e lit/A1.,, 12 I-, • - --,' Gini d 1-( (We;i0 s) (z riper() ‘Acci r / j1 2.z? 4-i (vr) . 1,s 8(.9 kvi (!u) ! i � Vh - ?A /4 5F7- , p'V a O.1s (.4-'1vt)( (20 --= 2.:0s k I ii A o•o Iiz i'6,1-i'6, , _ >> # 5-- e. y y a/4, (14.5,-7- 7 7s Ili!) . /4 ? �, � u 4 ,_ _ 0.4 (9(6 U - i.2.W (d.30 (6,)(o,6) 3.3? re- (v r) , iii ..ii 111 1 1: V 11 � = ,928 (u r) c ,- ,G i vs T ri - 5Ie4✓ /4111s I?.3?4- x2 = 1G. -14? ( f5-) 1E/11.\., i.7L 1 TM RIPPLY BY VL DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /653.° Tigard, Oregon 9722314 ell./ Phone(503) 443-3900 SHEET OF i . skE4 coNN6�T 1 NS 4-r eodv( -rf 1 / L. c11" FikAG P.\ I0 it 4 ge-lo i Ail R7 11-r '!117 T11 i ?- 2 ' A0 MIF s l i/F itS 1e‘4?, w% /(/LTI 'Y41T-11Y Zoo' 419L''Sfvi At."411ti 7oo,ok / doi.de ( #6eebor &411# . 11L P '/?I T- l'iY 7 Ai2/4 -$1 vE Ce p.0t ; 1i °1.`135j f 4..) i r 1 I I I I ; iiii M K TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 76S0 S.W.Beveland St,Suite 100 SOB NO /G 33D Tigard, Oregon 97223 Phone(503)443-3900 SHEET I/ .116 OF I■■II`TI I www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 2/6/2018 E-Mail: Specifier's comments:HY-200#4 Rebar Dowel(Shear) 1 1 Input data ► ; x Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.60#4 it Effective embedment depth: hefacr=4.500 in.(hefilmi,=-in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 13/1/2018 Proof: Design method ACI 318-11 I Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=8.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D,3,3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) I Geometry[in.]&Loading[Ib,in.ib] Z 111I C3 I 0 I r . ojo. ............-irB III ''''''''i:%:4'411":„.', • I `Y'y Input data and results must be checked for agreement with the existing conditions and for plausibility) /A PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilt AG,Schaan /. C2 I■11`T1 I www.hilti.us Profis Anchor 2.7.5 Company: Page: 2 Specifier: Protect: Address: Sub-Project I Pos.No.: IIIPhone I Fax: I Date: 2/6/2018 E-Mail: 2 Proof I Utilization (Governing Cases) IDesign values[Ib] Utilization Loading Proof Load Capacity PN/PV[%1 Status Tension - - - -/- - Shear Steel Strength 4535 4536 -/100 OK II Loading pm pv 5 Utilization DNA/[%] Status Combined tension and shear loads - - - - - I 3 Warnings I • Please consider all details and hints/warnings given In the detailed report! Fastening meets the design criteria! f4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be I strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an Iaid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do Inot use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I 1 1 I I I I IInput data and results must be checked for agreement with the existing conditions and for plausibility! PRGFIS Anchor(c)2003-2009 Hint AG,FL-9494 Schaan Hi10 is a registered Trademark of Hilti AG,Schaan lth I, i I (�QGI /2- m��ac 'eve it 4/ /51_ 114243/' _ j/ f 02145 213b` , p —_ (> i1&tlo ,� . u - f`, _ __..,E —_-_-7_4 O G r.,,,y,i We( (� 11il fi'1r-tilt ,o,,,, /,11r - , I 9 id, : i- 414 11-01 a/c- e- ele iw 4-• 1 it,ia( 1:014.-, 4/16 ( -sol 014,f Aro AKGr -,10e.-el ., p< 1•. ( oti. 003 - /?,, �)/1�,3 ` ry ii. s �' I', Ude- '' it-6 't�iwi <J�Wet 1. e 2 `0" a`G bt-'tax- L>Ge7c ,(i{- a 23, 56 L (/2/211) = !1,123 1i/ ®k l p1 I I I I lEAK TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 Tigard,Oregon 97223 Phone (503)443-3900 SHEET i-418 OF_____All s s Attachment At Roof Shear Load Length Distributed Wall Distributed Epoxy Dowels and H.S.A. Capacity Capacity Wall# (kips) (ft) Load(klf)(ULT) Thickness(in.) Load (klf)(ASD) Required At Roof Level (klf)(ULT) (klf)(ASD) 1 557.444 213 2.617 8 1.832 #4 @ 9.5"o/c max 1.888 3.026 2 484.766 77.474 6.257 12 4.380 #4 @ 4"o/c max 4.485 6.278 3 523.871 93.279 5.616 8 3.931 #5x1'-8"@ 1-4"o/c max 7.324 4 116.497 24.333 4.788 8 3.351 #4 @ 5"o/c max 3.588 6.468 5 133.867 27.3646 4.892 12 3.424 #4 @ 5"o/c max 3.588 6.278 6 64.242 18.0313 3.563 12 2.494 #4 @ 7"o/c max 2.563 4.185 7 13.403 8.969 1.494 12 1.046 Run#5 through the wall 16.74 kips 8 11.46 8.385 1.367 12 0.957 #4 @ 1-6"o/c max 0.997 2.093 9 8.99 8.364 1.075 12 0.752 #4 @ 1-10"o/c max 0.815 2.093 10 70.912 20.833 3.404 12 2.383 #4 @ 7.5" o/c max 2.392 4.185 11 NOT USED 12 19.861 9.682 2.051 12 1.436 #4 @ 1-0"o/c max 1.495 2.093 13 15.239 10.651 1.431 12 1.002 #4 @ 1'-4"o/c max 1.121 2.093 14 440.323 46.901 9.388 12 6.572 See Calculations(Drag Struts) For composite deck, use 3/4"dia.x 4.5"studs @ l'-6"o/c max.@ Wall#3 Capacity(ULT)=7.455 klf(VERCO Catalog,assuming 0.0025Ag steel min.concrete reinforcement) 1.11111 =Mr `d. 1111. 111.1 11111111 ilia MIS IIIIP erg tits 111111F al/ lilt 11111P mil 1111.1 o isn Dowels at 2nd Floor(Shear Walls Extending from Foundation to Roof) 1st Floor Shear Load 2nd Floor Shear Load Difference Length Distributed Distributed Hilti'HIT-HY 70' Capacity Capacity Wall t Wall# (kips) Wall# (kips) (kips) (ft) Load(klf)(ULT) Load(klf)(ASD) Adhesive Dowels (klf)(ULT) (kif)(ASD) Dowel Type (in.) 1 869.638 1 557.444 312.194 266 1.174 0.822 #4 @1.-6"o/c max 0.997 Epoxy Dowel 8 5 783.785 2 484.766 299.019 77.156 3.876 2.713 #4 @ 6.5"o/c max 2.760 Epoxy Dowel 12 8 313.324 3 523.871 210.547 93.279 2.257 1.580 #5 @ 4-0"o/c(see talcs) 4.185 Thru-dowels 8 10 121.184 4 116.497 4.687 24.333 0.193 0.135 #4 @ 4'-0"o/c max 0.374 Epoxy Dowel 8 12 204.003 5 133.867 70.136 27.3646 2.563 1.794 #4 @ 10"o/c max 1.794 Epoxy Dowel 12 13 94.729 6 64.242 30.487 18.0313 1.691 1.184 #4 @ 1'-3"o/c max 1.196 Epoxy Dowel 12 14 8.094 7 13.403 5.309 8.969 0.592 0.414 Run#5 through the wall 16.74 kips 12 15 6.639 8 11.46 4.821 8.385 0.575 0.402 #4 @ 3'-6"o/c max 0.427 Epoxy Dowel 12 16 12.868 9 8.99 3.878 8.364 0.464 0.325 #4 @ 4'-0"o/c max 0.374 Epoxy Dowel 12 19 93.019 10 70.912 22.107 20.833 1.061 0.743 #4 @ 2'-0"o/c max 0.748 Epoxy Dowel 12 18 NOT USED 11 21 24.083 12 19.861 4.222 9.682 0.436 0.305 #4 @ 4'-0"o/c max 0.374 Epoxy Dowel 12 20 19.815 13 15.239 4.576 10.651 0.430 0.301 #4 @ 4-0"o/c max 0.374 Epoxy Dowel 12 6 291.734 14 440.323 148.589 46.901 see calcs see calcs #5 @ 4-0"o/c(see calcs) 4.185 Thru-dowels 12 1st Floor Shear Walls(Dowels or H.S.A.studs) 1st Floor, Shear Load Length Distributed Wall Dowel Required Capacity Wall# (kips) (ft) Load(kit)(ULT) t(in.) (into CMU) (klf)(ULT) Dowel Type H.S.A.Option 2 29.729 16.052 1.852 8 #4 @ 1'-0"o/c max 2.136 Epoxy Dowel(CMU) 3 496.027 66.557 7.453 8 #6 @1-4"o/c max 7.481 Epoxy Dowel(Concrete) 4 700.783 222.651 3.147 8 #5x1'-3"@ 2'-8"o/c max 3.662 Welded Rebar 3/4"dia x 6"H.SA.@ 10"o/c 7 85.97 26.333 3.265 8 #5x1'-3"@ 2'-8"o/c max 3.662 Welded Rebar 3/4"dia x 6"H.SA.@ 10"o/c 9 64.211 31.733 2.023 8 #5x1'-3"@ 4-0"o/c max 2.441 Welded Rebar 3/4"dia x 6"H.SA.@ 1'-4"o/c 11 125.398 26.729 4.691 8 #5x1'-3"@ 2-0"0/c max 4.883 Welded Rebar 3/4"dia x 6"H.SA.@ 7"o/c 17 36.086 15.115 2.387 8 #5x1-3"@ 4-0"o/c max 2.441 Welded Rebar 3/4"dia x 6"H.SA @ 1'-4"o/c For composite deck,use 3/4"dia.x 4.5"studs @ 3'-0"o/c max.for ULT Capacity=3.450 klf(VERCO Catalog) For composite deck,use 3/4"dia.x 4.5"studs @ 7-0"o/c max.for ULT Capacity=5.580 klf(VERCO Catalog)(0.0025Ag min.steel) I Dowels at Slab-on-Grade 1st Floor Distributed Wall t Capacity Wall# Leg# Load(kif)(ULT) (in.) Dowels Required (klt)(U LT) Type of Dowels I 3 1 9.393 8 #5 @ 10"o/c max 10.044 Dowels into footing 4 1 2.940 8 #5 @ 4'-0"o%max 4.185 Thru-dowels 2 3.564 8 #5 @ 4'-0"o/c max 4.185 Thru-dowels 3 3.559 8 #5 @ 4'-0"o/c max 4.185 Thru-dowels I 4 3.565 8 #5 @ 4'-0"o/c max 4.185 Thru-dowels 5 2.997 8 #5 @ 4'-0"o/c max 4.185 Thru-dowels 6 1 7.386 12 #5 @ 2'-0"o/c max 8.370 Thru-dowels 2 7.069 12 #5 @ 2'-0"o/c max 8.370 Thru-dowels 11 7 1 3.265 8 #5 @ 4'-0"o/e max 4.185 Thru-dowels 8 1 4.758 8 #5 @ 3-4"o/c max 5.022 Thru-dowels 2 2.390 8 #5 @ 4'-0"o/c max 4.185 Thru-dowels 3 3.128 8 #5 @ 4'-0"o/c max 4,185 Thru-dowels I 9 1 2.287 8 #5 @ 4'-0"o/c max 4.185 Thru-dowels 2 2.801 8 #5 @ 4'-0"o/e max 4.185 Thru-dowels 11 1 6.063 8 #5 @ 2-8"o/c max 6.278 Thru-dowels 2 2.684 8 #5 @ 4'-0"o/e max 4.185 Thru-dowels I 12 1 7.455 12 #6 @ 2'-0"o/c max 11.928 Thru-dowels #4 @V-0"o/e dowels at Epoxy dowels elevator pit 1.495 (Hilti HIT-HY 70 Adhesive) 13 1 5.254 12 #5 @ 2-8"o/e max 6.278 Thru-dowels Il 17 1 2.387 8 #5 @ 4'-0"o/e max 4.185 Thru-dowels 19 1 4.478 12 #5 @ 3'-4"o/c max 5.022 Thru-dowels 20 1 2.047 12 #5 @ 4'-0"o/e max 4.185 Thru-dowels 21 1 2.261 12 #5 @ 4'-0"o/c max 4.185 Thru-dowels I Provide min#5 epoxy dowels @ 4'-0"o/c into slab-on-grade(5-5/8"embed.) Capacity based on shear-friction I I I mu I 1 I I I ( Dp.,4)4 GillOF-516-it) , — 1 5/4 6 '' ,1 ( si)(S? s y'2.') - X629. 2 le L ._um I �.lor4 Lvci kt� (15 6� (1g.78��' 10,31, ;58��z) 2 / = 26,138 4- (e 2Y,,I level) / = (�s�s/) (io 3�17 t 3..6'16) 63 )(2. ) I i PRt4Ao hurt ( ' ��.� � MRI N 6U/LD/Nti IS,31 ) v/ GIP-44 ditlaa -y- 1 I l 26. 8 ( • 'Crr� )/ 7 = yl s C/4 4 (e_ 1) f (0 ittiiy)(ti26.373 t-) ,61,s-6q ( s`.aI►`c-) 1,IL = /23./3g 1 A5 ra'i j -. 0.9(60)AS I2 , I3s Ar��,a 2.2 g 'in'" — (i� '#l5 / �' ( 5r-2.4!$l'll Use- -(ii #5- 6/k14 Slob- of 13ul�aAI4 ., 1 I I II r I 1 Y 1 A O SU NG E EER BY V 1� DATE CONSULTIiNG ENPGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6530 Tigard, Oregon 97223P IPhone(503)443-3900 SHEET 5� of ' t I5(-r G/ 61141,t- ro -' P// ell PAG co/wwcno/tA Pv4y .5 feel eeivel reef (311J F( 'o✓) oe-e ' r`d0✓ dI? hv4 ► '''f` (/� = 0 1-G (z) 1)tiav o (3.s") (f ``) : 3,`(Bli k/ (mss, �e4 Us z 035 (o,ll /2)(6a) �' . 417c 4-11( (Sleet IV - ?vc t cp vc 6. 5-1. k1l I --b3,rd F`par IAJ4/I t2 (t✓rd. 2) ; pe taelJ = Liget 66 k II AS5441e /2 h/- 14241 i`5 dY 44 j7 / / y dd 3'/ t,� /-G p _ AS a I. 8 6 1 1•- (•ioa,/-S -/K i.vlll gro 2 10 qyl fd ;) it, - load T 17 4366//z] (2,s/1.3), . 1146. /z(h- /a.,Ixba , z 63 in.' 331 ArS v 1/ a Jr z' 4( - -7, 6r- p [ 2- ..-, U5L 2 itt' 0. 2 ) Weill 3 (4nJ PO) ; Oeki4e.setil - 52,3. g71 1 /l.3 = er° /a 1- 11 Arm tAiG o cJ vid (4 s (93`x 58 ) - 53 9 44- 5-346,i/4'41 5,5.? � 0 114 a/ 7-,(--,i( VA J1/41Gis 4 J d 4 d = 4 2. '7 k I- 0.116 = 356. 2qa i.. i 11 Vtlreq ~ 356.238 - (2-c) - 6.115q14/0/1) - 289. 9Gs1/- pq,c.6.0 5, 370 /4.1" 50 /1KA4 54-ee_( 1'4 3(4i 6 -') s,37'1 e, 1/ (z$'2') - ir, los«.8 (,), e,--- '(7) .i (�5= y 2f; )' 0-3 &Zt O se" 0.�- • Weil( dillt (G✓,'d i5) Dektiayd ii&, lig? IA55.4".„ tz the tg . Is 144'?4miig,lesivei Akill dfreli oY Vt, eij.13 ? C11(4114? - /21 (2.5/1.3) " //2..2fI 4 /a,!kbo - 2.v72i tl.1 1. 56.1r4e4 .1,:5,,,,i ill 5/4f > z 07114.2 - r't / li8.) a 003(?Iil t- -> W a�, rn-74t( feel Coye /,5"616L 11 illTM RiPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 1461 OF 5(4644- ',J,tl4LL - 70;- /Ji A Pit rig Owl eoNA/ase-Tioiti5 (C,4,44) 1 DYci $4 e( re ,u�tct ( 31J �r.-oir > r (1J,((1 P-47 (( J 12): : Dewlc,hd p /33. %%7i'� 1 I /''S5m me 1/2-- G l a 1(5 r/Ya4I5"Mid llwv i ,:1v4 j a.05 4„p LI .Jval " [ 13'3 , $6? It /z3 ( a .c ii.S) K /Z$. 1(3 I, /o-9 x60 = z-3' tt i 50617,4 •1 $fee( 71 ,51 6 'S 2:3811 (2.2 (17'I j 3' - 0. 3 , i 14. -> 1,3c. 21 Nc' « . a Go r'z) (MIN.) I • Wit(l i4'' (l� lrii /I,5) ; Pe €.4 " 6e,• e42- M55kvvte. 317 vi 'it ' /,4 /5 4-orf •.fi'vile-i ,470/14 dvq 1040/.1 1. Jh ]( / ) T9 4 l0.464 72.. ib4v4..4 04-ee( In 5 lob `9 1, '72 - 0. 2 (ii`/l i i = 0 ry> //a dxaiJJ Sle4( k/f boa it 4l to (art I FS, smi/ To e,/ 1k)a(l) : Pe 1.44 4.. + r ..1/z 1- A55144/e 2.3 01- /'at4 i5 +ans love ivti d if kora1 Vw 41(45 C �- 7/2 X 2/31 (7,c /1 .3) - go. eir3 le,- /0../x4,0 - /.62L1 ik.Z 11 R ^ A 9 2 41 111-6 .9-12) ih,z) ( Its A 12 2 t1 13 (G,fij 5 6--4i S 4-4,'kT2wGJ 514a4 (.✓adt ) -- 0e.h,4t j r f . ,g6 ( L- (0144x. ) i A-55144/e_ 2l3 of 4+e le4 CSa iS.f ev✓-I AA, el„.-41 bard �v�i� $61 3 2. /.� ZS,�b 3 r.�n6a 0.1172 t`✓►, I vu .. t le l 3 ( f ) 0 ek> ( ( ) 09y' 042 j'4412) 'I 0th TM11\zip . RIPPEY BY VL- DATE CONSULTING LTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 10B NO /6330 Tigard, Oregon 97223 i/�,, Phone(503) 443-3900 SHEET 44 54 OF ' ( ( I5(1r4J? OA a, - 71,7 - 121A P II/zA 4 M h(5j4 N ovCi Sk€_l ee ,er✓e4 (2nJ FlA ✓) l� s , iAJ 4 0 *6 (Giro J i) Pe/ 't J -- 21 •qq A55r4 Me i z 411e )s" Jv lef by Ye hew. )14 4/0 At - CZgq.o/4 2]� (Z,5 1/,3) 08,7S/8 k /o-9xl�o ' 5,32 ! S71 11 J 11'd PiA 4iA;4 4( 5�e6( i 5 .L4rrle �(3 04 /24 J iS -fYr? $16-fee. -h✓Gr eirr41 e'4✓ ff I Y el aS a (35. gait- k 2/3) (2.s//.3) z //n.216 k- /0,1 ,6® - 2.o0 I%„,2 S-leel i slat A 0.2 '(26'//`-4") '= 3, 12 i.k1,t > 2,0 if 11.1 no drai sleet veq I l( 06 ( I l,1 14) : .ne,K40,/ „, 21o. S tiff 4/0.3 = /61,15-1 I /),14`41 sl e i ,ee MA4 I (sine. 1 3111 Pool) 161, 45'1 4, (l- d•//6) - /03. /la 4 Icavtcyefe 104Ze/j 6.4191 LI( 64.0 Li Jr43 - IL/ . 1442 L (t,5) 6,7r( Li/(13o _ - viz, q!I PO ij rtlee Ve4141 , II 11' ® (A)4ll kg (GvJ2 G) : Pemaea G t, ZliII 11 ti� _ Vol " [Gi?.2/( k Z/3J l Z,5 7/.3) 2 8 - >2 2 /0 r7 u 6 o = /,S2 l't,z' S6/ fo ete.4 5tee( Il ; S LAG _> /ca - (0,it/z)(ist-i-) = 0• qo1,- ,e- —. (2) #6 0✓ (3) (A-s, ;0. 13 . ,gall 4tio (4,,J 1c);: 2€> 444J bt,62 q it (2.c /1.3) - 40/3 t I III I\/I� TM RIPPEY BY lit- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO /G 33o I Tigard,Oregon 97223 / Phone(503) 443-3900 SHEET l 5S OF I 1 $ A'7- w/3Cke `Po hIAPHPM/ CoN1/ �71RNs ' (.L)RU all (4v/4 13) • Peti€ ` 125.341.$ 4 s5k44e- '2-/.$ al A, i3O :1` /5 41yasi 4 le; e-J 11144 , Me kl j r c [125- 313 1 7/3-7 (2-51 ) - /� 1 I_ / l R8 111.1 2 S 3 0. 6� o k6o 2 5'ut h 4 fra4 54e 1 14 s1.4 4$ , a,z; (i�'/ I'-13 H) ; z.°1r �4,z / ir A.5 ve,"4,6v►t141 - jail - 7,0q ^ P441 i4 ,Z 0 Sc ('i!) its (1 1, z r 1'a z) III . wa 11 4M (4>,d 12) . Pe mern,i .. 10, /3G a tee. / Jr4j G� ; I GYr�� ✓�r Vk dvay,- [ 7.136 (- x2/3] (2.x-/1.3) = , ,1161.. /0.ykbo 1465 /1%1.2" -fee( ,il 5114 0.tli'/1. $1 : k 4ve.r /v�1)1A 1, 666 l,o 0,57C i!4. --> (2) #S (As12.42-(4) 2) Uvak 13 (�i.-a.1 11,5): ®ev at 30. lisq- it i i4 35 ti,Me- '3 11 pi e `owJ ,. i 5 Troos,,,„ ,144 r m01 4 k4r5 144 dva1 t [3o-6157 x3/4] (z.cif1. ) 4/3,17z- 1 /0.4xb0 = a,8Ih ,n.Z ,51e6( I( ) 5116 = 0.2 (qt/1.!--24) = 406171.z 61,1,.. > 0.614 6'i.7 c/,4,1 114e1 4 veitli toga #17 4ve1 1 De4.44*( 36. 0 1.- 4- sttime 441 c. e. /aa i 1- -4-411.510e//4 /4e-1if k.)4?'‘ V4 1V4 f 56.o€' I,- ,. '12-] (2,c/1.3) 312.618 I /o,91e/o r o.6li2 rb1,I- < 1.08 i'i • (1,14 1( it 11 (442 It, s) 5+41/1- 7;kit( 14l() De44,44d - Z2. /®7 4 5i,,-n,e I/2f Ae 14.4d I$ ‘ levee J Ad4 6lfr4i b* V h rj = 022.101 k x 1/z J (z.5/1,3) v 21.251 4. /o•4/ 1,6,o o 3qi 4 H2- < 1-a8 1 ,2--- ] 'I 11 �n I m i M RI PL' i BY V L DATE I CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 33° Tigard,Oregon 97223 /1[�G Phone(503)443-3900 SHEET OF I IDRAG BARS AT SLAB-ON-GRADE ITOTAL V TOTAL V LOAD TRANSFERRED DEMAND STEEL WALL (ULT,K) OMEGA LEVEL(ULT,K) THRU DRAG BARS (ULT,K) REQ'D(sq.in.) BARS As 1 869.638 1337.905 0 0 2 29.729 45.737 0 0 3 496.027 763.118 0 0 4 700.783 1078.128 0 0 I 5 783.785 1205.823 See Calculations 6 291.734 448.822 See Calculations I 7 85.97 132.262 482.037 See Calculations 8 313.324 See Calculations 9 64.211 98.786 See Calculations I 10 121.184 186.437 See Calculations 11 125.398 192.920 58 111.894 2.072 (4)#7 2.4 12 204.003 313.851 67 210.280 3.894 (7)#7 4.2 I 13 94.729 145.737 75 109.303 2.024 (5)#6 2.2 14 8.094 12.452 100 12.452 0.231 (1)#5 0.31 15 6.639 10.214 0 0.000 0.000 16 12.868 19.797 0 0.000 0.000 17 36.086 55.517 50 27.758 0.514 (2)#5 0.62 18 0.000 0 0.000 0.000 19 93.019 143.106 50 71.553 1.325 (5)#5 1.55 20 19.815 30.485 167 20.425 0.378 (2)#5 0.62 21 24.083 37.051 67 24.824 0.460 (2)#5 0.62 I 1 I F I I I I I 11.g7 G G; (Q 6 - 2,1 b1 ps) 0 i 6 /4 = P. s ( ev ye o /6= `e7, J) o,s1 l414 I; p 33 if. --' (/ r 6°Y. 14/;1 4,. � � s 86q, 6 91- yel ‘C7g.71 Py /(o.4/5 NA 5) Z7oS S/ N- E.S1-I fr. Pt: 1 c.44. rhm /�� el pp1C 2,Sk/Ah 4/r'31t 4l,o x / og:A. 7/.3' + c,o 'k ` /ro k, .74,5] _ 'I4/2, 6yg 1,. y Gvgl/ Y 841ecr(3Zi)(35) = 19 , 71,49 l'ool._ ( IPSA(1)(l Z) (3Z1) = ,s-7 .61,- 5246 .$5 6 ours rvablii Z ?6(‘I(2')(32-0 1. 4/8. <co lc< n44-1'k.31 _ ,( ( 2) .k 33 � /F3.tio04. I e s4 = lops (8.2s-)Lg3') I. i Tat-4(( of 1343 Vtrso vq 11 1,2 l04ley iv 514 i. . 608.947 k - co /Y3 '- /b12 , 722 L — 76/.1?6,h. i -Ass/4.4,e 30tom els ( lito, o/c q ��°i _(ao3h)('st'styli) _ 3!'I I (only ; ,4F(le hh �e(,) lit o, 1 v6 epo,ky dame t s G. 4/ Lou t2/ - -- , X44 . Use elowas a Er',9. c 1/4ll 3-. P (40- 4i4 .077 lC - to 450 - 3�-. 219 ot.ii by ob ewa fish gi <oc4r eJ 6t ee4 (z) t 1AtU IL vey I - 34i7.'z k / (04s xo,$) - /5-4/3 k _ Fs¢i n Ole ML F,i?h (/92c ) (5's I,42"),' X /�i�' 1- 2,Sx /,Sk 23,2s') x 12. i' 4 _ I j (g//2)C(23.5') (67) (IT x 02) = 5 3 O,B 5-b it,i/ pi_ = .,5/ ( I3)(16'") 4 /61i, 7 s- > TbIA( nL Z 888. 722 ii 1 S"ltib oid v rrre, - .1y "si (3')( 1 b5) ' 38. ozs �o ,�frF� .o l s('c�i ��)C4�(l6q )3�i�2Iti � - d�rskoSk g'88,822 �- = �i3.23y �- —� �/c?33�� . ' $p V9 '1 , �� slyb ( (vim) 455'1 ,. - 419144 4 1-'°‘‘ o% -' 4 'fj y X 03 I- (/63'I.9 215. 26 4. , 2/x.334 t,. 'I USe eo,Gy ,,t,p(.e (a Ilk-Qv 6 ---s I�Se 6100/el( e 2-0" o/ .h IOz 'ie lEdi\ TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /4'330 Tigard, Oregon 97223 G/ 5$ Phone (503) 443-3900 SHEET OF 1 , ' ' Ifa2N04710 7A?44; thilre. v( n 4 -- p VASr} , S !0, 6s It. � � V � 3 7-B 5 yI DL-V„ ,di 5.0.6- /(0<415,, ots) 21738. 04h 1 r 1 al 5 �� °��Pn / 5o G� � r ,x 1.16 'w 5z�q��, 3 x8.S`K?.S'� 1.333� 't � /o'fx /,08� = B8. �j6S � � • - 133/4 (35' ��( ) = 3 5g ?s I .00v r� 6,5 + 7-5-1,5/63)7(,71 r. lS .,/, _ .5 w h q. 'em r ?Sd ---= 7-1,m 1 rpt. = 661, 303 I Vel l _ - .k k 69,.30 343.os I (/,1-%n �� 1 � ./r��►s y �� 1�� a. �� - o, y5 �, r 568, 653kC (Uri) I SSS+ A m rtt - dorsi€Is 0 2''0" o(c 3bedv r le ii-1'4i c 1941)5 - 16,70 2 = 5.3q k//l 1 !/Gi1,,,Av ( = 5 6 8.6C3 n j 79' 9, 3 8 5 Li g .37 j/4 b_-- pg-'1A1'4 c --"'° _ t, c 1 /, ‘,. 'DL [76-(0.51 f //or/ )1 ( 'to,32,5 A ') ,s2't, 221 wAu, 1 I nnt.Yf 3 � 261. - VAso ►'G�' /rv�,:a�t Gtt � 'yE ��1� 3gd. os -� (,),‘,6,1,0,5-- ✓ 22�f Z?Q. iodic -11- im- = (Zan. /06 i- /0.7)(z.0//.3) = 6/5. ./'/ A y .1 r 6/5,6M 4-( (a..'likeJ) . 1I, 40114,Z '--) Ufe• (1) 1114, b„4/e ( 4 - . /1,Ii3 /7l) (A)#111 6 , to v,./L7, Leif,W3 p v4so r 2°It. 2/11 , YLVucT = Zq/. 7341- (21/.3) -, ?, '822 A v d 4 ,6. 822 7(o,gik.e.Q.1, S, It (`in.Z I4 5 S .1 vpic 77, 4 194 J /-5 •a;/?s. ./ G� d A,-,-- 'V3 -) Up.., /a le?_ GiyS 4 . _ 6 itz) (5 ' it? eel -fit 5';<le .0mi41t De.w,is e, z'©401 ---> c4racifiry = /6,„Flt kiz' -`x,37 kit > 0/1 ,3311 kJ/i?`' 6;20Lit TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO /6 30 Tigard, Oregon 97223I Phone(503)443-3900 SHEET A Sq OF I rOJ/v4,,1170A/ Deg 4 6,4 g.. 1 w4l1/ ? • ipV ytT .. 75.1 . t/4, - 60./71k ILVvi,f = os./7 k (z.../1.3) ,- /32. 1.42 1 A54 re-1'J ;. [132.2t21(Ugx6°)] (211) r /.633 iiti "`) 0 e ( ) rieca41tvs 111s Oowe(s �P m.11liJ v" 15,V / 26 I-1/4: 3.265 LI < 41,185" tit' ( L(s C 4 -04. Q) 1 wa 1i a OttLz 3(3,,3 2 L1 1. .-.P VA ar2, = 211. 3 27 gm eq' I,.- /( ic) , o(V7,13,1.,v 1�L i X19. 32 Fs.•Iivvq-1e- /) Gourd, 44�� Isopct' ( 1,14,1,'x 2')45.44 ) , /5, 904 t I Co(yrv'✓► 42-640 S m /3 1'4' ((Z)($. )Z(1.33) + (/o5')(/ )* (4.s1-0.16?) 1- 0.35)a(t,161) 11.5',,6'n l.l4/1 85. /11 k 1 Wali , 2tirsitll i x Zo') - /5. . 56® & rte//r14 Y m qc psi (I) (/c' ; t)(q2�) -- 2 �. s 1 Soy l uev 'k S = 33k- I. Teal pt. = sem. 4t6.8 U/so ve4'ed M 'Ariq 14 41 1 6ifril& 211.32w4 n.1ls5 xo,sx soot elli r- lolls 61'1 I /�p�. Sb3 � (dc�� Dowels e h'�" a, Cl ,tt�// r /6:71i I' t'I.IBS�-I Pe:M40,1 4 l Lig. 56 k / g2` /.626 J1J 4 y (n 4,/ d VV LG. 67s1�1f4f d Y/ a &,4r it. to 4 /o4. Cqq �. : - a. tis kO.c (7cPs x Ili-o11210 - zs,g53 no Jye4s 4&- 9 54-,16 11044, Ilea AT W6),„,, GJa 11 9 Vi,a-_ 14.z r, 4- ---, Asp - y.�te8 I u y OL veict 1/104:4 /(67,45x0.9 = 199,768 Fc'o<Ii 5 :' 150 rd vx. /.16?'x 25.3?5'- (11)Z(1.$33) t ,5)y l.s 2. tibc L 54'1( s j/o('t� (OSI C 2%,A 3 � +'112 r ebs 7 = l y Lj l L Gvlkivwws - Iii,Zosk-+ 67.7514-- 1 $ . l'i 71,1z31PL.- 2 SZ7. o;21 /9ti.%al-' ;-. wa9 51e4 ;1o4 veyv:ve-.1 a. l A TM RIPPEY BY 1/1- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 341 Tigard, Oregon 97223 G�(�p Phone(503)443-3900 SHEET OF I ii ` Fo aA7/0 ) Ogil 4 &4r (Q.',) - q/1 /0 : PV„u- 12,1, 12tt ----- pV450 '.- 861, ?Z 111 1.6 '. 6 -;n,ly Sys) 0 + Gnso i H as IM its (re✓ 9e -ie1-4 v-TY,f I pLVel,,t -� 231,519 (0,`ic 0.5) = lo/?.s ic -n.6-63) IES-1i,11 4-ie OL • „, .0.--)c--= (/5O(e )( '6,333 x `1, S` r 2- J = /1 ,8 S51U 1 GJpli �evr.�SU�c. afI = (,2h P�f)($5'� Z�, .1.11 - 7r, S�tQ It 7srel WqI! ? 22. lin I P (a1ti,m,� 1G, $ 44- Hops-( Pi /4 �iii✓io✓1 2q�41 { 14 2, F A. C ii Pr�SSW eve/694(e 4(e 0 + 0)/z7(2)( '1, 2c) la. s63 �- , p5,f 5.0,1 + stet‘ a#4,4,,,,- 4:3 = 1 '5,((4,3079 + lip (((a. )(7.6/6/1 = a ?i7 I 701,41 I PL- - 231.:574 �.I Di- ve �;4.,�j In/3.s - 231. 541 373. vitt k IVaso veld 10 'fr "Sl i- . X141' . 8ti. 82' 6II,C63 - 0,115x3, X23/. 51/ - /9. 356 4 15. - "14. 356 / z y'.er" P. 795 -ii r -> 05e_ G o xy J0,,./4(s e /l-4 " c2/t- Ala k, diff , /,Lf4 - I _ 1,!2) 4..qi t Ilivor v fl- -. (/q.35-6 t./d.7) ( 2.(9 /1.3) _ /4. 635 /$$ 4me w44 e4jgge5 /3' of eai'-ve(e 6'140 I4 DL = 3srcI (13)(21,... 9 = 23.72,c t- x x 0. -- = S.33S 11014 X.1L -1-o *44P/4i vll Jvq 15 t/i' '-) Cr11.`356 = s.338) 071 (17.0 f I.3) = 30,00‘1 14. 111 (2)#5 !w ,Siee( —+ MeC*e`iy , 0.9 ), 6 'x 2 ), a 31 = :33. g 4- > 30, g0,1 lc a I I TM RIPPEYMPIkA.111 BY VL- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO /633 ITigard, Oregon 972236/ Phone(503)443-3900 SHEET OF x/6.69' ' w 1 vii INN Z sHE-A 1 1L s / pf///45 OFsr4N . 5kVAV W411 Cv�J 6, be '-wee:4 4ifIr) c X' w xz - - - - _ ___ - - GV` X.1 = 20. 6Lb' i )C P10312c' 1- . /1.6254 0 z ipV2 ry yho. 323 (vim) , 11><1 PZ pillar- = 0.7 (21(.731i s 2a.6/5' + yy0.323 ). lo,312 ') 1ti'l Asia: = .13$8, �?S- 144- ' i 414 W = /33 .5f C( z`x�rd•67 2 (�k ) - (9` 4.3 ')l W �. 31.q Lc : (0.6 - 0,,/4SOs) U + EFilo _ /B7. 110 k x.as = �J3,�1�5� 1 204,1 an w4(! W a ( s1 �)(a6.33')(410'Itirit,.))(9)= /SB a P, = 76.15- xo,5 = 1.1 4. I I) PZ 71',ills ww = StrPS (.79.$)(3') - 13. 7,76 k. x o,s z G.B08� W - 187.41Q1, 11 w = 13. 76 P, - (7S-($4 )(z)(3o/z + 3. '(?6,33')4- 2.s (wel()" .33.) ' �� , �� - r�� + SS�ctx3o'/2 �.vsy � .�rs/s II � 1m ho,S = 33. 3 ItAI - ex (We )( )(30'/2 t ki,zr9(26,33) + 2,5 ( p/ )( .33') + 55/9// x 3o'/2 p 70,&I/C it_ x0.5 = 3q.20q ' Ti 5= `7 'i 1 z 2'o`' / /'-,7q .elo,.t/ -bp of /4b o,SM p� = 1-38391kwS/.yogi a (q3.4 TS-5-14+'27. 7 ' +(g3. ss1+ , 7q 1-)(2?,4041 t 39,207(c. 3 4'/3'a + ro,5 (s‘t,‘?'x F/ sol( le4i/trifij �versu e. x,71 x 0,'13o 4.4)(5'i.63/2) = q, 92 t 4..4 > 7j 33 S 41 X Ma- 656/1 I 311 k • 0.. - ti � (US,)i 11.'0'4w�Ae . 41 j veq i .f01, 11.)\ /\ 3 , fess k ife s 11 / S14.41: ( Q'V AO 4‘004, rd r,1 r k4%4 L1 ®f- l.0 ?n z(363.2,)/(9'x 3 .02`+') wk 2 2 3 M; = SsH/.311 + 301.Zo7 P Z4i.0II - 6.g$a x o.3o7'- 38.37/ A 211,o6i' 7 ps4 c1,o,o ,5 r o = 555•1 k, ,i_ pori : il 6'.( s 0,5 OL r os 76.751+ ?8•ti!S .1 'i' /31oF /3,.3 + 153 '+ 5y.6x ?' �1'r 0 e1'olt-5() = 3/03.2 1-f- i _> U,c 5'1'-3`Y-q '-o"x 2-©" FTG. el M/f = 6551/363,2 t: /5.306' x a 3(5l,6I',/ - /s.a(761 = 3&,0Zii ' 1M M RIPPEY BY L/ DATE CONSULTING ENGINEERS Il CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 16330 Tigard, Oregon 97223 //AA Phone (503)443-3900 SHEET %,6 2- OF L- w,33' • 51n cv 4 it oy 7, be4Ueer� £vij C I O v X = 00,27 7, = 7.62,s II w, P V s 85-,17 k (1,�)6 . / 9 ( t sr�) W 1 . I (z6.373' — - I %��f�l (�J � 8'1 �5,(�(Zl. 2�1�' � 7'/ L/� W� (2 _ v- - - - - --,,e -r i,zia-L (mew-) - sei,436k 1 l- pM,„1- = bo. 1?4, �(Z,2.94 ) = izzo t..4 s 3, 0.6' 032 Aso S4124vrry ii, P, , 03,0/41i6 PZ loo. �1� 7v� ' S -'3'6" f= 2- a`` !'`o '' -/oki aj S/ 6 W` = /i..162 O Pi a.r °,S(2.14 k /6.3 y9' # //3 i.O? x (3.C61'+ tis:71 1 h /d,6Ca'� /a .gIs x.',oP1-t 11.?62x .3.ig2') G�w g5•3-(q( /3 sS4-.11- > /220k it (9_1E- 514 + 6 9E-slab + 6 l4- 4a- ,;) '/30P I . 1 ---> -r,./3 4.=oft Y 33'..- 4 X'l g•Ii041 4,71(-)j'ij (#3,14.1) ' 111 X41. !n447rte'.'41 ,q6..kfri M,.1 septi/2 al 4+-141 '• ti = / 2o t D s (/,00, 815; x. 12,c' a 4 !1.7-62k 113. ygy' 113.04/9x ; 10 !G� '- 2�1T x 1Zgill')• 1 0cOt-Z o,c ( 113.oy71- 1,04.9h÷ 11, 9-624" 2, 1-740s7/q+ I + 33433`)( 9'x o, 413a telt) � 2.0Ik . Pl4 , Zo, / (33,33 .Y 1') ' o4G7/ ' , At l 5 = 341 c/( 3 3.73 x� ) q�Zo (.ps i M IP = 6, 485' X s 3(3'3.33/2 -' X8 6. 5 g 211. 015' i Gt e ' 33'' -4`' wq 'X2 f -' i ✓ SeiS+n�I 2P ( °I) Nl�l .�?xe.SS14a- '., m • = I y93l' t �ti o �(a oma. t" ' , ...-7-...- , TA/RIPPEY111 BY VI- DATE MPCONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 ITigard, Oregon 97223 JOB No/ /6 : : 4% Phone (503)443-3900 SHEET 1r-6 3 of L Z'i'-y" r 5he8v IA Jo 11 6*r:. 1s, he iieeiA 4,f1-1c All V,- X, = Iq,s' X2, /a,312S' = q.67.6`' (V) m /21, I g1 IA- e vz - 11t7, 14? V ( i,i xZ p Mor : 0 (/2I , I S h 4, /9,s` -r- // ,q?4 . !a 1 ') 3S iw ! To,/liI A✓ = ?Li 51 (35) Z�.33 ) 1 79I, 51142, i XI r / I (it 1 — — — it 0•'5- kl = o,c (/1,5�o1 M /8,/6?' t 2. 431L 6. ' I fit, 1- /6,' 8:$6(& . -,227 ' ' 21.olok x30.33') ,I, • JJq2 � i�. 5710 6 + l 4- -4;17:11 (zc)(150)+ o, '(l/a) y3o P . 1 ,SiG' pad PL veq'� - , (Z4115- 11 42)/(os s 36.33/9 . i ?,41 k 't (A)11/124 ve•1,1 -M lit 3.41 k /(16.33' x 0.1/3l l-s ) = 9, J8' ) use 1-3 + P S62, it (/,‘K') P- 22,/fS1 /C pQ/ --› T 36 '-fri "X q' 3 a x 2'-t�N FTe,"4 I3.7s'(� s�),(2rl,ays� S4 Al 1 it/7- ha ,� w►i d a 161 �/ ' t ai3 0. Lc, (a 6- 040 Sts) D 1- iAsp �-----\ M ?l + r2.S 6,836 x 1o,91io' + 2z, �i 8l E.A /1.8419' , 0, 9,1mb,C r CJ -27. o7, 4.w /Z. /b7') = 1132 4.....% li n,sat 0•C(7/. ottb, BSB + z1.o74- Z7. i31 for- 5911 heev' r pile 64ve 36, 3 k /..t6,w O.030 ks• ) /4/ 2 L SSG 03s14ot J87I k1 PIMP = 11132/ 1411,2 = /3.671 ` X = 3 (36..33' z 13.611 = 13, yb 2 ' I Fes,' rVM.i em 4.,1c1 1.041 , 2P ? (141a2) 1 MAg, vessL1# v ,� 3 = 2, z q 4.5 < I�3 - 4f10 le raj h(Kje FicA 1 14X q,2s`x/ y6z' OIL. �✓GSSli �i' = '/,000`03 r Use_ 3 6 -of ��x q'-3" h Z'D T4 1MKTM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 11 7650 S.W.Beveland St,Suite 100 JOB NO /6 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 641 OF L = z6'13' : • 511e-mw i I( 4vi1 /3 loelit.'eev, rums Al 18 1 I . W. (,V /25i. 348 i. ( lrr) ---, 87. 771 k (45o) k=lei s /'j / or '. 07.3q1,-- (19,C) _/ 7/2 k, 11 (2m P, Py Pwt 450 J'4- WW St �sI (z6' s )( .s' �c,�J2 1(- 0 I 1. 4 S J A. (- 4 a„ („,,,o ., 1-srsI 'I -s2' , 6,),(23.5') + 3(MeI/) 0.627' 3, s X (/6-.c2) - 01.Flo I,- e _ ?'s--es r (? 16.52 - I.-3gq1 = q, ,7qo 4. iD a $fit S (7;'f' a' /2.3�i�� G . 75�.s1 f/6. 52)(26, 85') t 3.521 k- + 1,51(1 )(q-.7) w 1' ) ) II h 13q0k a5 -I . o;5 L3. 4B9 k 1. 6'2 t 1 ggan 2, 4/2? 3�.gliI 29, 6611-4- 12.341 e L x 28.13 % (4'5,6120 1.' t 01.gto )h. h 15.333] 2 1,4 3146 t 504 4i'hi - (2,$)( lcf tgyp.$)(ii7e I,11 P I Di, vGy'V - (/312 - /240)/(o,S n 30, ‘67/2) = Sit,yy6 4 w;'Jii, vq. _ 5‘1. 41gdk /(3066a'),-o. 113ah-S1) x 41. /3 rov 50,fbe F A Ai nYea'suve: may 30= L -27- tt . f • 366av 1 1/ 4vij /2 , 6e ft, ,0 (4,7 f. A 6 w vZ (s,or i'vc4 se /, -le��for lees .1,'1_ �,) X ',) c v 2 OU' i' 2041,00 3 Vz 133, 8Q 1 (uu.) -1 6 _ i, i (n) 111b,= 0, ?(Z0 ,0473x /1,s '+ 133.8b' k 10,312x ) 3I � ' ,1p = 375-1 1.f Xi � I ew_ e 7 i( G ) = /33 l `f i 3q')(21.33') = it, 7q ? yii ✓' `&, r 517"5 j! s 4 1 w= [(76. 5 )(2)(167Z)(24)t1(5.pst)(Z)(LIG)(ia33 . 5 Z s3 to11D1f = FS r 14,01-6 i94,) P so s i (3,'11) 3' 4- sy 5((30(3'+' /2/2) P4 z ��i� I 10 a n eld h loot/I�►j '1-013 a d wet ll J - 3t/ P 5,E (T?,(4 1 + 36-1,$, (7,61,/7)), (3'+,Z'/2) ÷ / et (1,1q�)(r)(2,s�) ►�� s�l'I 36/.640 1, . r4 _ (133r.s1)(5;)(L/31) + $yP1f )( 1) ' +(150/9,e())0')( x 3'+ 3,3'K 9 38, )3S r--- -, PG = 22.'/'i ji 1 Sed aC) I i. �� P4 m old. itrtivi41 /�,,,1 ,f4„1,7 ..),,,,,,ii, --- n I I/Qpe (0/1)(4/1)(3',11,11.) = /1, BBc�_ i / I -8 T� s = c-0 . 2 _®M, `- p " /__../ (0 iv� ' i ' 0,gm = a,S (/i/ :L x /z�66 '+/.'7/b// ,335 I' .666+ (3s.135k+ z2.01110 x-y.682.1+ 11,8304's/0.15i' 4 1 3y, 64/q/,...), 3 2.651'1 = 2.6o1f �.,4 I 14to + 5,9t'f i -o0 1" _ (zs)(Is(9) t 0,9'(ir. .) - — — yoi( DL ire ,d ( 3 s1-2 so 1r ) (o, x 3 .333'�z) = 133. 6 k l'LlIK TM RIPPEY BY VI- DATE CONSULTING ENGINEERS -I/ CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO / 330 Tigard, Oregon 97223 (� 6 Phone(503)443-3900 SHEET OF I ( UJ i +I 'vel 14 3.6 I. / ( q;333'),0,413 0) m g: 32' • ;---' -T-e-,9 71-y , k SSP b" x 2 t-„2" r"-rdi p 5I/m More'- f 44 t- f 141,‘J-Ieh�gi nil fro-i4,1: MT = Z81�3 + o,S((38, i13Si -ZZ , Y/ 1)(/3, gti') + or ` +' 11. 2'30 >v ',5-151'- 361,4116V1,, )6 /3.184r] 71 30 7 /.,p P = o.c 01- - 0•C (I�t 7qs +�o7rk-ltis, a.33'4 32 1gs� 4' ToTii • 22. 8ill -1 Il. ggo + ,34., 6 + . 7.-33'33, x 851 x 0,1,30t44) Zoq, 1- 14/p g 1 ,. 6 87' X = 3 ( 3 .33'/2 - /k/ 87') --,1/ 1-38 ' M4)6- pv--s'� '/ wk ,- 2(207.4)/(8.S5 !1.q38') 4 7NLQ6iA 5 e GEAA7vl JD 3 g:c" Use 38'x 8,5` 2` PF00 FTS ok- 11 ', I 11 I TM RIPPEY BY 0.-- DATE "'IMF,. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 133 IITigard,Oregon 97223 Phone(503)443-3900 SHEET,' of I 1_, 18' — 1" • :5/eav w4 It 0e/wee-it 4ey5 . 11 gi2 , A 0 ii vz — - z ' , x, 2`1.1,5` k,7, /o. 3t 2s' 4,-- ii,6?rs'` . v' z lova .= 44, 42q k Pvz 6ei.221,- (Ua) i Mor z ,0,7 ((y. 2yZP- x 103t2-5 +17'I. g21 k-: (`ta` `) I ra. . = ./33 s� (3'' (l8') P+ a5 s1(0)06.g63t15,333') + 1 �w� et„, P wT t � � �� - ' + sto.4 (Z,)(i,151)(I6,)+ l /,.s,/ (l2'/2)(I8) = //kr.03`S 4 rShn 4t Pau I,et 5.. —� 7� S = 5'� 1-2'-0" r--0`t b l iv( "1 5144. Pt, g e�p5, (35' e,'t + is 6 (2 (i,' 1,0x , �� >� , 0.5m0L = 0,5(/l y. 03814.-,' / ,- Ili . . -62--k- 23.31$ + 12,5 (/6.35`�2�(11 = /�1.s62�- / 4 + /0. ''6o .' 5 7 8 4' 4' /S.5e5(_. 3 _ /020 t�, P 133 �t (3s' 2.' + ?5 7.ea'/2 2a w2 (� �� ) r (� / �� iIG,lot 50,1 + ,leo.-lid = z,s' ` 1130 1x.4160 3 ( ��/ �t �a. (ll0)=�5� / ix '8,, (l?sa- 102)/(0,5x08/z): 1051- = I33rs,t (34)(3)t o.ti3o(2)(5)= /5.565k jk)le141 vel ,,I = /oct /(2$' (2.1/30 /5 ) = 3..7'l' -'> ( ,Se 81'1* Ill -- 7 28��0 ' k 8'_9�t x 2--a For S o�� b�va`�� ()KeSStAre., /4,st I 035 M,,r , /3 /8 le,4 ?,;r. 44.M6,-f`s o1.,2,- 441)-le /Z of 40,1-71-15 ! JJ Pi 131% t OS t-/' 562 k x q- 318` -1- l o,(1 boi x g, 516' + /S. S6S� kii'] = /3g° 4.,(1. ;. o 5 DL rnm� 0,c ;(ii . 038 + /1j, 56 2 t /o.X16, f /S.S6s + Ai 28'k8,15'.kah30) f- /3°1•-- e M// /a. 6/q I' X -!, 3 (28"/2. - /o,d(qi, ' /O..1'13 ` /t/(4), , 0P/1.Jk e 2'(/3•0;L..)/ 5,15' lo,lyy) R 2,et1 Use 28'v" x g,-q3 k2`-o' P-ia <'i k4 I lEAK TM RIPPEY BY VI- DATE -11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 16 330 Tigard,Oregon 97223 Phone(503)443-3900 SHEET 11.68 OF I / /1 3I'eav Gull 99lruee1 �� s s& , S eveAs 6,26A h'a4 V2 — — - �- X, /1.1 ' k2 = /o,3E?-S !/, damI ` (VI ,=. 1q3,011 13a• IW f2Ior . (q3. '911 w + I1 . 3L2,g12� /a. 312✓ 175-6 le-,11. • kr , r—IA I /33 es (39r (21,33) t S(s((Z)(E, 5')( + 7clos{(z)(15.,1 / ) _ /g5, 331 - —' — P � . '� vat = /ors((7,3312-)(2(,33) d 88l I 7� /Z6228 k S S 'r b" + 2°-04 o t 04 Ii� Ie Ow -1op 0/ S1 I 6', = (1331° ) (31)($`x`/Z) + 3sesi( )(3z,.r(e-1) v,S(126.238L. / t,/1 22,1 21, 3. -Isis z6. 72,4 04.if?? x 241:36/q) = /Z ( 4 •4 I�Z (/33($f)(57'i(2r"" "/z) + a"pS ((2Y/17.s42-1) 508 fiS(�rlat �►� 62, ,430 k-si auir = Zg.q32 Veg` = (/-75-60 J296/)!67.6-x 28.372) = h9,161 I I ' + - 28'-3 6 -c x 2t " fr4 I s, SUS , -►ter 4bou4- 444`,1- lefro fl ; alsmoT = /3/? /31 1- o•S (z5.10Z k - 2&,.4924._.)(/0, /921) i3Z8 D,S OLri,mLo,S (/26. 22? '+ + 2-3.702 + 0,4130441 x 28.33'r. 6'� _ /23,31, e M1P2 /o.436' X = 3 (28.3'312: l0.4369 /1. 14' Mak. orGssure- 2(iz73)/(6'k 11. I ')-- 3,741 rie-51 Dee z$'-H'' k 6 r- o" k 21 D k FTS irlE/-""P.k,.. 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TM REPPEY BY V L DATE 111\A CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 41. 71 OF ( 1 t'lI 4 t-,14(.6 7-eis ter1141f,, 1 '` f (Coo1if.) ii • 5ie aar v k) // 4.14V i1 be'W ee4 41//e15 e15 C "0 ,,/(for = gS. 17 . LC; a 95c6, -1r I 1 UGC $C1 1 Ma Ale 141'c 07`00 i-11 /4';d-Ien1 o/ / 2 /7111 : 0 MT ` $S.13 f 1?. 5�6 (/00, g/Stl2, '" it-7742n /3. ge.t '® /3, 00, )`/0, M9'-'2,11 nit. I A 7-65 DC ' + 3s%x4�). 0ii.A9v-s-) ' = 30g0l2 / 4-0-14x-4. LfAlee ti l orFr4 e = Mp = 2?5. 3 � 3oq = to, 1 ii x 3 (ill - e) r,. 3 ('357 D,?4114) , , f2? , 3S P IA = 3O / ( i1 ) 20 �f8( s C 141$ _ 2.s.3 / (3s 'x. q,2/t) = ,t75g3 i15. ¢� /14.4.k., res s r4//c = r/A- t- M S /. 5 61i � ' --a �hy r ii d/is I Ye. (�' 41,41, I UuLr 7 /564k5�(�i.331'/' 6, ?7b 4/ A 4 -> 11� ?". 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(a. (0.;4)(Go.)(zs - r.stiq'/a) r // 61 k•I'' e g4.1h, k > $2.-1 k.4 et U # 8e. /2" a/a ,a/ I 1 i KTM RIPPEY BY V` DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 SOB NO /6 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 11,7g OF � 7rdn s'(‘,1.- G ✓s 6, enet 4 wak I ' ( , 2_ / - II-- I ci ' Z 4 6- Zi-t'' --' -7- ('10 # ? b4''5 --3 A5 ,. 24t 1,,,.z -4 4 7,, 553" I I I . . ) L) j ) #? L4v b 7o( b6lis-1 514L t 5ai t FT", t„1 v Sia /, UlA (2s30 1s/ (4) 3, 18 i`ri- x /•3'44� N 4/, Z?S /6/4 4C : /,3z/44 Ot I M s ya / '/1-1_ y ' , 2�5till (6) /2, 826 0f i7 r I . Use iy f '3 rv4vs > ,.bi+-j,� /6. 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ZOG k — L = Vis, odor TiT 5r e t, a I , Fo 0-{'7/1 44- G-0/i,>01/4 CO = USG O'- 3" , ,t x i--8" eetie4effr F lnr (/6) .1-1; bkIvs- eel e.4 ,: III L ? -41., 1104- i ' I - F‘',24; j a'( e,010011/1 e g- -) U. �!'- 'x 41-3`' k / S" GONG, -ci " F 14// (/3) # te5 S k e€ e4 qds': b = ?2 X67 IL 641, 690 lz sr 13, 1176 I ' f°oi-,,, et Coloeyl e c (edge) , ! OSe_ q' 6„s- 7-6 x /!2u Go/tie-ler-Fir 1.- w I Good6 ► P 5 l32 !2 (lo) 5 '7rs ea w4� G 7, 606 .E /� TM RIPPEY BY Y DATE 11 CONSULTING ENGINEERS p /BEV 1 Scy10d 01)TE: 4/2$/ Eg) CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16330 ITigard, Oregon 97223 �' Phone (503)443-3900 SHEET S•1 OF ra• el 2 f 1 fv0 T/ 04 o /a N (6,29vi, I Gia 5 f) 7 3 3,. 14 ( 1 ?4,1 'let.? 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D 1l4. 4/6 t / (M) #S 6,,'s e44 9 645 . 6:8q ;'e t) 5 06/. 01/34C �, t4 i Its = s.7z ( ) nor l3) 41:b roo#17,1� q- c 16//44,4 els- .,) 0� lo'-3"k lo'- 34 * /=8 et,rv6g- r- , 63,0 7144 I4,24,4 : 0 : ofiq, 36.y L Fay-I-14j 44 �1 v e_16vo �6 -> 0.� g'-64 > 6"-e,u )c I/4 Ccw 1- P4 by/ #s 64vs tq-4 11,4Gv � 5 0 = 71.7'12 y Fs s = /8, /6/ Foro-li%► cid c4./&74.14 Cly t f ,> U .7-1, k r_q, K e„,m4/20,71` i ?2/4,4 I G2446 : 54. yy7-4.- w/ 0 Ws- ‘40-5-- tod 41,,,t) Le 33. 9S* k • F&-211A1 61� c44$1,44.1 C/$ z I => U ye_ q=6" x 9'-G'' x I-8" caxitiefTE r'ao77Ng, bog.ds P' 86.0/4_k //, X93 I M RIPPEY BY VI- DATE IT Y CONSULTING ENGINEERS fpJ y... .,______4,,,,,,,,..,,,,,) PF 1115184) PA ': ? 21 i0 CHK BY DATE 7650 S,W.Beveland St,Suite 100 "'` /6 330 ITigard, Oregon 97223 SOB No Phone(503)443-3900 SHEET s•3 OF FO 077 N4 L FS/nJ ( L) • • �(>oi-r;"F 4,11 ea /kdti al (-r use_ I& X ID-6A S / I-/ /1 L'o�!Y F S P f 1 L lr\ ` vS Pel* 54/ S 1 i27. SSG • 0o n G.f ea/44•411 e-2'`) v J 0 use_ �''6 1, k 9'_64 .t � 6, G'O/1/G�ea l`"e'' Ti/J4 p (: 3J 741-6- i L 7 63, 631/ � a 13 16,7 k I r-To® ,tee 4 .6244,411 60( Vk v f 61se_ -6x = ea� r01, 16K4s; o g s. ‘q v( 46- bars enn4 1,4y in 6 .23q I „74- e,,o 1E4 1414 622 U54 6=b" x. G '-6 " k `` Goa,)s 0 7 C. 020 L w/ 5 64✓5 e4-6 y L = 2et. 5-02 • 0h21j '74 e4/4,441 C13 I 5"(--- 101-4 k /°I `� �p Y GQ/14°e-6-'y ° poo /14 D = //2. 323it. '/ his) otc e4 % 6u4y L = 55. 5 18 s /%9qf • Foo pini 4.1 e,.01410.1.4 c214 I (14i 11-5 loot's t = 61 , 304 > g z /z.. 87b LL J. TM RIPPE'S( - .- BY VI- DATE CONSULTING ENGINEERS CZE VJ S/ON /1 l/'I/� ?/2:/! CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB No /b33C:1 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 11 OF f9OT/w4 pff (4/J ( o01 4 , ® FO�f7n 44 it c�lr1��; C ; — A- 3-4�' - !r i 91Gor,('Y Y�°°. 0 kid- 1111 L y2� w/ (`n. #Svs mai c.sA,y I 1 > ioof7"19 411 Colt y, 624 C orb, lb, w/ (ii) F5 '4v5 e e,A ki4ey 5 2 `'J,6/e . I F 11 q 00/k4444 C21 1 �� v. 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Z'I'?k w/ t 41 s 6 aK� eak4 4-4= • 41" Goluh C 341 I Use 7-6"k ? - e, 4 / ��" ,Ptu-e4 - '*.P-'4j 404J-5 : D 2.58.?5hl G = k- 34.114' .91 wr (1D) /14- e4eA �✓�� • Foo-hrn c? e_014.4 414 G`3I U Se 6.-o„,, x,6'-n” k / -6" co he,fera 2 65 1./7 (8) -#s eats° me-11 w�t� 6. 1®3 (4 I I I �M TM RIPPEY BY VI"' DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6'33° Tigard,Oregon 97223 Phone(503)443-3900 SHEET 5-6 of 1 I rf 77A 4 0/7' C/4 1/' j. F®o ()1 R,1 colGiwy eziq (arid 2-3-lc) /x!.'332 ✓ 4a 1 S 5,592- F,00 (7 i1 44- 'cc.lumel - C6Y 11-le) 1,0a,ls : 0 = /O, 06-6 k Use. rrel. L 6, Z 20 k '4-vv" 4 t4 i4/Ay i5 2, 421 I 1 I TM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 ITigard, Oregon 97223 Phone (503)443-3900 SHEET 5.7 OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the''Settings"menu item Project Descr: and then using the"Printing& S Title Block"selection. Title Block Line 6 Printed:24 APR 2018,10:16A1,4 fik P'12016 00100.U6330 M G l androver WA S0ISTRUCTURAUCAt,CS`1633D eo6 meta c00t,ng I Ns RCAl4,INC 19832017,Bu1N 101712.10.Yer1011:1210 . Lic t#:KW-06642562 Licensee:TM RIPPI=Y CONSULTING 1=NGINEERS Description: Footing for Cl Cade Reference ;) Calculations per ACI 318-14 IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 G:Oneral lnforrnatiO.n...' Material Properties Soil Design Values Pc:Concrete 28 day strength = 3,0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122,0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf SoilConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting: Footing base depth below soil surface = 2.833 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No D'mens oris '" Width parallel to X-X Axis = 10.750 ft Length parallel to Z-Z Axis = 10.750 ft Footing Thickness = 22.0 in owpgias.-IA:pot. 111 _< "x Pedestal dimensions... -'f X px:parallel to X-X Axis = 13.10 in r " 111 Hei htrallel to 11.0 Axis = 11.0 n ; ::144111111111111r ; 411_ Rebar Centerline to Edge of Concrete... h" at Bottom of footing = 3.313 in :g . Relnfot` Ing 1.9 I Bars parallel to X-X Axis Number of Bars = 17.0 Reinforcing Bar Size = # 5 . . . . . . . . . Bars parallel to Z-Z Axis Number of Bars = 17.0 ,,. r fi- 9THrF Reinforcing Bar Size = # 5 r;4 g k� I :,s."' '- `W 's5' max-. ,fzf,,, .,. sbiz;i`iFe '!t�'1's-.:.AF- s'�tY-'1004 ".. Bandwidth Distribution Check (ACI 15.4.4.2) en"m," _°� • • Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a St Applied)Leads D Lr L S W E H P:Column Load = 111.205 87.690 18.269 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k s.g 1 I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: land then using the"Printing& Title Block"selection. Title Block Line 6 Printed:24 APR 2018,10:16A1v1 V int lfai o �tf iii P 12016 Protectst16330 M G Lendrover WA4Qt8T13UCTURAL,CALC6116330 ec6 raj.i„, m. . ,..... ,: ,:, NEO:ALC INC 9983 2011,.putki 101712.10,ver1f 17`•1210,_. I Lic,f#:KW-06002562 Licensee:'TM RIPPEY CONSULTING ENGINEERS; Description: Footing for Cl I DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9980 Soil Bearing 1.996 ksf 2.0 ksf +D+L+H about Z-Z axis PASS Na Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS Na Sliding X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding I PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7107 Z Flexure(+X) 28.543 k-ft/ft 40.164 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.7107 Z Flexure(-X) 28.543 k-ft/ft 40.164 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.7366 X Flexure(+Z) 29.586 k-ft/ft 40.164 k-ft/ft +1.20D+1.60L+0.505+1.60H I PASS 0.7366 X Flexure(-Z) 29.586 k-ft/ft 40.164 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.4285 1-way Shear(+X) 35.205 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4285 1-way Shear(-X) 35.205 psi 82.158 psi +1.20D+1.60L+0.505+1.60H PASS 0.4428 1-way Shear(+Z) 36.378 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4428 1-way Shear(-Z) 36.378 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.7062 2-way Punching 116.034 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H petalled.Results ISoil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio I X-X,+D+H 2.0 Na 0.0 1.237 1.237 Na n/a 0.619 0.998 X X,+D+L+H 2.0 Na 0.0 1.996 1.996 Na n/a X X,+D+Lr+H 2.0 Na 0.0 1.237 1.237 n/a Na 0.619 X-X,+D+S+H 2.0 n/a 0.0 1.395 1.395 n/a n/a 0.698 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.806 1.806 n/a n/a 0.903 X-X,+D+0,750L+0.750S+H 2.0 Na 0.0 1,925 1.925 Na n/a 0.963 X X,+D+0.60W+H 2.0 n/a 0.0 1.237 1.237 Na n/a 0.619 X-X,+D+0.70E+H 2.0 n/a 0.0 1.237 1.237 n/a n/a 0.619 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.806 1.806 n/a n/a 0.903 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.925 1.925 n/a n/a 0.963 I X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.925 1.925 Na n/a 0.963 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7424 0.7424 Na n/a 0.371 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.7424 0.7424 n/a n/a 0.371 Z-Z,+D+H 2,0 0.0 n/a Na Na 1.237 1.237 0.619 Z-Z,+D+L+H 2.0 0.0 Na Na Na 1.996 1.996 0.998 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.237 1.237 0.619 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.395 1.395 0.698 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.806 1.806 0.903 I Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a Na n/a 1.925 1.925 0.963 0.619 Z-Z,+D+0.60W+H 2.0 0.0 n/a Na n/a 1.237 1.237 Z-Z,+D+0.70E+H 2.0 0.0 n/a Na Na 1.237 1.237 0.619 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.806 1.806 0.903 I Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 Na Na Na 1.925 1.925 0.963 Z Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 Na Na Na 1.925 1.925 0.963 Z Z,+0.60D+0.60W+0.60H 2.0 0.0 Na n/a Na 0.7424 0.7424 0.371 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.7424 0.7424 0.371 I n tettUrnmg Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ISliding Staibility All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding I ,q Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:24 APR 20t8,10:16AM Pte P 12016 Proiects�16330 tv G 1androver WA$0 ST}tUCTURAU CALCSH6330 eo6. General X00 ung ENERCALG,INC..1983'2017,8u�Id 1017.12.10;V 1011 12.10 1 Lic1#.KW-06002&&2 Licensee='rM RtPPEY CONSULTING ENGINEERS;, Description Footing for Cl Footing flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phl*Mn Status k-ft Surface inA2 102 inA2 k-ft X-X,+1.40D+1.60H 16.283 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.40D+1.60H 16.283 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 28.631 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 28.631 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+1.60L+0.50S+1.60H29.586 +Z Bottom 0.4781057275316 Min ACI 9.6 0.4902 40.164 OK X-X,+1.20D+1.60L+0.50S+1.60H 29.586 -Z Bottom 0.4781057275316 Min ACI 9.6 0.4902 40.164 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 18.542 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 18.542 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 13.957 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 13.957 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50L+1.608+1.60H 21.60 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50L+1.60S+1.60H 21.60 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+1.60S+0.50W+1.60H 17.014 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+1.60S+0.50W+1.60H 17.014 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 18.542 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 18.542 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.498 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 19.498 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 18.925 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 18.925 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+0.90D+W+0.90H 10.468 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+0.90D+W+0.90H 10.468 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+0.90D+E+0.90H 10.468 +Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK X-X,+0.90D+E+0.90H 10.468 -Z Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.40D+1.60H 15.709 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.40D+1.60H 15.709 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50Lr+1.60L+1.6011 27.622 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50Lr+1,60L+1.6011 27.622 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 28.543 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60L+0.50S+1.6011 28.543 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60Lr+0.50L+1.6011 17.889 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 17.889 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 13.465 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 13.465 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 20.838 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 20.838 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 16.414 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 16.414 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 17.889 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 17.889 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 18.811 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50L+0.50S+W+1.6011 18.811 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 18.258 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 18.258 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+0.90D+W+0.90H 10.099 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+0.90D+W+0.90H 10.099 +X Bottom 0.4752 Min Temp% 0.4902 40.164 OK Z-Z,+0.90D+E+0.90H 10.099 -X Bottom 0.4752 Min Temp% 0.4902 40.164 OK 10,099... +X .. Bottom 0.4752 Min Temp% 0.4902 40.164 OK One WayS;hear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D+1.60H 19,38 psi 19.38 psi 20.02 psi 20.02 psi 20.02 psi 82.16 psi 0.24 0.00 +1.20D+0.50Lr+1.60L+1.60H 34.07 psi 34.07 psi 35.20 psi 35.20 psi 35.20 psi 82.16 psi 0.43 0.00 +1.20D+1.60L+0.50S+1.6011 35.21 psi 35.21 psi 36.38 psi 36.38 psi 36.38 psi 82.16 psi 0.44 0.00 +1.20D+1.60Lr+0.50L+1.60H 22.06 psi 22.06 psi 22.80 psi 22.80 psi 22.80 psi 82.16 psi 0.28 0.00 1 +1.20D+1.60Lr+0.50W+1.60H 16.61 psi 16.61 psi 17.16 psi 17.16 psi 17.16 psi 82.16 psi 0.21 0.00 +1.20D+0.50L+1.60S+1.60H 25,70 psi 25.70 psi 26.56 psi 26.56 psi 26.56 psi 82.16 psi 0.32 0.00 +1.20D+1.60S+0.50W+1.60H 20.25 psi 20.25 psi 20.92 psi 20.92 psi 20.92 psi 82.16 psi 0.25 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 22.06 psi 22.06 psi 22.80 psi 22.80 psi 22.80 psi 82.16 psi 0.28 0.00 +1.20D+0.50L+0.50S+W+1.60H 23.20 psi 23.20 psi 23.97 psi 23.97 psi 23.97 psi 82.16 psi 0.29 0.00 +1.20D+0.50L+0.20S+E+1.6011 22.52 psi 22.52 psi 23.27 psi 23.27 psi 23.27 psi 82.16 psi 0.28 0.00 �. II, Title Block Line 1 Project Title: 111 You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Printed:24 APR 2018 1016Arvl GenOP+ ' F i.;rig Fib P12016t'rojectsi16330 t 0106ilrover WAS .$.0UCTUl3ALICALCSt16330eo6 ... ...,< EN�l2CAtt,INC 1983 2417,guild 101712.10 V{er10171210 I Lic #7.KW=06002&62 ��1 � � Licensee:TM R1P,pEY Ct5NSl3LTING ENCCNEBRS Description: Footing for Cl One Way:Shear ILoad Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+W+0.90H 12.46 psi 12.46 psi 12.87 psi 12.87 psi 12.87 psi 82.16 psi 0.16 0.00 +0 90D+E+0 90H 12 46 psi 12.46 psi 12.87 psi 12.87 psi 12.87 psi 82.16 psi 0.16 0.00 I Two Way"Punching"Shear;; All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 63.86 psi 164.32psi 0.3886 OK +1.20D+0.50Lr+1.60L+1.60H 112.29 psi 164.32psi 0.6834 OK +1.20D+1.60L+0.50S+1.60H 116.03 psi 164.32psi 0.7062 OK +1.20D+1.60Lr+0.50L+1.60H 72.72 psi 164.32psi 0.4426 OK +1.20D+1.60Lr+0.50W+1.60H 54.74 psi 164.32psi 0.3331 OK +1.20D+0.50L+1.605+1.60H 84.71 psi 164.32psi 0.5155 OK 111 +1.20D+1.605+0.501N+1.60H 66.73 psi 164.32psi 0.4061 OK +1.20D+0.50Lr+0.50L+W+1.60H 72.72 psi 164.32psi 0.4426 OK +1,20D+0.50L+0.50S+W+1.60H 76.47 psi 164.32psi 0.4654 OK +1.20D+0.50L+0.20S+E+1.60H 74.22 psi 164.32psi 0.4517 OK 1 +0.90D+W+0.90H 41.05 psi 164.32psi 0.2498 OK +0.90D+E+0.90H 41.05 psi 164.32psi 0.2498 OK I I I I 1 1 I 1 I I 1 I 51 1 A c, ' fwd //u121z)Fs. l LA.1 <! '/4 ^ 30�`I . 2�� t'' l IN �� GhIU WI�f L M;, . �W�>r. ' d�./fk► q ✓eie).1 its: - ( . wr 1- �L IPmoab L, 0 X' ( (ly"x 3c ) 0, b ,ci,L .5e. (1 Con 4 > A S = 0.80 /11,1- CMU 5e if' Wet 9 a �r �s r ��`l `c'oo4 � 34/ ' ah, 33 + j 66(044 jraielt , , 2 CMU 1111 = 31'), 34 psi = 3276/)/i !�'. fL/6 . D 4 ' ( 570.4 k 2- lloars = 600 k) �ewa�4 e��fden,,<41.? G = 4 (? /oil) x; ro . 11otad ly (! os a / p`, `(3 2.35- l! 4,44-1) = 3,66 Ai o +o. (Lot _r 96sopi/ /i ' /760 (as < ov0013f ' 1 �> () Z�6" xGcM- k 11-2' 77L �„� '�°v GMU ltiGl4 C sT w ) luoleT 1,444 Lows = CMJ 14)/1“,. - 2i' 311 = /764 ph 17 0663,it .1t I PL = (65r5�)(Zs'/2) + Is(5- (rr.s`/2) sqq 1 GL = c rs ` 2s'/2) l (fel(/l,s1z) . / c p/I SL ei p/ Shpt 2(67'4 44,1,10 ,k 111 Lc: D+L w Ti1L F 413/q / / 2 S` ' /320 51 E a,9,0 s/ d ler Dto.`�5 ( i-') -� CO Tont y2`� � �� - PAS TM RIPPEY BY V DATE -11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO / 330 Tigard, Oregon 97223 Phone (503)443-3900 SHEET 512 OF I F':-..TI Ai 4' of.5/4 AJ f cin$, • 0OM19tied Id411 t-1444 9017:1 Co Iwmogd ; 0 , 33, 1'8 4 W4 It I botd p =. 3 3q-6 tol f + 1251 f : /?00/ p1f a h L(P ) G.. , 211.16,1, 1� (p,„) 1 L 4?,-) 1911 5 ;a 5, Z4 S k. /6 y 10/, k ins ptg- 4� 9 c1 pi/ F chi-el 41h _ (�L-4,4)19)P4l Tvy g'-,64 8'-6" x ,�_I,,. dee( , �,�% s, w IAfevpXi r4, 9" e 1. ali (o �I a ate �o d p P /1,, . P = 21001nl,/ ( .S') = 3y.. (?ogj �. c` ' (P6 I +N � do,1 L 4,o3o � S = 3',. IO2I• ;` Pte;= 58. 112 / rw = 3? . oBg1, rt" /7, I I,J8Kyo I L> See Matheel 12Y14°1.-041 c2g- 4 ItlAx. Sea 1;z d/ sskwe = /goq st z y®o-iso' ea 8.13 J 1'1�.��$, 1 r I l � � � . (eccw,.f ci ) . G,,/`J A -s ( cis) IC0i44"A Loa I (PG) : P .,- 3s.o794)4 11 /04i (e ) r. ire e-75 0 Gov seg /03G 7-KJ s 4 4 K �-6"r 11-0" Jar 0�•ny 1 Pw D 32.q116 0i.asn > Use g 6 x S--6° x /!y 21 b+t: Pw = 37.026 1L PG 6/, 3siL < ,,o�� P I6an•fr0t s c2 ilEAhTM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 .10B NO /6 330 IITigard, Oregon 97223 Phone(503) 443-3900 SHEET �-13 OF I Two way eccentric footing soil pressure (4 R I P A , t 't (vn u , (7) I:- 8.5ft xf := O•in I •- 0.. 7 we 1lb I 50•- b := 8.5•ft ft3 yf := 0•in 1 tf := 16•in Po := I•b•tf•wc Mx0 := 0•ft•lb Myo := 0•ft•lb x0 := xf YO Yf I Pi := 58112•1b Mx1 := 0•ft•lb Myt := 0.ft.lb xi := 0•ft y1 := 0•ft I P2 := 38089•1b Mx2 := 0•ft•lb My2 := 0•ft•lb x2 := -0.7448•ft Y2 := 0•ft P3 := 0•Ib Mx3 := 0•ft•Ib My3 := 0•ft•lb x3 := 0•ft Y3 := 0•ftI P4 := 0•Ib Mx4 := 0•ft•lb My4 := 0•ft•lb x4 := 0•ft Y4 := 0•ft I P5 := 0•Ib Mx5 := 0•ft•lb My5 := 0•ft•lb x5 := -0•ft y5 := 0•ft P6 := 0•Ib Mx6 := 0•ft•lb My6 := 0•ft•lb x6 := -0•ft Y6 := 0•ft I P7 := 0•Ib Mx7 := 0•ft•lb My7 := 0•ft•lb x7 := 0•ft Y7 := O•ft I I IC,.j............... I i ' t I i i ` i i ..1-1-1...t......1-. ..;......i........... A �......... Ptot = 110651 lb -Tr I ' i... I 1.........b .....'..3-... F..E... 1........1....+ i i i F ......._...,:.. i ,.......}.......- p = -3.077 in yp = 0 in 1 ' i • ' x I -1-1 .......................I.......i..':i......i !F�._......: i..............`E F ex = -3.077•in ey = 0.in Mx = -28368.7 ft•lb My = 0 I Ptot - Mx My = If—totMx MY = 1254 sf q1 A Sx + S q11809 psf q2 := A + Sx + S I q2 P Sy y PC13 := A t + S x - S y q3 = 1254•psf Ptot - Mx _ My 1809 sf x v q4 •- A S S q4 p I x y I cJ1 1 C0gi = g,1004. L)q// 6,34,1 : 3120 of ( ei 4 Wil? , '3°) (Pa) L - /. ?3 0 I II- (PW) 4/80 101,r T 5'-� " h S'.6 ('.,2" -too s 15-41_ �1� 6 0 L , .2. 64/(24. p L e2hrbwl5 �'� - IG, 7o1t4_ 1� 2 jq, gook_ Mak L i n�i alive = 1113 �$( < 2 4?k, (Mc�f1►Ga1 _2-" dee w►a,e( - n-P aavid A, h leen 3 4 L (ciz) 111 /b, sss wa sA ,e 45 � = /5, 603 ce 1 • - s. s4,r icy G b w '- 6" ,� ► ?'' -4 lir4,1 �> Pw p = 20. 2 8o k IIIIL 3. /Zak I D 4- 0,c(t�s) 4014-tva tS S - • Pc 3 2 13 k 7 23.3 I � MA w. L avih� pve S v� /$$3 (s,4 < 2 o,r.s/ (M47G►e4J) I6f-6`' r b'--& i'-z" je€ e 14.Gd-e-te eht 1111M 1\ TM RIPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO l b 3 0 Tigard, Oregon 97223 Phone (503)443-3900 SHEET .t s OF { El0y/N4 5.14 Ai (c.°°4-) Gfrid A -3 (Gs6) C1�,�� taw 1 I : P = 9,'8 eq (Pc ) L = lo, 013 IL I 5 , 3,3G. . k Na Mgr/7794 0,0 /hme is o N SJR ; 0 = is (max,) x ( 8115 + 6.5 195,f O = 236071 L p6,( (I1) - 3,2, 1 i hiA, ; 0 s 2360/9(1 (c-6') 2 /2. 43°k L 4 /, 6 se2 5 = o, 817,7 LC . D+ b, (L t5) G, /,,,ivo/s --N. lei.402, Pw .4 ��I, 5'3 i j p = 19,§ 2 Dao r,. 4 01L i > Mew. � v�1., v��5�✓E I�Z3 < Vse S=-62N k• se b4 w /J' Zq Gieeei4hleG'-?C= 17 w 1) its lomvs eei G,iy 4'v;1 A-Z (C31) kivile, La1 . 1,11411 lvaJs = 5 aime as 401,6oue— (pc) L = ll. 8sok 523,15° k 7v, s'--6,', ), 5'-6" r /'-2" Ita.blij ---> sa e Pi,; 4 eiV LC: D t o, 7 L ts) cdill rots => /'G '_ 2O,857 ic Pw ., ill,?C3 /L. _> A tOx , b e41,1701) � � G?-1.._ a /a 8? s F < a sl o►� 1 � P P Gvf ( 1 #c /4v5 '614-twot y ILA ? 'TMk.. RIPPLY BY ,•/1--- DATE I CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 16330 Tigard, Oregon 97223 I Phone(503)443-3900 SHEET s lb OF 1 IPoor I N4 DF-514M (4044,) --› 4/I A-13 a- if (c3g) c4 1 1 p - zc. 3ft4_ G��G� �' : p s� psi (l6.65-1 x 3 - /sti41 I (Pc) L = 6&, II b /1- + (15150( )01) (16.661') 5 z 3,13.76-- = 3. 341 I v, .7- I x -_ 14 / -t' 416e0 'd,47 k4 ' .S 7. zss4r Gc:: 19+L c.0,,,, rt' Gs I --- PP = 37. 4 2 1- GV z !9eGtvc i/ 5.�. 1 / 51 < z� 1 Mix { � � ,� - � oo ea 4 -> U-56- 7 Ll ,, k 1 `�-,el``'r ( 1-Z " ci&e. ) 47 ) Gvi eC 4 - /5 03'1 ) G°orpefoliaig e,-44*i1 Ge2cd : D. = 11.780 L Woili Gil : 1 5 + e- 4.:.; q 44,u (wp sr Pile-6S (1) ) L $, o cs 0 -, Z4 io pi (501471 14411-1-') 5 = 2,46? it. Pw, Pw, 2 = 22. o8oL r = !0. ye3.� ,` r 7 ::.�r iL . 4r./'t� xZ I-Pc 114 wX2ti II LC : Df 0, 7S (44+-5) c4,1/111'01 X ° y, 315' I --- P r 20, Oyq g lit 26 .1 f? r1�.z. = (4, 4' 3 4, �_ . X-4. ' 3144 ; Mak . beiaki49 iiKe.,1-rfe, = /8gCps,' s ?62°42 /3/ ak I -> (2e.,_ 6'--611 k- 41-6‘" k 11-2-4 1-00,17,14, c,..1 Lq-). kr-c, kifrs. eeiz 4 ______„_,,,..s.,„46 . IIIII\A KTM RIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /(5 '0 ITigard, Oregon 97223 Phone(503) 443-3900 SHEET S.l7 OF I l''o0TI/' I2F$ A ( or(,) 11 -- G'vi`,t I3- Is- (pyo) / P,„ / 1,0A p tit 1 L r /‘. 1/4 I/' I Lc: Df 0. 7•S" (1..t s) e,o014,cols -- 194_ ttX3.,9-s > a IMk., ke4��1 �115 Ie- /ens Y4, G ps‘ nk -\ (e_ 61.-Cl " k, 6.'-4 '' )0 t '- CE Fa-4. --> hT✓1 H-i c (C 1, g c t/a,1 i7,,,,, : D = ZLt, 636'x- (2,_,,, : D = Zo.osbk W)iit (aq.1 - 29 tc(D)/ (a) 1-- ' /0, hay.4- G. w / . 0 I, 3 8v el( (I) 11 5 , tt i s- 5 ,0 s tik 71 z 191/ (s') I/ n x 4t,s' I "rrj V!6 N k $-6,h }L /t I '4 r 73,, LC: D 4 G. cohvf Vats -- nG�ti 31,6,70 4 Pyr'. - 3y. '33b A .1 12A z l5'. 1884- I -> 144x heavynj p U-ss41/6- e I6,3 (s/ e Zoo°( r X 1 I 1 I I I 1M ATM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 33 o Tigard, Oregon 97223 p Phone(503) 443-3900 SHEET SI o of I I (e.,,I�.) 6v,`,1 11-/11 (cii) Pc : 07 3. $Zct / 4140 6o4'J! 2q/5- /I (o) 2s. s84- I L xa -� N 3. 230 2 76380 /oil (1-) 5 ,-••• 6. 201 le- qq, 2 i a (, ) x. 6734 /4 : 04. L. ca f ( -4 (), : 13. G-26 k et, . Zi 6g 8 lila k,. hc4✓iriqevesseu e i 1821 Ps-1 C Z,6!/.5.I 1 1 ' Gi✓i.1 /4 - '3, 2,3 cit3 £ G ito IPD = 26, 3q 1 L P •. D= :/3, '724 4. 4611 et&. 1511(� e61a ' 0.734.4 ;1 L = !q. % t,- rj = 6. 31 L 4 �,. Watt .9a J : 5olotne a s a b ve.„ 1 51 �w Z M )6. I e4tFik j vessuv _ /q'd 3 ‹ 2�a0 �t� c _ 1 f r l�NG,. (6) PC 1ANst/ t�.6 5 e /'v 4 a/c --, (/,) L 4vi1J Kavn-fi2,Uaid s Aidoi 41 /,91-7�j I 14)4.4( ) : iis pI (' + 3o0,1/(t) -i- le,,2Iilt .) DfL t< w = 33 fa /z' = /&F,9 195' L ?? p 5 I '1A14-14 e--5 , II-V4 /34?✓$` (3) -S - A-s = 0. 3/41 > 0,6008 ft4.2- a 0016(1 )(2-(7) cek IOe._ Z'-o" l4.i JG k /I-Zh dee, 4 (n/ 3 ii/5- /an Aqi/s 412.1 PIS C 1-0 '.....4.2/4.4�G -1).0�l�fi. I -r R\AK TM RIPPEY BY VU DATE CONSULTING ENGINEERS CHK BY DATE 111 7650 S.W.Beveland St,Suite 100JOB NO /6330 Tigard,Oregon 97223 Phone (503)443-3900 SHEET $, /1 OF I Foo-n 4)4 DE- ( (600,0 GVL Hz2 (cq G' 5) Pei ; D e 3q, s�2. ' p 22, 3Ii2 k 1a`1 E, : .�� p (0 I ti = 2q. sqs L = /6. 7c3. 3t4 11-(• � S z 6, 16 , t L Po P 64.1so 14-- 3q.o3b i toy 3`' w /0-3tt x l'--Z3`' FTG 1 $ (4,4 7 19841 s < c;?ec?o (>s?` I /o '_ 3" )0 l' f-ria., G✓/ L'O Mvs eaGi 1t-it (015) 1 tis IOAJ s9r41c A's Gj�ovc. Wc� `oaf elve P<�s 110-0 8 4- Pw .� 21, 1 M . beetfirki /436 Irs, < 2t!'da(S U6a- 6'-(04 -4,.. r TZ pry H -11 (c44 & Gita) Pe 41, Pz '2 , 2.-14 n = /s.'/81 L)ak L441 --' 45' above_ • l_- 17, 606 0 L 2 716 - t, II D-r S Goi44-vw/f PC�� ett3L- e 22." kk 6,87s' I Piv 2 23. Zo3 ,F 1 H ' /$ Mak. ,e4(7�.-4.1' �„ .3 r TMRIPPEY BY Y DATE CONSULTING LTING ENGINEERS -11 CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 Tigard,Oregon 97223 Phone(503)443-3900 SHEET c,2® OF =--- v,[i 4/L --z5- Tri b, A 6C2. ((e ) (K-ZS �� p ) ) t iz,ck (�gge,) Q = 2 • Cos l2,l�to P b = (?,o (6sz �a or I t lspsi- (317',)( /7,375`) .- r,7n,,,,,, 3tt.ct ort L 3. b5 � G = /s, q k _� Lc: Dto, 9s (CI-0 a.,01. oI I. . �' = (25�i'�)(Gsz �� = /6. 33 � • `. VSG 1 34-6 11, g'-6°1,,' 11--41 ' ('"l'7),, be,(!/!irti plit?4a,,/e- n /?5-2_,a51 vie III P II --1- 64,;.1 kit_ -22 / Pok I PC50 (K-Z2) 0 - /6.3?2 ill I.- µ ,/211titk L6.. 0 {- b, (t -- , e-04,11474 IP ) 8�yb t 2 . v3k (i._22D x (�(�)(634r,5 �2ooi � . $ s = (ZsI ,5 i) (63 y.s 6 4 /S. •sb 3 l 4X22 g /44X). 6e4 .9 fve-5.5tive_ = Ing (51 < 2'°R43' ieS a ' c� Use- 6' 6„ )4 b'-- �, )0 1 2 Iros1` H _ I I II � i M RIPPEY BY � t- DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 5.'21 OF 6. L , 12• % 0 r . '- Z 3°3 A- c4111 p _zn = z0. ams1,- . , n2 166 �� a /2 (1 2,, ii SR I°L4 ( 24 114 ') 15. 6k8�. r > I-iA)6 . &1 s,/ pe,-354/4.- A '7 1p$ [4. g.g,0q()016 �" H _ —1,0541 ______4, > at-e" �'6?1-64 $ / H. `` : F174 )--iF 1 ( in G v) d if W411 foo i.,j 1. Wail weighk = (/33 'p )(35 ) = 465-5 pl, DL = ii.o43 h- (z- 5'�4ie ) / �?' -� = 10gg ply LI_ ti. 00k (z s1vi s) /2' il- 1voI /i( no,5 SOL 101,( St, = z ,11ti /8'x = 21 y e I v4 af4°h N ( cc_ r )t. ! /Z6 P/C (dl,) 263 Dlq add M��Grt-�/I� 1,,4,i - l2� �+ 6aa (�2�� Zo $ b WT f111, ' 68/6 phi / 3,S = /q# ?m r5k 4 op psi o I g> U56, _3`-6 m in . Itilde_ 49,1114‘ (1` z deer) I /t1rf shv,k t ye. ,feksie. rel, -47/we-c e_ovie4 ; (4I) J1 x ten//, 4,0?. (/oig) b#1. / I I I \ TM RIPPEY BY VL DATE -Y 1 CONSULTING ENGINEERS I CHK BY _DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6330 Tigard, Oregon 97223 Phone (503)443-3900 SHEET 5 22 OF I • wof !t DL- = pans ply l8. oto Zai 1 /F $ . - 6 oq2 L t-1 G 0-FL. j a Vev, i �.) VSA S 6'^ k 8 .6 114 " F-74 (M�(1,GGr Cet,44c, Den Go(y n r ® , � � eo%4 peat s cy CA744pvi : (A), 7 t , = /480 ) rJ!2 097 L(D) + �t.o�� k_(&) (2 5,6=rie,s) 4130: /2. 2,07 L10) tt. 8Sb (Id) I4.33 ‘, 4106 ,(x) °� 3.795 �- (1) 437 �;6 /6 If-' (0) t /o, 'yz (G) r 7b1i( (,mad ; 37,q/3 I- (0) -r l?. 234 t- (L) Gs /s? . w/ D.g veIIe.hwi IUse- 51-&(. y, 61-6k / 1 ' F /t44-l'Zr (c n•Fev oo c,o`tin'n) r I rI 1,T r r 1 Y 1 I\ TIN/1 RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE I7650 SAW, Beveland St,Suite 100 JOB NO /6 330 Tigard,Oregon 97223 Phone(503)443-3900 SHEET g,2 Of I I fOgr/N'4 pe 14A.) (Gravrpy) • G - Ht v ,/add fa°� r, ('w 10 IPS P /54 lcok ,c: 0-r L (60i.1740Is) P ` lSLt 24.3: / 1)J - 3. e/d 4- , - r Man. pvr 55 _ 11'14 Psi < 2-124'9($1 1 Pw /3. 83c e,L�- _) U 5, 56; T. i A 9'a X2 -0 1.11P, 4i/if 1 13. - 5A 64 v W4GI F�•f''n R pp p P S�. l SZ k (c��(a) I LC: p +L 1 1 Pi .y 4- Yh P5 e = /q 4 i0 dl (P O -. �g. O('Z h (&.14q) 194 = lj.7ZS (c= (r2� mlik. i)vess6fve - 121/& rsk 4 2000 rSri I ( � ( o`ffPJ8:.3�t8 . � (A4,01111 4,10 — 30' $7 1! hx 7 4 C� - x a 1 res 25. 7SSt tc: P+L -> Max. /9✓e5 4fvG. _ /98l < aodo ,i,.. re- T/,66 F -V, syol� �M� h€ �� w, p, = zh,7b4k SV- 4' K 6. 6- .'` 21-e?`` r SCA ( (4.) • Gvid 1Z - Stieav 040 E"i . (S-14r1` 4.1) 1 rw i ; /341.?6zL, + z/. 74/ei k- + '23.37814 18/. /811 Pc - 4//. 7g� 11 s ' hi veatrve. a ISSN s < 7.P.0� ,- Q ('g = �.tr (soil wed �1 ��w� r 1� p,„, .. 38. 953 tt- (A10,01‘41) / '., ! tilt-o, r 6't O N x 2 -- N01, 1.1\/1K TM RIPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 1001OB NO /6 g 3 b I Tigard, Oregon 97223 Phone(503)443-3900 SHEET S'2-11 OF I too I TIN( 0 c ; P, w e7. 16)00-2.r, 7_/?. ZI 3 h cdh�-rm t PZ = /15. 6/5k- ' W I WlqI + ("ti.e72.) Motx.pves5UYe = 197 19s,( 2,vP° esi e . rim E = 2, 170(,... IPGvZ '13 1121 / 1 a " A q 0aa a I • r r- , S6 (s piy To x14/4!1) p3fitiR� W P 133/25't (3/)(e1,31°) + 5i5 f (Z)(/.751)(&/.33) P� ' + PZ(75- .t75)(Z)(45.1, Z) 1. 10,5( (8.331/2)fri 33°) oot I > W l0). 53814, U rfEA 1\ TM RIPPEY BY VI' DATE CONSULTING ENGINEERS CNK BY DATE I7650 S.W. Beveland St,Suite 100 JOB NO /b 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET C.'25 OF SA lie t-6. I SORE.Ao 57-waT Two way eccentric footing soil pressure (41,0 /3 a 58 FA r IA,A tt, r ao7IM4) I L:= 30.667 Ib ft xf := 0 in wp := 150•:= 7ft i .= 0.. 7 b Yf := 0•in ft3 I tf := 24•in Po := I b tf•we Mxo := 0•ft•Ib Myo := 0•ft•Ib xo := xf YO := Yf I P1 := 19410•lb Mx1 := 0•ft•Ib Myr :=▪ 0•ft•Ib xi := –12.746•ft yi := 0.818•ft I P2 := 51482•Ib Mx2 := 0•ft•Ib My2 .= 0•ft•Ib x2 := –13.651 .ft Y2 := 0.5•ft • P3 := 71725•Ib Mx3 := 0•ft•Ib My3 := 0•ft•Ib x3 := 10.365•ft Y3 := 0.818•ft I P4 := 12348•Ib Mxo := 0•ft•Ib Myo := 0•ft•Ib x4 := 13.651 .ft Y4 := 0•ft I P5 := 33004.Ib Mx5 := 0•ft•Ib My5 :=• 0•ft•Ib x5 :_ –8.889.ft y5 := 0•ft P6 := 33004•Ib Mx6 := 0•ft•Ib My6 .= 0•ft•Ib x6 := 0•ft Y6 := 0•ft I • P7 := 33004.Ib Mx7 := 0•ft•Ib My7 .• = 0•ft•Ib x7 := 8.889•ft Y7 := 0•ft I I ; I ............................3........ ....... i iif i b ( i..I. .1! ii ( -11 11 ; I II ...}.' i. tot = 318377 71b .fl i l i i i--. ,..? 7 3 .....a i .oaii. y.y .f...1•3. €.i. i. . ;.; 1 fi ...j xp _ _1.439•in Yp _ 3.78•in 14 1.1 °1 ...li • ' 11 •f :..........�............... ..33� I ' i ' • ' ' i ! i... ex = –1.439•in ey = 3.78.in Mx = –38188.5ft•Ib My = 100289.4ft.lb Ptot Mx My Ptot Mx My I qh : A – S + S q� = 1918 psf q2 := A +S + S q2 = 1849•psf x y x y I Ptot Mx M q3 :_ +— – Y q3 = 1048•psf Ptot _ x Mx _ y MY A Sx Sy q4 • A S S q4 = 1117•psfI I S.26 I ^ c'''''' 21°° r- w l = _( c-r ?5),05 1 25. 33' 2-) r � � � � i Zn� �^�� / �- , / 7/ / / / /«a 323 4 1 (0) s 15.°p1/(_‘) . SE1sMt4 W - (6s +/2s) s1 (//0572) / ALl 6 pit (D) �- Illpa (L) \ P(F55vga Tonal w, = fill fill (0) `r` 16C1P1,/ O I Jy,�,, 2,d„4 146(414, el : Cfr 1 d , 200 jJs J� S 4e live e v/ y,S. .v� - 3c , / (F;F. I°) III �A$i-(tilvCSSu✓e -- 2 2 , I 52l�Mi2 L L w ?g®.s pi( c 46' Mem. Iti;0d tee '' 28.6 P$1 (?(.714- c,e3c) (u 14) (wail)= (0,4)(0,122)00v/�;(),, 28,38 pa ((JO) °r c' 41461.14`ve •. �.) U S'" conrfe¢e ✓e ..i�vii, 1,,,,a a ,,/ 7 0 gs'' I e x/eyti 6-q” hvve- -100 (i'ls e. I'-0" a/c i/e4. Ge ar re,4. ) Coif-A;A.4z) J _ 6' rtildG x 4 <s ( �� ( 6 ' 5k6I) //, , 1 w/ t 6 g /2 ' 0/6 (4,5e) 4d) 0 '1 (? f`( ' .91/ - (het O ✓errt l va•uE {. (Airte‘/11,-4)' I -1,q>. Min - (o,13 Sles i 0.0012 (/V)(G.5'x 12� 2, 3?1 ,'�.� _) 0 e_ (23) its ikv/gii Caai We,1G W41( volA tb✓- ,4. i X , I TM RIPPEY BY VL DATE irThilikA.. CONSULTING ENGINEERS CHK BY DATE 7650 S,W.Beveland St,Suite 100 SOB NO /6330 ITigard, Oregon 97223 Phone (503)443-3900 SHEET5..2-4- OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:21 FEB 2018,11:51FQvl Cat��ele er�d .f pnitng 11N�i EM P�z016P1o�eals�1s330 I G� 1a.00.' w1(00$140.0 .1CM.csrls33o eas .... ...... v.. .. .. ... .. . ENI RGALC,iNC.1983201r,0,0j17.12.10;uer101712.10 : Lie,#:.KW-0600256Z Licensee':TM RIPPEY CONSULTING ENGINEERS; I Description: 11'Retaining Wall(w/seismic load)(North Wall) Criteria Soil Data Calculations per ACI 318.14, ACI 530-11,IBC 2015, Retained Height = 11.00 ft Allow Soil Bearinc = 4,000.0 psf CBC 2016,ASCE 7.10 Wall height above soil = 13.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 786.5 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 6.10 ft Eccentricity = 0,00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 1,197.0 lbs Base Ab fll Soil at Back k of Wlall = 0.0 ft Axial Live Load = 1,669.0 lbs Wind on Exposed Stem = 24.0 psf W Axial Load Eccentricity = 0.0 in Poisson's Ratio -- 0300 I II I e I II I I I 111 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection Title Block Line 6 Printed:21 FEB 2018,1t51AWt • P'2016hrnjeote116880 MbGLandro r YJA54tS"CRUCTURALICALCS116330.00.0.o6 IG i1�Ievered J' a 1.WWg wva.M� .. .. ::.,. ENERcALC,I4C 1983=20,17.8uildl01f .40"Ver10.17:1210 , Lie,#.:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 11'Retaining Wall(w/seismic load)(North Wall) tDesign Summary Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 8.25 0.00 Overturning = 1.50 OK Wall Material Above"Ht" = Concrete Concrete Thickness in= 8.00 8.00 Rebar Size = # 5 # 7 = Total Bearing Load9A36 lbs Rebar Spacing in= 12.00 5.50 ...resultant ecc. = 15.67 in Rebar Placed at = Center Edge Design Data Soil Pressure @ Toe = 3,040 psf OK fb/FB+fa/Fa = 0.993 0.990 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 730.2 4,668.9 Allowable = 4,000 psf Moment....Actual ft-I= 5,118.9 26,807.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,863 psf Moment Allowable ft-I= 5,154.8 27,080.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 15.2 77.0 Footing Shear @ Toe = 47.4 psi OK Shear Allowable psi= 82.2 94.9 Footing Shear @ Heel = 18.0 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.00 5.56 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 21.36 63.00 Lateral Sliding Force 3,720.9 Lap splice if below in_ 21.36 32.54 Hook embed into footing in- Masonry Data I fm psi= 1,500 Fy c psi= 60,000 Solid Grouting = Yes Load Factors i Dead Load 1.200 Modular Ratio'n' 8.04 Live Load 1.600 Short Term Factor 1.000 Earth,H 1.600 Equiv.Solid Thick. = 8.00 Wind,W 1.600 Masonry Block Type = 3 2 Seismic,E 1.000 Masonry Design Method = ASD Concrete Data fc psi= 3,000.0 4,000.0 Fy psi= I I Footing Dimensions&Strengths Footing Design Results Toe Width = 4.25 ft Toe Heel Heel Width = 2.50 Factored Pressure = 3,863 0 psf i Total Footing Width6.75 Mu':Upward 26,925 0 ftIb Footing Thickness 17.00 in Mu':Downward • 3,495 2,869 ftIb Key Width = 0.00 in Mu: Design =• 23,430 2,869 ft-lb Ke De th = 0.00 in Actual 1-Way Shear 47.45 17.99 psi y p = Allow 1-Way Shear - 82.16 82.16 psi Toe Reinforcing = #6 @ 10.00 in Key Distance from Toe 0.00 ft fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings 11. Cover @Top 2.00 @ Btm.= 3.00 in Toe: #4©4.75 in,#5@ 7.25 in,#6@ 10,00 in,#7@ 13.75 in,#8@ 18.00 in,#9@ 22. Heel: Not req'd,Mu<S*Fr Key: No key defined I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:21 FEB 2018,11:51AM Fio P 12016 projeatsti.030 MDG t.ands er 1NA SQtiO.TRUCTt1104.GS11009 Extra eo6 G 7')It��m t"eC� # :,711�11g 1lll l� <::. .. ....:.. 1Ft.RCA 0,1NWA... l�,.Ulair.12,1o,Verlu. 11210 Lic # KW-06002562 Licensee.l:TM RII'PEY CONSULTING ENGINEERS Description: 11'Retaining Wall(wl seismic load)(North Wall) Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,698.0 4.14 11,166.9 Soil Over Heel = 2,218.3 5.83 12,940.3 I Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -87.6 0.81 -70.6 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 1,197.0 4.58 5,486.3 i Added Lateral Load = 786.5 8.02 6,305.1 *Axial Live Load on Stem = 1,669.0 4.58 7,649.6 Load @ Stem Above Soil = 324.0 19.17 6,210.0 Soil Over Toe = 467.5 2.13 993.4 Surcharge Over Toe = I Stem Weight(s) = 2,450.0 4.58 11,229.2 Earth @ Stem Transitions = Total = 3,720.9 O.T.M. = 23,611.4 Footing Weight = 1,434.4 3.38 4,841.0 Resisting/Overturning Ratio = 1.50 Key Weight = Vertical Loads used for Soil Pressure= 9,436.2 lbs Vert.Component = Total= 7,767.2 lbs R.M.= 35,490.1 *resistance,butli sinincluded luded or soiltpressure calculation for overturning I I I I I I I I 1 I c.30 ge44/h/,,1 w.,6/ £ Feo-/P)i t sl 4 (e.,44,) 1 1,04,1s W = (asp ?5-.)r s 1 (2. P,,ows)(4' i' 444,,k,) . = .60,0 `p1 (0) f (o0 pi( (t) Clio L '44 h 2Li 1051 (2a') - 2'3s2 ,01 (t ): 7-040) w w 2952 pie/(0) + 690 Pl/ (L) Add 54v‘h4v3 e 2' p 3/ (4/ ia ) 1)- 7've tee) v Y J fd// = 3c pc I (e,F.P.) I Pa 511/4- eew ill Ye-1 a�tve- 25'9 � P tSet},v G- )M v14,4JL 17ee_ - 6 s H 2 .- 6,S(7) 1' f gS�,s��`c. CMS t��di Ve��-�r�vi 8kito l (/312e) (a4) ( i,o)(a922) = /c9 p/ (it , /144k. ,-/A.,1 4✓ee_,! 23, I ps 4- (/3 2, = /s?(,/- (ui.r) ('7"�� 9 — --› F9c c411-17''eve., 60461:h -> USB S" Qii Ye_4-e- ere,:7rniii) ward 141 415 e- 1`-3" .. t2/1 eJ3 e (e xtem 4 3 .O' eove. 111''43 /,-e' Ii've: ; 0-c 1=3'" d/e ell 6, eke 4-J V-6" w s e /t11 ''/' cev,,4 ev (EEr of e.) it w/ #5. e- 14" ,/ -fie, itli Q !-6k '/ L� • 2'-e" 1=n All'i, 1094e Slee( : 0•00/8 (131)(S,s'xt2) z 0.983 rio z (6)fil eta( Iit 140614 4've A v,,,,01 41 e YY -Au I e 4,1 TM RIPPEY BY V C DATE ' M 1." CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 '2 IJOB NO /6'e,L5 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 5.3( of ---- 5,3W' (ZFTI iWilt/G FIE Ic'HT (AJo m rnt) I 5' wj ele ,I. 'J`-! u Jee, `',1 - to d L6" r 016 44 # (�? /c6 ' '/e' .ftr i 3,n.. 2Le„ ,M;1.: /ohi , ff46l ? 0,e20/1(s'),12. (13")I R 1, 041 li,z J ) ()561.P__' itA,[4 , ( 4) e1 ` � " / 6 /'n.�� 1 r I 111I 1mi\ TM RIPPEY BY DATE CONSULTING ENGINEERS 1, CHK BY DATE 7650 S.W.Beveland St,Suite 100JoB NO /6330 Tigard, Oregon 97223 1 Phone(503)443-3900 SHEET 5.32 OF I! i ( 1 ( Ai-maNiiir OE514 J (ZETA/Ai/ G Co,vtA-Af tivfne- g 1„) (1,vitio tic s_________i W = 28p6/ (c, iJ ) ((cam) lSf�1G W ..t. (0.9)(0 ,322)1/00,0 ) �= 28.88 5 .S515Hic� Ufa) 0,5 I I5011- PPE SV10-6. ; cpf .f� - / y 60s(il d 4• 5eI s,r►, d'�Vl0✓1'►(L 4v e 986,5 pl."- @ 6.6' SISMtL f { M+ toy, = 3,3 a' k•e (v > (ENE. AGL) --sac. 6.6 M - mq �. i./33 �, pl. v -7, lc s 1 q d ^ /a 4$514me- lis .- Po"®" v/4 (4.5 '0.3) i'A2) ]� hovl� hfri/ I`e9h r'-A-te=m1 i 12,31 (60) - I 0 etevviee tit ' J " 3.3 " rl / v.BS(4)(12) Ai", N 52.6: k,1� 0/,3 1® 4 - > 3,383 t'h- 0 tf 5 " , 0M,, - aq (d,3))(6°)( . 63 grin ih IMv, '> M14 3.383 1, A ) U . o / ate III Il TM RIPPEY BY VL-- DATE CONSULTING ENGINEERS CHK BY / DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 30 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 5:33 OF _........... . Title Block Line 1 Project Title: 111 You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:22 FEB 2018,9:13Nd i Fite P\2016 P ojeats\1 330 :t4tG t idrover WA S.OML)F9g6L\0ALCS\16330 Extra ee8 Genera! gear l.111Iysi ENERCAIC,INC 19832017,.8ui>d°101712t0,1rer1017:1210: Lic,# KW-06002562 Licensee:;TM RIPPEY CONSULTING ENGINEERS: 1 Description: Retaining Concrete Wall(11') Genera(Beam Propertie$.; s.. Elastic Modulus 29,000.0 ksi Span#1 Span Length = 3.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 Span#2 Span Length = 10.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 Span#3 Span Length = 10.0 ft Area= 10:0 inA2 Moment of Inertia = 100.0 in"4 Span#4 Span Length = 1.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 iM4 E(0.71 885) I. \41/(0.9288)1,E(0.02888) W(0.0288)E(0.02888) H(0,0.58) a 5 0.6061 O O O O O b - - .Ila:.K.S. --- :::::�:a:.;::L, zea tea '=�:::_:> 11 Span=3.50 ft Span=10.0 ft Span=10.0 ft Span=1.0 ft F + + -I- -I Ap tied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.02880, E=0.02888 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: W=0.02880, E=0.02888 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Varying Uniform Load: H=0.0->0.550 k/ft,Extent=0.0-->>10.0 ft, Trib Width=1.0 ft Point Load: E=0.7865 k @ 5.60 ft Load for Span Number 4 Varying Uniform Load: H=0.550->0.6050 k/ft,Extent=0.0-->>1.0 ft, Trib Width=1.0 ft DESIGN SUMMARY Maximum Bending= 5.983 k-ft Maximum Shear= 9.313 k0 Load Combination +1.344D+0.50L+0.20S+E+1.60H Load Combination +1.344D+0.50L+0.20S+E+1.60H Span#where maximum occurs Span#3 Span#where maximum occurs Span#3 Location of maximum on span 10.000 ft Location of maximum on span 10.000 ft Maximum Deflection Max Downward Transient Deflection 0.007 in 16869 Max Upward Transient Deflection -0.003 in 36002 �' Max Downward Total Deflection 0.009 in 12754 1 ' Max Upward Total Deflection -0.004 in 32308 Maximum nrces&Stresses 0.(t4ad.Ca 1,010. 0#s Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 3.50 ft 1 -0.18 0.18 0.14 Dsgn.L= 10.00 ft 2 -0.00 -1.90 1.90 1.40 Dsgn.L= 10.00 ft 3 3.38 -5.98 5.98 9.31 Dsgn.L= 1.00 ft 4 2.88 -5.98 5.98 9.31 +1.40D+1.60H Dsgn.L= 3.50 ft 1 0.14 Dsgn.L= 10.00 ft 2 -1.36 1.36 1.12 I, Dsgn.L= 10.00 ft 3 2.40 -4.83 4.83 7.58 Dsgn.L= 1.00 ft 4 2.30 -4.83 4.83 7.58 +1.20D+0.50Lr+1.60L+1.60H I Dsgn.L= 3.50 ft 1 0.14 _ Dsgn.L= 10.00 ft 2 -1.36 1.36 1.12 5.311 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Panted:22 FEB 2018,0:13AM Iiii�aPtlE31"dl � �Jml An ,iysi F.+4 1: 016 pro ts�,0.40 r G Lanamver wA$0.11 ucruRat.�o 4 0%10.130 xt eae SNEFICAiC,INC.1983.2017,Build:10.1712.10;Veri01712ID I Lic•#:KW-06002662 Licensee:TM RIPPEY.CONSULTING ENGINEERS Description: Retaining Concrete Wall(11') Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) ISegment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 10.00 ft 3 2.40 -4.83 4.83 7.58 Dsgn.L= 1.00 ft 4 2.30 -4.83 4.83 7.58 +1.20D+1.60L+0.505+1.60H IDsgn.L= 3.50 ft 1 0.14 Dsgn.L= 10.00 ft 2 -1.36 1.36 1.12 Dsgn.L= 10.00 ft 3 2.40 -4.83 4.83 7.58 Dsgn.L= 1.00 ft 4 2.30 -4.83 4.83 7.58 I +1.20D+1.60Lr+0.50L+1.60H Dsgn.L= 3.50 ft 1 0.14 Dsgn.L= 10.00 It 2 1.36 1.36 1.12 Dsgn.L= 10.00 ft 3 2.40 -4.83 4.83 7.58 Dsgn.L= 1.00 ft 4 2.30 -4.83 4.83 7.58 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 3.50 ft 1 -0.09 0.09 0.06 Dsgn.L= 10.00 ft 2 -0.00 -1.44 1.44 1.13 Dsgn.L= 10.00 ft 3 2.39 -4.79 4.79 7.53 Dsgn.L= 1.00 ft 4 2.28 -4.79 4.79 7.53 +1.20D+0.50L+1.60S'-1.60H Dsgn.L= 3.50 ft 1 0.14 Dsgn.L= 10.00 ft 2 -1.36 1.36 1.12 Dsgn.L= 10.00 ft 3 2.40 -4.83 4.83 7.58 Dsgn.L= 1.00 ft 4 2.30 4.83 4.83 7.58 +1.20D+1.60S+0.50W+1.60H Dsgn.L= 3.50 ft 1 -0.09 0.09 0.06 Dsgn.L= 10.00 ft 2 -0.00 -1.44 1.44 1.13 / Dsgn.L= 10.00 ft 3 2.39 4.79 4.79 7.53 Dsgn.L= 1.00 ft 4 2.28 4.79 4.79 7.53 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= .50 ft 1 -0.18 0.18 0.10 ii. Dsgn.L= 10.00 ft 2 -0.00 -1.51 1.51 1.14 Dsgn.L= 10.00 ft 3 2.37 -4.76 4.76 7.48 Dsgn.L= 1.00 ft 4 2.26 -4.76 4.76 7.48 +1.20D+0.50L+0.50S+W+1.60H Dsgn:L= 3.50 ft 1 -0.18 0.18 0.10 Dsgn.L= 10.00 ft 2 -0.00 -1.51 1.51 1.14 Dsgn.L= 10.00 ft 3 2.37 -4.76 4.76 7.48 Dsgn.L= 1.00 ft 4 2.26 -4.76 4.76 7.48 +1.344D+0.50L+0.20S+E+1.60H Dsgn.L= 3.50 ft 1 -0.18 0.18 0.10 Dsgn.L= 10.00 ft 2 -0.00 -1.90 1.90 1.40 I Dsgn.L= 10.00 ft 3 3.38 -5.98 5.98 9.31 Dsgn.L= 1.00 ft 4 2.88 -5.98 5.98 9.31 I +0.90D+W+0.90H Dsgn.L= 3.50 ft 1 -0.18 0.18 0.10 Dsgn.L= 10.00 ft 2 -0.00 -0.92 0.92 0.65 Dsgn.L= 10.00 ft 3 1.31 -2.65 2.65 4.16 Dsgn.L= 1.00 ft 4 1.26 -2.65 2.65 4.16 I +0.7556D+E+0.90H Dsgn.L= 3.50 ft 1 -0.18 0.18 0.10 Dsgn.L= 10 00 ft 2 -0.00 -1.31 1.31 0.92 Dsgn.L= 10.00 ft 3 2.35 -3.87 3.87 5.99 Dsgn.L= 1.00 ft 4 1.87 -3.87 3.87 5.99 overall Maximum Deflectitins ..... Load Combination Span Max '"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.70E+H 1 0.0036 0.000 0.0000 0.000 I 2 0.0000 0.000 +D+0.70E+H -0.0037 6.122 6.122 +D+0.70E+H 3 0.0094 5.102 0.0000 4 0.0000 5.102 +D+0.70E+H -0.0001 0.347 Vertical.ROaction$ ... Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.247 1.111 8.351 -5.373 Overall MINimum 0.025 0.164 -0.130 0.107 I +D+H -0.085 0.785 6.791 -4.163 +D+L+H -0.085 0.785 6.791 -4.163 S.3 +D+Lr+H -0.085 0.785 6.791 -4.163 ?FT l JWA: ecoie-6?-15 it PAu (7 i (,J - '21.1 p%,( (Li 7) (1/0/1,4).) 1°'-�, W(wit,P L sr: 64 ) w = (ail)to.4 23 (811 ps ) = 241.26 p/ (urs) (SE, t, i Solt, p St4 cc psII1- - ,)1� 305 119)1 a 1a4. ll i 5��S F�- '� `itt i r = 318, to e . .2' 6[ ; ,Lp s�JSMJc Mf MfYk1, 32 �� ( vF ti-\ s 4.2' q S9 3 t.•6 oiu M-� titfl�, 3,, �� eaF5 M 6 5 y,, O 5(`Aj flG L /‘" ©'c 2 C tle 01 '414: 1 p L.,,,4, 7 o 33841 Y 0,85)(4)(12) .9(93 6011.,- o Y - 't c cf M ° 17i 3. 16641.1-1- > 3.591- khii => Use, *1s a / l " Q/i Ve,kI Ue 47 -o" 4vlJe xx 1=1°' 'r i004-171) (,v/ oce it-6 49/4 bol, 414 4 a s(6 9/4 Joe I I I 1M p . TM RIPPEY BY V1- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 3o Tigard, Oregon 97223 Phone(503)443-3900 SHEET •36 OF 111 II r,r1At1J PRo Ilit' gETAIiiiP41) I0retew/ 5@b0.4 , 1 I I13'-6" I • &oncretew/#5@10 ." 24'-6" r2E�A Restraint ` 4 I 11'-0" 11'-0" oncrete w/#5 @ 10." • - 1'-0"+ ,...„.7:+'t.<<j�;42$Rt� � 2 L Sti g L• i • ♦ V iliding Restraint I � 1'-1"� I #5@16.in @Toe #4@16.in 3'-0" @ Heel 5'-0" I I I C.3-- r- A SAP I (it' DL=1197.,LL=1669.#, Ecc=4.inf I • I I I pO.psf _ 111 iltftlpitRestraint I I I I Sliding Restraint I Pp=417.53# 5223.5# 1504.3psf 1831.1 psf 5138 II GATFtelit,- 1,0A6 (Il' r T11rN11v4 DL=1197.,LL=1669.#, Ecc=4. I I 28.88psf 1111I • 200.psf 111 22 -a Restraint I 786.5ps tiding Restraint Pp=417.53# 5223.5# 1536.5psf 1798.9psf 1 I 5. 31 1 I 1 oncrete w/#5 @ 16." I I I 28'-0" 1 3®82fe#Restraint 1 oncrete w/#5 @ 16. 5 0 I 21'-0" ,I. i oncrete w/#5 @ 16. 7'-0" 1 'Aiding Restraint 4 • 3�-1" #5@16.in — } @Toe #4@16.1n 2'-6" _6" @ Heel 4'_0" I I S 4o I I 1 DL=600.,LL=600.#, Ecc=4.i I I I I 139t44a#Restraint • I I 00.psf 111 I I I3hdtng Restraint Pp=417. 05.2# 135 if 1864.5psf I I I 1 DL=600.,LL=600.#, Ecc=4.in1 I I a I 9426p 3®6)133#Restraint El I • E�a I sf 318.5ps I glang Sliding Restraint Pp=417. 05.2# �f803.psf 1613.7psf I 5, 112 I l RI /S MCT//l. /AALt,- 1. / 1 III I=gAmfN�a or-514,0 7Mo = (�,� ( lel ) ` 2. II J {{{ � -f� 1f (?,1 1 ?(If -Irl �'� 12 = II p/I (46'0 in 4 ---, ASS4r�d- 600S /62 -'3 / _ ' 62/G _ry to.� — 3,I' y..1.;_,,,,74.,,-; --41 � 3r �-� Check, r}i ;�, 10e el ; a.,a f 36`611 1 / :., - �I elf. oK w a W/woa �I 4,," (Li, t,„,,,00„) ti .._ /I,q (3,6)72, ÷ 3e2 (3,6') ..-7, 2 4t 11,,. (I- II Al� z = 1?,9 II (12)z/8 a 3Is,G 1h,. = 3.8s k,,`,i 1 36P1 �, ,,,,,,Ax). ` J IN�c ' /4�lfi /LItie, le'ti3.&31''[.6. 3w ) I1 : ' .,&-1-1 ' )---/-r-1 -- 1 1 ,, ,,,/'< — 532 (/150 ice-- R Cr(1.(w4 0 ;-- ` is-o" !�<< (e�� 3.'1 '-� 1i,341' - •. 1 StiSN,C ( dl/o /y3 ' 'i 1/4/ r- 263 rf- --- ue- (3) 54-44/5 • (17.7)(11,2'/2) �; �� = 9g rll 11,2 ' lel-/4" - _ 3 7-P.0 } ( ' g' _> lire 0,V?4 boos/42-its ! vi = o sg`' > 0. z7 H O2 L3ri3x31/4 P,, 1-2 = 3, 1'34. V o,586'1 IITip, STUD wAGt, f=P4Mr Wig -- K,`Gier a bo/2 (—e,—) 4,,. of 1T.? ps( (I1 1)(20)78 M� no', la.a (3.61)'2./1 - lq. (9P2 + l2 (61 =0 ,,) Use vn,n. '340OS 13?- ti3 0 , 7~ lot elf (. ) (3,040/4., ./Vlerk) = /11'' (A441144 = 15.E 8 1,- 12^) 1 ` z 6 ' v2 8, jq' --a if id - o. sl " 9 => 6,90S- 16Z- rry ,o.st'i ' rt, z 05364 M1.- ks,.. TNI RIPPEY BY 1L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 SOB NO /6:33,-) Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 6•1 OF 6.4 • A/ie✓y,4lively ,, de5ifqh O 1:30(1/4 4 lei e, 'rod- tie Soon t,J+�i /7hl 7 (2o'/ ) = /-?1a/ ( A) 1 Wgrw, ,1 / ,` ( 6,6 oil i l' Ai , ��i Use /000 5 / i -46. (/t1a f / , 5-6. 3511-0/1) X 7xzos6 37kSO / " /o'.ZIvv S'3 c K r4 `per '✓aGl� I -� Use 6oc), T /0,s---71 s (At-to = b ?z 4-iii) 11 tA) c 17,7(/fi /0, 7 2 263 p// .) AI Gncsai"t/G. : ksS ' K6x 3/ v/6 ki,k. (F, 0 ,1, ''01ww►x 0. fes,ojo �� = L/ 25? a I 1, 6 b I- (6) t 2,s3 — (Ie, opt) Fitt+UJe /4 S 5 6 K 6 , 3/6 #1114- ( 11/6 ee.44 ) 51-reS5 ;a,(—ro o. Gi6trl: /,0 N A414 ' 0, 7'163 ''= L/3Zl 0k I. TI I / i G f'l o !LE c�cGv ✓�.47.4i/e d ,1 A 11-ev is/)4� ii S 6 11 x ?//o ( k i ) NQS l' , t1 S'✓�S vii 1-77Q z ci? '2: I,o G 1Z 36 ft Z7 lEAKTM RIPPEY BY tA+" DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 ,IOBNO /�6 330 Tigard, Oregon 97223 Phone (503)443-3900 SHEET 6 a. Of ( ( .5'e. 514($"A ' F 31'! ,c' ' - 2e -t/aovr r ,J pe,..6,...A : j /i� 5Cji cel'-`-i`� 2" /3 /4 -e,/4( = /�,7 (s,S's 11-6/() /3o IP ,USe_ 5;-4,,pso+'I +See �S.S' a. 24J -fG'a/ G,iffe,a( , deA4A IA 1 ' la, (y i/2 + 3.6 -v i m11N) I 3g61 I 1 64(4,GI = 4/I1oO- (Ail/0 e 1 II I 1 ! o S�� L- aA (� ) • �oWncC��v► Lae44,se4i e,v-- I I '. 4-10 SGP 44.1 c fel(1 7-63 t IP> 19/0Vid, 56,44/S e4,4,4 J (�/' 4',./�) 6-'1Ayyeye 1_ (x-10) TMIII I RIPPEY BY V L DATE YYYPICONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO / �� ITigard, Oregon 97223 Phone (503)443-3900 SHEET 6'3 OF 446-77 5Tvo c✓/&.- oPrM/f 46 (3)70°5 lam I.) = 11? li (450) - w9r Ali = 1°r 4` (Ze't ) - Otto ()IA- (dt.) 1 Mgr o 4,ox /6 2/2 = /6 80 11-'1- , q.2. /6 t-/21 10.5 - /t., (78.1c-'11 P ev f 44e( '> V se. /,0005 16 2 (8 (it 14 s6.3, '14) I 'lei A4 2 03 x /6 el 2 5664 l� I•6, = 6a.91 I'IA 16Mnx 33• q 1 '« pe/ 'jv441. ti goo i►'zs 6$ 1 lJSe �oo'T ZS' 6? C/f'1✓if(, = ? `'�'t� I___LJ looa 51(9s-68 6. 1e wtad grNn 1, 92o It_ (PG) + 1, l I-) t MAh) 00012- G4-1-Cs: 1- 8260 6 = 1. Z ) 1 M = (17,71°61)(11-10 t 3'-4412)(zo)1s = Z6 5s I L'11- - 31, ;16 kip, (3.7.37 kt., _� Ost (3) poo 5 2oQ - Sect ( flag, :. 3/.3 /•4\\ 111 (_> ( ) $a�s2� -sy c.han/t is er Gt4 ,ie.. 3(3?.37) = 1/2.11 14.1✓ > lg. II klh ®(� (G) to �R , i -rale. #10 5ovi G,e. r x(44:1/y s 3 7-0 (5y ' '1) L. - eari,7E01-74.1 e *ifs 4.1„ 6,,,,,,J 4-.)a?I./4 s , iii 6 + t 3�a' = 1, 328/ hill,/12 331 AtrFte 4T1 Mak. s (A ) 44- e e,-IJ? etp44l & I SiM s� 70'GS - Prov) beavt.111 541415 e. e4v4 ei a/ //00o# (s at✓) 56t w+ �`I� box, Hca e ( goo 5 Zoo-511) 1/00 )' 2- = 2200 # ? 1416 I ,-J EA: TM RIPPEY �� BY VL DATE CONSULTING ENGINEERS PEUt S'ON pt✓� r. . ? 2G�1 18 CHK BY DATE 7650 S.W. Beveland St,Suite 100 fJ(€ o JOB NO 16.5'30 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 6.11 OF /3,46,,✓1 y 6 ti 1e _....0e i=", J A2e '/f? e}f�3 1 i6� a ep of r I l`3 Ime- 1/G h 1 e,,e4 14e. 1,,,-72.1e1 ( s (3) --4. Al 'J' L . tFe_ -1) /� : �y6 -6 L-„,, ® 11z-& e _ 3� (mak.) I , - U a A = v/y1( in.2 IM = 5,d, et /32. I9� -. IsS- 405 /6, iA V , 'r pin - 3.333 A /.set. 1 C = p f I fe iiy / o <ae;Ie. Fc Ih -Iet 1 Gel Ime opt' t)ve s vGfs14j Ai'Ge- e = ,4, 4,.., be4kiee.4 inleiAlt J/4 le S ipot'c/i ---> S 4.4 Cti e- of /la e J /2vead shee'{s I I M?\..ti TM RIPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /t 33D 1 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1.1 OF 7.17 I z _ia L n .-kp h �( 4_, .e- 1 ►) l -. I6 =�6,s' g 30' 4,1Ax E = 26looc oO® Psi 1l� A o, / i Ti (c�03s o5e.d .��4I e1`9'1 1 - SL x t/2.1/:-.1. F. 2 cii Ve ;c1�. we �1I /4 N s ,9,) 4 / 2. /7 - /5-5.4'475 IL41 (6P°°/''')).'� 6- g g q 8 Ihi era ie,‘. �� v w ;,3-33 4 is ( I1 FC ' 3300 161- Irwin%) g a r de,if kill 0a 5-44 € f 0 Z f,S .1* ((l/> /� e, ereltqI vz .7-_ [06 ),(06 161 ii%IZ no,11111 �2- x 154,.995 Ibm k ?.333 5 t (33oo%t")2 /94 ,x` 3 Tr-- 104 ? I 2 L = 42s" e = 01 ,_l I T OC- = 77.-5-° 10, tea, Ft F zyaa `b( (x,71,) Zf x x/a4 ihet/AI" 0,/�,4 ielL /iS-5,405 An"' X (7.333 4-/3)1- / 2 '/'Z I T : r 3 1/330010 ) J (0a -$`) :.) T = /s, 1741 II I i lLY1i\.. TMRIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 IoB NO IC 33° Tigard, Oregon 97223 Phone(503)443-3900 SHEET oF_Ill I I Cables in Parking Structure I E:= 26000000psi A:= 0.144in2 I )= 146.Sft I ,,— 3 IFe:= 33001bf b := 3ft 1 �M`= 30ft longest span (Z= 9047•1bf) (1 I T—Fe)•L (T-F L 2) a:= + 1 -b1 l e) = 1.746ft _ (2.A.E) (2•A•E) Ii Fu := 331001bf IFy:= .6.Fu = 19860•1bf Treq := C60010.1bf/ (4.11 4 115• ft) - 10000 ibf} IBC requirement 111, I12 0.508•lbf ft ) Minimum prestressing Fe.req (0.007.1) (1) 8 3266 lbf force to limit sag 12 I I I I I a. 3 I I Cables in Parking Structure E:= 26000000psi A:= 0.144in2 ( = 42.67ft ) 111 Fe:= 33001bf i b := 3ft 1 := 21 75ft ) longest span I ('Z= 15979.1bf,:) (.1) , (T-Fe)•L (T-Fe)•L a:= + 1 -b = 1.1662•ft _ (2.A.E) (2•A•E) Flit= 331001bf I Fy:_ .6•Fu= 19860•lbf I Treq:= 6000•lbf I 7250 Ibf''I IBC requirement N (4.1.5•f1) I (I2.o.5o8. )lbf I 1 '-2-368.1b-f''')_ Minimum prestressing Fe.req:_ (0.0071) •(g) force to limit sag 12 _ 1 I I I I 7. 1 i , ' . . , , PYati%1 eaele /t si ((4114, ) et f `) iVS� ;1711 rfi 'I ✓fSIve5{l4F 441 . a/ -330° I - f___, Al k T= /5, 171 (See a!M4,41ed Ma/heal 1 k /,6/34 Exp cT 1 • , Mak Fe = 3,300 •vve4 It ee 4 I .. /s/qk 3 f 3�30® 3 5a1 $37 I '? r . I '� �`, Al =(IS g�1n 3>(288')+ 330,�(3)(l6 2") l,S �?946 o K k 00 T= C 122,h 4,•A- f '.= 32. /01 k 01. ,,, r / /° Load � bi'ClG� � S� 83� # / rt� td V�3°lt<UG�,� W = (57) B37 )/ 0 x&) = '/033 r5i M = (h7.33ri; ) 8x3,5z/Z-) - • 5-0. 607 brill. I (% s� )( ssr k *;--1--z) l (.6-4 = SO„.60? 1,--/}A .) 4Y�td $/, O 3 H ---i Vie- /VS” 11/44.- p/4ie- g Z'?y4 4' • Pe'5;j4 br a ck, I 0 = 57 $3q #--(4.773, h ) = 61. OI4k IUse /15S ii ), 3)4 3/g (-• Ax14 f r/r)41111Y 4. 92,5. - (kt = 5) I (nrcL, 74/ 4i-3 ) OK I tTE /' TM R1PPEY BY 1/1-- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6350 IITigard, Oregon 97223 Phone(503)443-3900 SHEET 7,5- OF Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:15 AUG 2018, 8:57AM Steel Beam File=P:12016 Projects116330-MDG Landrover-WA SQISTRUCTURAL\CALCS116330 Exlra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS II Description: Cable Bracing Column Check(Max Moment) ill CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10III Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi II 1 Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(5.3) D(3.3) D(3.3)L(15 9791)(15 9791)(15.979) ii II HSS7x7x3/8 1, Span=3.Oft 1 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=3.30k@1.0ft Point Load: D=3.30 k @ 1.350 ft I Point Load: D=3.30 k @ 1.70 ft Point Load: L=15.979 k @ 2.050 ft i Point Load: L=15.979 k @ 2.40 ft Point Load: L=15.979 k @ 2.750 ft DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.479: 1 Maximum Shear Stress Ratio= 0.646 : 1 Section used for this span HSS7x7x3/8 Section used for this span HSS7x7x3/8 Mu:Applied 36.511 k-ft Vu:Applied 66.705 k Mn*Phi:Allowable 76.245 k-ft Vn*Phi:Allowable 103.215 k Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0,50Lr+1.60L+1.60H Location of maximum on span 2.049ft Location of maximum on span 2.751 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 2,615>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 1947>=180111 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values 111 Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1,40D+1.60H Dsgn.L= 3.00 ft 1 0.114 0.074 8.67 8.67 84.72 76.25 1.25 1.00 7.62 114.68 103.22 +1.20D+0.50Lr+1.60L+1.60H Dsgn,L= 3.00 ft 1 0.479 0.646 36.51 36.51 84.72 76.25 1.26 1.00 66.71 114.68 103.22 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 3.00 ft 1 0.479 0.646 36.51 36.51 84.72 76.25 1.26 1.00 66.71 114.68 103.22 +1,20D+1.60Lr+0.50L+1.60H Dsgn.L= 3.00 ft 1 0.198 0.238 15.10 15.10 84.72 76.25 1.18 1.00 24.52 114.68 103.22 +1.20D+1.60Lr+0.50W+1.60H Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: I Title Block"selection. Title Block Line 6 Printed:15 AUG 2018, 8:57AM Steed>Beam File=P:12016 Projects\16330-MDG Landrover-WA SQISTRUCTURAL\CALCS116330 Extra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . I Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Cable Bracing Column Check(Max Moment) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ISegment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn.L= 3.00 ft 1 0.097 0.063 7.43 7.43 84.72 76.25 1.25 1.00 6.53 114.68 103.22 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 3.00 ft 1 0.198 0.238 15.10 15.10 84.72 76.25 1.18 1.00 24.52 114.68 103.22 +1.200+1.605+0.50W+1.60H Dsgn.L= 3.00 ft 1 0.097 0.063 7.43 7.43 84.72 76.25 1.25 1.00 6.53 114.68 103.22 +1.20D+0.50Lr+0.50L+W+1,60H Dsgn.L= 3.00 ft 1 0.198 0,238 15.10 15.10 84.72 76.25 1.18 1.00 24,52 114.68 103.22 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 3.00 ft 1 0.198 0.238 15.10 15.10 84.72 76.25 1.18 1.00 24.52 114.68 103.22 I +1.20D+0.50L+0.20S+E+1.60H Dsgn.L= 3,00 ft 1 0.198 0.238 15.10 15.10 84.72 76.25 1.18 1.00 24.52 114.68 103.22 +0.90D+W+0.90H Dsgn.L= 3.00 ft 1 0.073 0.047 5.57 5.57 84.72 76.25 1.25 1.00 4.90 114.68 103.22 +0.90D+E+0.90H Dsgn.L= 3.00 ft 1 0.073 0.047 5.57 5.57 84.72 76.25 1.25 1.00 4.90 114.68 103.22 Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination 1 0.0185 1.620 Max."+"Deo Location in Span +D+L+H 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 15.032 42.805 Overall MINimum 3.267 2.673 +D+H 5.445 4.455 I +D+L+H 15.032 5.445 42.805 +D+Lr+H 4.455 +D+S+H 5.445 4.455 40+0.750Lr+0.750L+11 12.636 33.217 I +0+0.750L+0.750S+1-1 12.636 33.217 +0+0.60W41 5.445 4.455 +0+0.70E+H 5.445 4.455 +D+0.750Lr+0.750L+0,450W+H 12.636 33.217 I +D+0.750L+0.750S+0.450W+H 12.636 33.217 +D+0,750L+0.750S+0.5250E+H 12.636 33.217 +0.60D+0.60W+0.60H 3.267 2.673 +0.60D+0.70E+0,601-1 3.267 2.673 D Only 5.445 4.455 I Lr Only L Only 9.587 38.350 S Only W Only I E Only H Only I I I I I q ? 118 x 7y,a (,'achy Co ie Des iie1 (4744.) ' i'Y Iv 1,1 5�kSx 7a ' Oesijil 411-041, e ,- 4t Co, �.s're e1 ` 1:2/,`' °O..ULT ' 1,2 D + 1.6 L I -,,,N '( Uva = (S -3`i-`330,97 1 /.6 f 1 q 3 . : 7s. s-- et k - i L,,.° M T C-- //I f = I,2 (3, x,30� > 3 /6,2") t 1. 6 (3 k lS qq? 28.8`' = Z, o/1 343 14.41 200 lib k , Tv - Zoo !I e, / 1.{. / y' = So,d id( SC4;IL siileav d 6;2iii e e 4e GhJ d ,31,14-hcilov5 ,' �(o 3�y` (io 71 0-/,oLlT 4,e AOF kv, lM 5 iir S L 5F iii)ctiCio H/tri P iN7Qrsr - PE`LtauT /5 Nor AN /15L!C 1-)1rli 711 +)-8o1-75 CG,eel- ie4416 A 41 seat, i h 514 4 -1 ,1,.,,, 1 . '1 = 20 el ; 3„ Au4 (dvee 4 1 s eovilev, b, (s + 3 + 6of 3 )O 14/3 " q 1/ = t, (7rti�3 i 2} 4100* 011,3)(3) so. 6k014- G > 343. 11331, ` ._ _ �- 5 vpPov T I loafs w/ tvf 6e ' ,-$ I I M KTM RIPPEY BY `i 1, DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /633° Tigard, Oregon 97223 Phone(503)443-3900 SHEET g•8 OF 1 ( 1 �3ra 6;vS c k- 9e s1/rt Cecil .) ,- I6 jp2' ° H55 p,s 1-----] o /lak. /o.qJ ` l ( q;qCI M /4� 179 (1,' i 4, 4/01''\ /6,.3024 c O1 Zi k,4%.10, 1,2`fZS�/t? /194n1 '!16 gsi (.y-- ) //,6 --L.-- • Zr, Zi 3 �.111 I4 is rli 1 0, 354 " U - ' /" pt,tylv L I I/ti 4 1 - Mkx`• m ; 6 k Z'-3 13. 5 /4,4 (A-56) - g1,6 k , _(v,,--) _> N35g).7 K3�g es I Well v�v: ' f I Weld e /45S pp.51- t�E7 C f� 1 p f . to,./144ie .f- S'S//6°. 4 21. Zy" 11 d - 7t (s/i4k ),0,70 ?) g22i cl! " , " SJit a I1 I(CG.1 k''c.f J Ca e li r 6.416/ !x/1:1 IT 3.s` 7b-ti / 6'4-iv. & v- 6.96/ L/i�, k 2/, zG `' = /Ai?, IL` > 5o,o0 [.c- I Msso.02q (3,5") S /35-/ 4--ire - LNG ii, 0 ,hva .e g ' d ! - J`' 7,336 I107.3 V - g2, 5?1 4 (2!?yyy4/11- •53,61k(1.114) 4-- 471L. MSS _ 5/j4''.t,lel w,la c.&'GFS f_ 6.�c /,h (u - Z3, SGq s, I i 4- ' Iwe/! cQ 4G ,--0.7- -(0.6)0.) - Us //354).3 x 3/3 3/,5 1,.. 5 23..36a L-51 11116. wv//4.4k 114 = 6,//BL" x 2- = /2.41'76" k ,} I 12W p, 4,/c1/c190. 315 k 5� 6� - off; '7.331" •4v it ?, w�4I c 6. in 5-f/k. < 9o, 3/c - 1 Y 1. TM RIPPEY BY VL DATE felYYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 l 4 13 a p ITigard, Oregon 97223 JOB NO Phone(503)443-3900 SHEET �• 1 of 1 V '4' C. ble, Oe si' �' _ i w F I5e4 J t i.ov%'17 U� (L�� 6G✓lig ri 1 riic{ C'o/4.4 vI P �J 1 Mak. Tv(6 6,) 4' (,J 0 = 65-1,s1 (&j') = 26� { / t no (0Tv fti 11`94 wail S I ill w` /oil (4') ' 30°e) i c W 5 . 5b 5 (47 = Zoo pi." 111614i/4 ' 5+1-')uJ j ) b CA C.6 L (3) j4 ter '"4. `o .d 6,194 4ci 41/0-f rt'st.�/3j v 21 v[, Zt 1 5w‘s s vq-h� 0. 86 8 : 1, Z a 6r G/5I6 ti' 31 itAk / //- ,6f0 4 III IT- 1, /4os7 6g 774AL ( � 3/y 0 b1,5• + 3 $"�14fr 4001el• 3 A ' 41i Oe. le(' ev 5e 04 > w12x40 (34 d' ) II (3) 310"c 4,0/45 f 3/, 4 /9t�F� .4f IL> 474/ 28 ,3 [t- > ?7. y /5 C MAX X. (f/tf t'C''AC C"� HSS GMr fl. w/ �c�e, c.�.F ►$ godw vG4i'/ bv- 4-fL 1 I I filo L4 poblL.,/ and 6.14e,,_i- -I,4c4 • (,/l 1/1, S &I,be,c1. CootToeiNc� w/ itoi ale J 1 J wF bt AM4 14)17)"4° elL__ FY. I 1 K TM RIPPEY BY vL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /G 3 30 Tigard, Oregon 97223 Phone(503)443-3900 SHEET �7r. OF-11 II Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: I Title Block"selection, Title Block Line 6 Printed:15 AUG 2018, 9:54AM Steel Beam File=P:12016 Projects116330-MUG Landrover-WA SQISTRUCTURALtCALCS116330 Extra.ec6. Software copyright ENERCALC,INC,1983-2018,Build:10.18.7.31 . I Lic.#: KW-06002562Licensee: TM RIPPEY CONSULTING ENGINEERS Description: Beam Under Vehicle Barrier End Column(revision) CODE REFERENCES I Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength DesignFy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L(-50.029) L(50 029) Il D(0.26)L(0.3)S(0.2) it : 1; a W12x40 Ir Span=8.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations, I Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: L=-50.029 k @ 0.0 ft IPoint Load: L=50.029 k @ 4,0 ft Uniform Load: D=0.260, L=0.30, S=0.20 k/ft, Tributary Width=1.0 ft IDESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.737: 1 Maximum Shear Stress Ratio= 0.390 : 1 I Section used for this span WI2x40 Section used for this span Va:Applied WI2x40 Ma:Applied 104.858 k-ft 27.415 k Mn/Omega:Allowable 142.216 k-ft Vn/Omega:Allowable 70.210 k Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span 4.00011 Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.107 in Ratio= 896>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.110 in Ratio= 871 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 IMaximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H IDsgn.L= 8.00 ft 1 0.017 0.017 2,40 2.40 237.50 142.22 1.00 1.00 1.20 105.32 70.21 +D+L+H Dsgn.L= 8.00 ft 1 0.737 0.390 104.86 104.86 237.50 142.22 1.00 1.00 27.41 105.32 70.21 +D+Lr+H Dsgn.L= 8.00 ft 1 0.017 0.017 2.40 2.40 237.50 142.22 1.00 1.00 1.20 105.32 70.21 I +D+S+H Dsgn.L= 8.00 ft 1 0.028 0.028 4.00 4.00 237.50 142.22 1.00 1.00 2.00 105.32 70,21 +D+0.750Lr+0.750L+H Dsgn.L= 8.00 ft 1 0.557 0.297 79.24 79.24 237.50 142.22 1.00 1.00 20.86 105.32 70.21 I +D+0.750L+0.750S+1-1 Dsgn.L= 8.00 ft 1 0.566 0.306 80.44 80.44 237.50 142.22 1.00 1.00 21.46 105.32 70.21 +D+0.60W+H Dsgn.L= 8.00 ft 1 0.017 0.017 2.40 2.40 237.50 142.22 1.00 1.00 1.20 105.32 70.21 +D+0.70E+H I Dsgn.L= 8.00 ft 1 0.017 0.017 2.40 2.40 237.50 142.22 1.00 1.00 1.20 105.32 70,21 +D+0.750Lr+0.750L+0,450W+1-1 it Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:15 AUG 2018, 9:54AM File=P:12016 Projects116330-MDG Landrover-WA SQISTRUCTURALICALCS116330 Extra.ec6. Steel Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Beam Under Vehicle Barrier End Column(revision) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 8.00 ft 1 0.557 0.297 79.24 79.24 237.50 142.22 1.00 1.00 20.86 105.32 70.21 +D+0.750L4O.750S+0.450W+H Dsgn.L= 8.00 ft 1 0.566 0.306 80.44 80.44 237.50 142.22 1.00 1.00 21.46 105.32 70.21 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 8.00 ft 1 0.566 0.306 80.44 80.44 237.50 142.22 1.00 1.00 21.46 105.32 70.21 +0.60D+O.60W+0,60H Dsgn.L= 8,00 ft 1 0.010 0.010 1.44 1.44 237.50 142.22 1.00 1.00 0.72 105.32 70.21 40,60D+0.70E+O.60H Dsgn.L= 8.00 ft 1 0.010 0.010 1.44 1.44 237.50 142.22 1.00 1.00 0.72 105.32 70.21 II Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location In Span +D+L+H 1 0.1103 4.023 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -23.815 27.415 Overall MINimum 0.720 0.720 +D+H 1.200 1.200 +D+L+H -22.615 27.415 +D+Lr+H 1.200 1.200 +D+S+H 2.000 2.000 40+0.750Lr40.750L+H -16.661 20.861 +D+0.750L+0.750S+H -16.061 21.461 +D+0.60W4f l 1.200 1.200 4D+0.70E+H 1.200 1.200 +1J+0.750Lr+0.750L+0.450W+H -16.661 20.861 +0+0.750L+0.750S40.450W+H -16.061 21.461 +D+0.750L+0.750S+0.5250E4H -16.061 21.461 40.60D+0.60W+0,60H 0.720 0.720 +0.60D40.70E*0.60H 0.720 0.720 D Only 1.200 1.200 Lr Only L Only -23.815 26.215 S Only 0.800 0.800 W Only E Only H Only I I I I I 1,/a. I nn / . -.,ec lG. cov,444e-ie -47V 5 4/ b I ,- 7 � Q —'U � -- p nab 7 a 1 t II 06510,6S)(tiaoa)(Zy,5 ) : 517 11154. li e 1 1 l ( s.s- 1G,y)72s,s s,. 1 icgr i,,( 5,5- 2it,6)/8 .s = 4/. / 5.-4- , M = 1?s,5?1L - 4.176 L = Bti;(lairk (u6T) > s41./y4-1,.. A. it . i !_ .. _ is,9 q �� => Prn vt l e wt /tie� ve"&ter (' d ice-. i,) e, .//e-ve...,-/e., , 25.5 —~ .: , i 2 (5- x2-6 " Ate` s lx/ ✓ eels( lid -'�-- f / rai-�,'( c�ler1�1'6 = 541./�15-k-f i.1, 6,2)(0.62 ' 8?,2714.- F---- U i Se 33' 13'i k : } 11.dial{ UH5S 3X 3 fa 3.3 x3 1, t Pe1'✓e1 I%t�5 t�: 0-5i I w = (80,1loy- 33.+34)/(1 ") ''t?,74k31') 2011 t4i M t• (?0ll leSi x 2,� ")(6.3vz •712) /6,636 �,1l � L , 1 a 4/6) 3 * 3d _ di 36(o �.rh ti Pr-em: P.9'(55-) 3"1- (SW 16".-S5-16,1i U Ii $/ >< ak3/g w( 5/g e i,le I �J1 4 i 7\\11) c011" = k366 + 14,s®z - /8,8, 8 ti''''fi > /1;,436 4._ 1 Al,t6-444 rv� : '1f /i5$ L 0, e.?-�° <. a 1 i a nc r - r I OOP fi ‘.-r', _ 11 SSS '�''! { .- / I TM RIPPEY BY Vt.- DATE rim?, CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 108 NO M 33 O ITigard, Oregon 97223 Phone(503)443-3900 SHEET 7-13 OF t � I 1 6 - CA cc. ./ J 6€(oo ve4 fei I RS$ 4 I _ . S �! 3h x 3/6 U 332e fr ! c_ I , y (6 ,4. ,) /2 _ A = .. /,, /2, I J f x ` T y " z6.�s6,r�. k ()LT: VT - /.2 (3x 3,5) 4 /-CP (3)4)5,4N) = 88.5 3.1I 1 `1,T. gg,Sgl le. x3. 32{, a21i,S - ,, I MT G l � = ZMt/.s? r- •y•,'fc.0 `52.492 = 23. 5Z6 4.5 V _ 0,/9j /3.141144 - / 3e1 k61 • r _ AZI.sZ4z4 /.32e12- 2 27.. 5-4kl7(' 4, 31. 5Ies; 5//6;" /-11e4 we/i c [� 1 0M,, = .6,7els A,k R55:7k7x3/g: Ail- = /7,1 , < 2, 5--F/"-- = 6/51 Fa G�ct/ � 0.6 � 2 l0 3, / 5t-= aaxT e44 r 1 C - 3o..� ,n3 �j7-- = F� e : o•1 (2a.6)( o.q) = 762.6 4-,iii /k $'�.5?q i (1 3/8"N�tk) I 12i 176 4-14 (&-- + ( 7Tn ©' 5� 6 > l.o ,v,�G 1)5 e- 17557x? 3/8 I 111 l 1.]L.J.I\ TM RIPPEY BY ✓L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO / 33 0 Tigard,Oregon 97223 Phone (503) 443-3900 SHEET 9./el of Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:15 AUG 2018,10:59AM Steel Beam File=R\2016 Projects116330-MDG Landrover-WA SQISTRUCTURAUCALCS116330 Extra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Cable Bracing Column Check(Actual Condition) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 2.13 ft 1 0.064 0.148 4.84 4.84 84.72 76.25 1.21 1.00 15.25 114.68 103.22 +1.20D+0.50L+0,50S+W+1.60H Dsgn.L= 2,13 ft 1 0.064 0.148 4.84 4.84 84.72 76,25 1.21 1.00 15.25 114.68 103,22 1 +1.20D+0.50L+0.20S+E+1.60H Dsgn.L= 2.13 ft 1 0.064 0.148 4.84 4.84 84.72 76.25 1.21 1.00 15.25 114.68 103.22 +0,90D+W+0.90H Dsgn.L= 2.13 ft 1 0.044 0.055 3.35 3.35 84.72 76.25 1.21 1.00 5.66 114.68 103,22 +0.90D+E+0.9011 Dsgn.L= 2.13 ft 1 0.044 0.055 3.35 3.35 84.72 76.25 1.21 1.00 5.66 114,68 103,22 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location In Span +04.+H 1 0.0018 1,129 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.175 21.704 Overall MINimum 0.564 3.774 +D+H 3.611 6.289 +D+L+H 4.175 21.704 +D+Lr+H 3.611 6.289 +0+541 3.611 6.289 +D+0.750Lr+0.750L+H 4.034 17.851 +D+0.750L+0.750S+H 4.034 17.851 +D+0.60W+H 3.611 6.289 +D+0.70E+H 3.611 6.289 +D+0.750Lr+0.750L+0.450W+H 4.034 17.851 +D+0.750L+0.750S+0,450W+H 4.034 17.851 +0+0,750L+0,750S+0.5250E+H 4.034 17.851 111 +0.60D+0.60W+0.60H 2.166 3.774 +0.60D+0,70E+0,60H 2.166 3.774 D Only 3.611 6.289 Lry L Only 0.564 15.415 S Only W Only E Only HOnly I 1 I I I I I 7.16 Ue4,;.--le 6avvjev 1e stk-t I C4ext, tee / / �.1/1P� J, IT= G = 32./°4 ( ( ASO) t = 2-0 )( t°h = 0.go-f 14 3 C-`d �_y„, t ,, I jw.' DNS S/Ot 6'� 45s 305" 4 = ,,1z, , 4= 13. 1r 530" g 2 9xh I - 3Asi fyw _9-)t-s; - r = 130 198 It /4h /A. ° 6 .. 321 j‘ > C . 32.I01i/Z /b.o5-21,... e..�' I —a W 12 K4,9 : 4 z o.295" 4 = /.02 h j= /1,7 `> gfr, /Z3. 376 I, If24 / j _- 6/', 663- '> C = /4.04-2 a III4 no 5-47(fr e 1914-.(el r ,.1 I I 1 I I I I /� TM RIPPEY BY V L DATE 11111 EA PkA. CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO /6.33° ITigard, Oregon 97223 Phone(503)443-3900 SHEET ' /7 OF le MF? / NINA (:)Es l6A) (e,E7 prfi 4gJDS 6 4- / f -7- 5 ! 4 l L TR 1-.12 F i - ora e-. G• 3`I- \ iL / " — 3/�1 '', 3II ti ST�pS (Z�GA 'MA) SPPT3 Mita) ZK I pL ; eoNc.,4t - - + mErpL pre - 56 ($a erg - 6 ri I OL- = 6olost( LL - co lost , IMI .5 met • 03 •1S ` Tv '6w °� 6,3' �� r�� rt�✓� -1 t E, 8e6 ' w, a 69 r t (6,35,) 3g fit (01„) I Wy - 5o c "r"' 1) x 3161 i" (tL) iz= 5,511 h- (o) f- ,s-'101,- (L) - iv.iA2lt > vas wit) Z < la> C- /" M2, 5 rt A '- 28,.x$ 71,11‘,,, w Y 27��' �'(��,�li� tvi. A � 2 2c ' Wt = 60/03 (z.z ' I i= /33 p/I (at) Iwv ; 5 *s( (z,2•Q1') 111' ,ii (Lt) ln/ n ,�� (lam i 61/44f DL Ps 11,065 (0 t 1,5gq (�) = s,G 511 I ') V ' 1412-X ill < 16 > G = 1118" 4 eh iti I T /1-T S TEG I� eFAr-t IMak g_ - 10./0 2 1- (65o) =5 ()-(57 m(. .' _/r , k - (Q 1,/,1 /4 4 0 A" '- itil Q044 (C4,4 1111 _ ZS. 6 1,-) 457..S. / (4So) .T.- t l�' t/y ) 3 2 wt��r-2`' I '> !).5.e- t' (egc14 s _ USG ✓ I I ti . Av►�n r.:._.3/d" �I��G/ (i��lR� � Gf G h � ?�' he�� - r TM /' RIP E i BY V` DATE 1111 l 'iCONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 ITigard, Oregon 97223 8.15 Phone(503)443-3900 SHEET g.1 OF I I I 23'-10i" I i 1 / II ,. ,.t 1.. v :•i I I (7� 53 col—, I V.4 'P0 ,• 1 .• /}nNt �1 1,V i t [ •• 00 I I I X <it CP �� I T L 1,. A , 3 3 /�� Y �• .A ..._ pp •• co r. ;. 1 ,.• YYYYYYY�r -• s.--.- YY�tYY_��Y�rt �[J��YYv tS�rYYs,,....-..-....v...,...,,,,vvvvy]( ♦♦ 11. Y � M .. 0.e Y•ti i t o19 ,♦ ,.• 'ITO it •• •• I0 •• mA ,. ., % ♦,., ;. i f l E! •',' '• •.•. ;. .. o•i .� — Z g' l s/rg' i` ;•;•. ♦♦ .. ♦, •,• .. , •4,4 :4 •4% .44% % ,, — — 1 s• o. Oi ♦ •�:� ti 8 .2- I I • MTTI CH /4t`, " 41` cMv Eil,L (Fo(2.- o12k26) ' I • Use cka (21 3/'i </ x __ " _ L -`1/ '// 01-q - 1 9 .� —f. T TT I --> c8h /3.75 (d4'.--1 (A i?s-1.-) sn by vbs4/i, '0k1 1 ;4 t.t1Pk v /0, lot 1. 1 logJ . I----0-4-- O3c_ s ,6 4 4.11e . we I lob X14.1-� 10 C 4.4 nig e. ( 4 11Z1z4 wle . El-eV A-T o I , : Colti/11y U- i'lkli -r MGik, M. r 10 ' .! 1 eil ; it,,v,,,,,,, rMZ - e, s (©) 4` 1,5061 k (c) ¢ 6-. 61/4. — g 3 , y,s-52 4. (n) t 2,9118 k (t,) - '7,6s1 1914ou T4'IA( / = ?Jig - (0) 1- 1?. 17h- (.�) - /3,2Q5 i _USL ,vl;vl- %554x4t34346 webs v /722 ; /.° O ( •I I • e e iii ,, F°°'V;1 Iivi 3 )‘' - c I-1 4 C e- boi'(,*,,,, ea -4 1,,,Aj /3 2Qc it�(3'," `3,) / 4? psi e 2 1,y� Ok I . 5#-ee( '2 0, 00'13 (124)(36 9 . d.73 fr),4 < (ti) H5- = /,z 4i A,L 2.4 I 1 1 I 1� TM RIPPEY BY VL DATE J Y 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 16 33 2 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 8'3 OF i • I3Ml ( C vrjing S( so.5 (62144 jamAs) 5 "14 8.li rf(e (J've IAS 1 os' rL :. . i2 J. i l �iT 1 °1 �� ePiY � �`i s r j , 1 P 1 5lee I 401e IS f.lq /, , ' 3.S I,ZS' V0 L oo,ds so I / 49,,,,,, k to,J5 - e ' (lio t 70�, sd (si 'h)(1o'v2) . 4,00 4 (DL` t /Doo Z4-1.) Usef rn,n. P6xet 4 4 > e p SiYPss ' tr�2o. = o. /o5' :I.0 6 :, o/Srr (Flits r U fle►; , , Pt)6kel 4 > C,0 6uiobsevuo, .{in,,,, P; 6M3 . I w S44 = 12.15' ?/ wrd,tt & 593' G. o 1�1. // w 05rSt)(/o') = /5e,elf. " fir c (rorst-) (6.3?s)(z8:78`/z) , G1,SBFk (w411 Pt) => v w/zk11-1 4b> Gro 1 • I I I 1m RIPPEY BY Vt" DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6.3 36) Tigard, Oregon 97223 Phone(503)443-3900 SHEET g'Li OF ( ' ,11 (,N_0T UsE:6 ) S 7,i /c.S` 7-!!i , IrV 6, 6' r GG +�P 644A,111 .f, 5 ,$ !a Iw, - 6.' psi' ( 3? ') 383 pI (rte) 102- �. 50(0" ( 6,e ') , 31 t (�(,) j Use (n)fox LZ 14. 6 5 II 3.2„ I fir' 2.'1 ( LfPa✓ sr1 /v/ W - •' a , 2, 1 tIee. . w .h1/ ; ( ( • ,111 '10pi(' w2 7-5 It w3 ISpse((I /5-°,l - (w4ll06) I w6 ), z6 > C=o $ Npi ws r041 !i w vr , w I"s Effez by ��A 0. (n (01 d CeiMe 01' 3 (Jse W6xR 4e15 C y��i✓ p ie?fe. �s" 44, in)Sx(J �P_ci✓✓�5 M4 k g = 2.4zsl- L.o) t 2, 38 k (G) = 6.3 63 (455) ()se a-' 4 ). 31 2 x 0'-6 w (2 3 /," 4 325 ) Qo(Jt-S (C.'tiGr 16.3 54€", p 1 ti€. s'tee( f i4 4411 A'? M4x deme pio i. (?o isr 3-3) ()Se fet(n k 3' 2x, ' w 2 3 , 325-1) aaa-1 > 4.874 ) _ I w� 5,66414e4 weld At D 4 $'4 ( a-5 e co l k.4h el,53 I _> ()it Int T 5 x 6 (ltit�� &; God-} vel '1 0. 1 S 6" M - ej,53J r2.5 ' 1023 &t.r s ../. o lq �= I,.3z kali 14644 = z. 577 3//6 " ok 17j (310.1. (11,,, (4* I 1 l 1 Y 1 K TM RIPPEY BY Vt.' DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 33° Tigard, Oregon 97223 Phone(503)443-3900 SHEET g•6 , OF I i j w��MC�I'ti� 51U to Ld4 L4)) I IL 50 p5 ►F -� $T' o w/ = I' (5 I I I-L = ZOc0 '1 0urit Z.. )4 2.,i 1 . , L0 a1 r?19 ii'91 i I (,)J = /0 5,1 (1o ) : /O0 0l( Nlti z 1. 2 (foo A 22,S" + 6ox Z�'.5 �A) 1- 1.6 ( 5p' /1,c"2/2) 4 4 o _ 36, las 4--Iti / pi ® /- 1 455c4vvic o 4 �v 1`_0" at/' / 11,c' el/414 _ o.q (9.z).(601 (4,5"- z ) = �i�r. ?$g L-14 '7 36. 13; 4•71 1 a) = (01)(6° / (0.$5 k' it k 5) z 0 7,%'6" 5`i I toq ci op 41''I9 Al 2' ( I2000 / 2.Sn 2.S' w 2.222 15 II 1) P - (2,222 l-s1)(lq,5'")c 3c,''') = /,3 Mi, 1, 2 No x 22.5 + Go * 2S,S2/2) + 1.6 (1.3 1e.) ( 11,S+/Z) = ii , 384 I 794 > 40.7$6 �--/i-k T% S 644/5 cq. /I-12v 0/6 I 0 - 1,02.3 " ® I,bGg% 4 > p$4,1 0.q (030 (60) ( it 1/)75" .'''--- -9.---)\ 6a". 546 -i'll > it6.38f 1.-•i``� lok- 6137 h" 0se_ #s hail 1'-o4 'o`c. Id c ee143� I e k, �1. / Iii Peet/a p v..-F lei4y-1 4 i5" 6 7 = 3B A L 33(s/.3) ` Z3, u 4-3`r ,�;/i_ I E./1K 'TM RIPPEY BY VI— DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100JOB NO /6 33fl ITigard, Oregon 97223 Phone(503)443-3900 SHEET £.7 OF 1 { I Mr ? ?4M//i6 OP•s''.14 N (6-4 (6 , t) Gl'tt); C t Ar, rm r . ,- „tH / II Vi J 1 , 'r ” 1 I PAQT r ii. -r' 1 Vt.,/ ,< > �. W ` I � v�B� � " 17' i; Pi)R f 3I �'�3 213 g` i 6V r Y c I I ' C 2 c i I-I i; r f C ? / r w 1 n , I V , tip I I 26,33' g ti S' fc,Ii4) I wa,.6has DL - o /OS I ("1001) I /2" c v w414 weight = !33ps 6M,) W40 We%G� f ; ?tt MG I s1 A/40 k e = IO p5f 1 6006f-e4--e, Skids , 14 Sc 3/1i" 9 r 3 /2 S' i, Is em ;'-'01 0(z.- k. I--> uvr Aloki.illi = 2,aa ?II- (l,4a 3.115° f > 2, 390 -I roc Goh -A GVP1e . *(5, USE. Olt ee64,, Q 21-0" a/c- 4.11 4); w/ 4) o Nr' NFxi phi ) I nli toed. w/ /4i rl (kir-1-15' 30' /W/*(/w6 (e A o iia LI > 0.536 1.11 MA)e . b.L�- l Y 1 KTM RIPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16330 Tigard, Oregon 97223 , Phone(503)443-3900 SHEET 42.2 OF IE54-E54-i Mt-I c • Itl ,hi I ki /)W Dt" 1016a�ti 174,144 = 6(41f (Z6.33 Zit,7 - S i2,17S',1/8 Z., > \j - �tI\ /- I CMV °il S '/33 ( S fy (/i ''„tpr• x 2D'x c/2) t 8 i',S i.1(2°1.38 `4- .,33'J(zo, J`/(' /)t l/8'+76,69(1d/2� 155i2 I Q�b / IN Me-u / 5,h4,1 4/1 4 f - 10 ` .51 (z6a `-4Nx2 + 2h =8"kZ r /2. 75' k Z 1" Z'?.33� (i01/Z) ' .811 Li t -Tort-ell17L w Z1� 49 i,. _F--.5.1-10,,q-le- 4Z, «ktv n v✓t, ; (24.3-1), /7. 67'72 + S,S'w 8‘x 2/,6/-r C.8' xg'x2(,6?`+2 ,38`x 8, 18'x 31;2y)/�Z .7'x/° ,471-16.S'Y.8,`+. I + 6 ,8‘xS' f 24,38r- g 1 '1 ,, /7.566 i 7 = (iti,-31). i?,6 ?'k /235` + S,S` w3`x 2;3-s'+ 4.8'x6',, 2l, 31* 2/.38`x; 8. 43`x 1 .62')/ r' fAL I _ /3, /go /I'Iccx . arv4v I G Sited ie- 1,,Alii = /7'1 (t (' z) (U1.t) IZ6, -) g6, i i 14/ or l'(,® = 0. ti 85' 10,1 _--3 Gi SL (2) # S �'4'3 ✓i l . (/) a2(. 7) ;, _> pro K/J`ci - (2) ii‘ bqr< in 4 lei,/ p 14 e ►h e-e.4 Atoll i ria Pie e,,, 6160461 (012/'rile 0.,q)(6aa) = 33.L/8 K- (Ut-r) 11151-6'bHie( /,94J 64 eae4 wall: 1 -Si - g,cia k/23.4 o. yob LI/ -Ars /2,956 Al 26 .33` 0. ' �I2 .//,( It,955 /41/6.7' = o. 2�t 7 I// -, 15.818 k(-)7.70` = D, F 1 g II 1)3 " , 3,2/1 k/ I?.3c' = 0. 746 kil F U./9' I. / // ' = or 38o 4.-1( D �.9s' ki 6,o31 � o. l S q lt-11 4; , 3. 61,7 •-•�� 8 ` o, 6 2. 4,,g�`,+ I INelli I-s A4ve- been thecal tti 4JJt`'164,4 ' / 44 d -- SAM/ 5h'e 14 O Oesi'3h �o'ivie4-14.0,,,•5 01 d i4 p,AYe 4-t - '/o- wq i1. (t,i1,0 /c 6 -2 ) ` " tv @ -all a _> US c � x l 3 �{0�,6 6q�s C 2'-8 0�� (rn M L, ! 'J , ei'96'� (12/32) - 3.662 k,( �' 2,320 �t 11 OAT) d7� • LG/ GJG7 I ill m? % '1 d h 114 ci Se 2 i-8" at/ 4,4)6 . (Alb ` kf u) 4%- 41411/€ S 6,O , r ILiMra 1 _ 2-063 k (iz130 ") = irolif 4./1 > o a BL61 (Pi.) Q.4 ' 2 i Y 1 y TM RIPPEY BY V DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO /6"3 3 61 I Tigard, Oregon 97223 Phone(503) 443-3900 SHEET g• ,• OF Title Block Line 1 Project Title: I You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. I Title Block Line 6 Pini d 9 FEB 2018, 1:43PM O'�5 ' /�t1 ��'$�S'Qf ;g�. QI phlrag�ml Fib P\2016Pro.ieots116330 MOGLandrover WASQlSTRUCTURAUCA(CSIMezzanme(Gnds&7)eo6 . .. . ENERCALC,INC 19$3 2017,Ruik1101712.10 Ver10171210 Lic #:KW-06002662 Licensee:TM RIPPEY COFJSULTING ENGINEERS: 1 Description: Mezzanine Rigid Diaphragm Analysis ANALYSIS SUMMARY Maximum shear forces applied to resisting elements.Eccentricity with respect to Center of Rigidity Max Shear along Member Local"y-y"Axis Max Shear along Member Local"x-x"Axis I Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Wall 1 90 -3.62 -3.56 7 321 0 -3.62 -3.56 0.000 ... Wall 2" 90 3 62 356 8 812 344 3 62 3 56 0 000 Wall 3 0 -3.62 -156 10 229 90 -3.62 3 560 000 Wa11 A ;0 3 62 3 56 0 736 90 3 62 .3 56 0 Q00 Wall 5 70 -3.62 -3.56 9 966 0 -3.62 -3 56d 000 Walt i3 $3 3 62 3 56 12 229 : 181 .! 3 62 3 56 0 000 Wall 7 182 -3.62 3.5620187 90 -3.62 -3 56 0000 Walt 8- 90 3 62 3 56 2 844 179 3 62 3 56 0 000 Layoutof Resisting Elements Legend: 1; ) Defined Wall X Datum Center of Rigidity 0Center of Mass ( ) Accidental eccentricity application boundary I I Waill 2I I II r ..3 Wa Wall 8 a 1Nalt 1 Nall 5 I II1Nah 6 I I I B, I© } Th Mr 2?-ii AJ/A)E I4" I _ S y2 rorA L 2f PTS W2_ Foil M 1-0!� e..01-1,45.71ii oFe le, 4_ A , Z 5 P4/0 MLN -----A, 3/i " 3l/2h srvoS I17L : Cot-lad.? + Mg TAG Oral- Sc',OS/ 1 6FAms = 5r/ 1 ii OI - 6°rSif c E.. 124; fof ( 1)114 310 a 9g> ` • /x'11 : 6 p i = // 6 7' , if,- bU '. g' F#e / ve. (A t J J = 2.'€13x' I (A-)I = 6-19 ( (8) &Y0 Or1 (o) W ,..- 5-f,5 IZ / (8') z 1000 plf (tt,i ) W3 - /0,5,( (g1 = 30 Q/i (eatiSi- to J use LAj /o < 6') c , ® . g- z, go( !L (0) 1- s.g351` (t I ..5-11, -. v.-1-11"0 = t2 6/0 : 1.o /sly 1-/4'03 .. ®,lsc" I ' 142 : Sra, = S ' 7-I'h. ln/ g' Fil'e1-1'v'. ls.,dc114. 2< LoactS ' 56rr►c of S M I > UsG GUg /o 465 e o° e= / 2L- (o) t 4%00,2 (0 I 41. = L2?aZ = X035 ' 1 M3t 5 fi ,n P /2,S' Te-I'd. IA, r b' F#✓4./i1/ t'IVA 4 3.125' I .15 some /75 M 1 o <6. Z 1- 24 I5 e-ss va'HO = 0;70 y 1.0 Li..., 7- LlY71 = (22084 1 1 Irl1 Y TM RIPPEY BY V L DATE MCONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 33 0 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 54 Il OF ( ` w/o sclz (t)12 v-Iq M S ra, ) Zli,' .t.-- l?fe'6.r 1. ive- 4'4 3' 404c1s ; 3k• :(D) 4- 6, u k. (t.-- � 8'1-DA arc ' ' 0.5e w i z j q e 12 5 C ;` 3/ ,,, 3,I,_ (D) t 6, 2,5 (--(.1„-) = 0.26k. II . -1-yer�S rel -11r'9 -, 0. 411/ : 1,0 ,4 7- C/ 2.-ti = b5'7q` ' 1 USL c1 ii(Air m•11-46- 1 44-em4 4 S 741, e- a i -1 .me g 4 4e I o C0/1,44c-1-/9/1 0 G04/GYGTC. tv.411 .G,}3)-i,o) I max, g = z, s0( I_ ( D) t 5, g35 1-- U) = 8,636 h. . (A-5D) I M =- g, 636 It, (z ) = 13, 2 2 16'(6 D � I. 12� 05eS7 x g x o 1 g " IN 11 ?)/11? x 140 ''a far H.s,1 5: • - ff } 1' . 4'l e,c1 to Y�vi vw+ l� 1. i' t‘ I FzWvmvhN / P iv I I I I I lLY]G AK T1\4 RIPPEY BY VI, DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO / 33 U Tigard, Oregon 97223 Phone(503)443-3900 SHEET ?, /l OF No21H Mil; Z/?NINE /. ►4r (GA �A \ l�v _ r s A Id - �.�ZZ �� v= � /�iti Gtlo r l5,�" 50; y4 I I o I r < . Zs-tow I . 1 KT—.• 9 y /I, A 1. oL�" iv,34 ESa-tlnne46 �-1-q/ GieiyGr1- 1 , DL CI - Go (I :1' /2 + /S'-6" 16 )2=41`' 4 So '- `6w y-y"+ /2=g"K s'yo" 61i, 55y � NOYdI) etifU 14/411 ZII rill (/s'-6 + 5o'-1i '1+ 12'-2") (Zo,x c/ S2,1i2Cit, At/ otht' ekfil wal( :-tett P<tf ( 151+ Zs' ,o''), t /33 ps (/i-8°)`z s/'8) + /getter (foh)X I (27 it " tl2-qw t 5T-6`1 r /a'-qy f 11. ) = /40,%�!3{c ' Me-IA ( 5414 el 4,4ffs ` /9 fa (W: s ' c2 + /9'+ /2, ,'i- 4.1 /4),z-- i 25''!0"XI) / /0/Z - /2,/041,4' I7-‘04- 1 Pt' = 268 $Zea I: dei `t -1 vee ' 26F: 826 4. x o./1i1i4 = 3Z:81M t (iiir N /,3 59 I/61f k- (1,11 1 P r.s.pry,ei.{e L. cepa r o AIM-<§1 — 7 A . iz.-4 Z ''x gs' - /5'-6"), 2'qi'2 2 + so-(9! it11z /2 2 tL$` c'-(0'' 7 Z 0 AL. ' �cv(o NoteTWilk. I � �� ,, (72..q x 031 t - g6. 01 I x 7,9 `')' Z ' ' � z1X ' (1 '-1"Z/Z ), g,5' + /5'-6"k/Z'-4 X 70,51 + 59''114x142-4"x S3.412'+ /2g">% ZS'-lP"x 8h;92)/1016 4'- 11 " 53, 55/, I TM M RIPPE 1' BY Lit, DATE .1L�YG 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6.33 0 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 2. ,i 3 OF 17J"qY, orfs A / : / et1(-41 (UT) ? p - /6. 59" 0.618.0 O.3 S5 ( / 3,y T. o, /0 3 4/I lei. bra / - 0. 3vl kir 141, 06c 4-- / n ` A 0. 6s-6 ke, O, / 1G - / '5. lsq i 0.0zs o. 2(17 1, 1 b '' a of hii g.7s , / l 6, 3S8 k/ S` � ��S a - r8.q46 / 2 .333' = 0, 643 1`/1 -15;„ r G, 14161 -/ 6 a eel 1<-11 - S.Sot L / g` = 0. 77s- kill-- �, �� 222 / /3,3 ttt ' = / C/‘.- 11.1( l s 146 ' Citi o, s�� !� / ,67' = o o, ya tiI -,�� I' 2, �� F v. X56 �� 12 (-‘14i /3 . -54� /.s/s kit ( a31 /.060 5 /6-11 oo Lvc � �- �r��:�f�.r� 1, �� IZ��/� � /./21 �� 1.®�#.25 �l1 I �law /.444nc.r Lw41Ls 2 3 Lt, c , /t > 4/=0 a/4- 1,7 ✓els L,/4/ Ir. ,,r- a- 715 h-! 4c0/94411v - 2r 8& 4 (//4/3/") /. ?it k1 . 9s- /#1- 40 I lin Simi e11-4411e,,,` tdAti$ -/o k se spas e zit-o° I I I 1111, . TMRIPPEY BY VL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 16 3 o Tigard, Oregon 97223 Phone (503) 443-3900 SHEET o O 'III OF I Title Block Line I Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Prated 4APR 2018 3:35PM �'Qlrsi�.. • • Anal 8 a Rigid i)iaphtcagml i0 ?'20Isp arns11633o MOGtandrover WA SQ\$ThuCTURAt1CAtCslMezzanine(Ndrih)eo6 ........ RNERCALC INC1983 2017,Budd 101712.10 VgglA1 12.10 Lic.#:KW-06002562 Licensee::TM RiPPEY CONSULTING ENGINEERS I Description: Rigid Diaphragm Analysis layo ut.of Resis ting;Elements ILegend: j Defined Wall X Datum Center of Rigidity 0Center of Mass (7 Accidental eccentricity application boundary ... Wall 2 Wa Wall 7. ..... ... . Wall 1.�.. .. . V►la Wall • 11 �2 1 r ::!••:::::::': i .„.11.7:::::: WaIG t3•• ... Well 9 WPI) 1 P 5 .. . . . :. ..........:wail la ..:..: . ..: Wail 14 . ....... .. .. ..... . ..... ... I I 1 I I n"/ olg . ws1 r AM1 A)4 ors t4 iv • ID = (5-r s S :. 25- ,mss W = stbs3PSF 5P° mr-iFT ; cosr y1, 1 q��)a t (Lpp�, f�AN'1 N I' � x.-32' it,J-'P) i g'-a's ait "1' ' MAX, Go/AD = /5- ° 54/ s3 F 61,s3 p.•‹• (A50) 1 SPACIIA GF1AP4<0 I t/2 u I/EZ2CO 2o4A PGA -36 g,F pre:4k "; (3) Sh/W MrN. (PD2 1,oa "-A-x 5,Aiv) I oF6i4& (s Co Sf,evfrr�vE J � �—' 6/1P11-6l 711 = 121 '�3� i 6 '''�S) > 613-3rd ; / 83 f (`/Z�4o) Ib 8 .--3 roo �Di3�5 (8�`DN 0 4 max) $pAN i' 1h '_8" ws piIIYr k0ts 1, i I �p+S (/5+75)P ,( ($) - I Zoti l (D)+ Zo0190(/ ) I wsM,W = s1/.53 p51 (8). L73o // ' i 6144x) _, A I-lei/tA {-itie : .--._ Use W 3 h io 6v);/.1.) ole- ( fMet) S e: Y4 ' t 0,514 : 1,,0 01- (t Iu('t G A c. rAc a Alc. . ; !.08 .D> 1- 2. ) = 3.522 4vc c ia�"ig 0.4 81►: (.0 ( ( so) M � ti � X38 .� q Tip. Armeki me rdT oy (6oTk FPas) 12e,,,ak : 3, 38 (t' '/y x 3 l2 x 6 Gv/ (2) 3/460 A 3?.S/i 13ot,is • cAefitfTt! = /6.3 I- > 3.522k. cam I 11\AK TM RXPPEY BY VL DATE CONSULTING ENGINEERS I CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 Tigard,Oregon 97223 Phone (503)443-3900 SHEET 4,1 OF 9.3 1 '' Analysis IAK Snow drift - Car Wash 12005 rpw lu := 130•ft Pmin := 25•psf hr := 17•ft +0•in DM := 1 Parapet or Drift Height Modifier I Pg := 10•psf projection height 0.75 for roof projection hr = 17 ft or parapet I1 D := 0.13 ft•Pg+ 14•pcf P D = 15.3.pcf = 0.654ft D Pf := 0.7.Pg Pt = 7.psf IP hb ' Df hb = 0.458ft Ihe := hr- hb he = 16.542ft he I —hb = 36.157 Drift to be considered when greater than 0.2 7 - 1I hd := 06 •Ib 4 •0.43.3\ru•4JPg+ 10.psfl - 1.5•ft hd = 3.107ft I , ,:= hd•DM Drift Modifier hd = 3.107ft IPd := hd•D Pd = 47.53•psf IPd+ Pf = 54.53•psf Pm := if[Pf+ Pd < D•(hc + hb) ,Pf+ Pd,D•(hc+ hb)] D•(hc+ hb) = 260.1.psf Pm = 54.53.psf I w := 4•h < d if hd _ he I 4 hd2 4•hd = 12.426ft w = 12.426ft if hd > he 4•hd2 he = 2.334ftPm - Pmin I 4•hd2 ` he wd '__ (Pm-Pf ) wd = 7.72ft 8•hc if > 8•hc 8•hc = 132.34ft w h I c I I 4Z E CAitwAS1-t F0077, .. P Iii GON4 S7ti c �6 w y114- SI P- 640 P411 (2") g� s.C(18`-0t I`-o"� - /596 J/ I p + S 1.000( t ',got , f ( � � g l�'� !� CI?) IS2261/ (s) • I to { cq-wgs4 ef�►;p em,� = 10 'psi-(IZ a°)._ /21 p// x ,/ \., 7014 / 1sli:pi( (() f ??6 gii ? ) Z°71//// 4 3-3 is d o l o -o Sojl ere5514ye = to7tlei(I e. . log7es1 t z isi 1 JIB SNo r : G51iiv t,,.e,`y ki- Si DF5 CMv k.411 r. 34(31 (s t s4' + It'X t?') -1711,7 I 0+5 500-14,..) stta h) 200# (1) I T0441 = (174, t stro f i )I . zs?l Pl,( (n) .t �sb(l I (6) e 3oZc I.I I 50i ( presstit✓c- '= 3021 ei/ f 2 151( est < 214 05e- ?Lo' wilt w 11-14 deep ), 6.-4. /21 4 . Mi-M) : P S ( vi 4h)= (I iL t 2,1138 i'-)/8'a 1244111 (0 f k-7FKt Q- a WYI� GOY v1 e414.le.t.tc , 12?(J;r co) 305 pI,r (S) 11 Le- ®t l- 11$56 fit 4° /Z5,/1 t li i4II = ,y6Og Ir. fe4/. o ei 41/111L c,1-'$ /C! p f o.w (t f5) --P 'l3 cl t I2cs fU # 0,75 (3,5) �s33PI1- _ • 11Y35 fit /zs, = i 133 p5t- < 24.l 0 '> USe 2'-'6" c 146._ x i'-6'1 derf w eon., F7-. Ihiii . TM RIPPEY BY V L- DATE CONSULTING ENGINEERS I CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6330 Tigard, Oregon 97223 , Phone (503)443-3900 SHEET el,3 OF I ', 5Ft 1,-A 11:-(ill., 4wA14--ISl5 / SFISM/1' ,s , sD5 a•2 Z T1' I-0 (Z - S I ii / f Wim++ 41 1,01_ , ell rs, (v ' 1 . ( ,3,,,,,,,,i,e `� I. I u j ACA cars 10 G ,-,i •Aj w45� 0' r , 0 eft4//I/►16911- I /, y i. w WI = aditr ty (1 =�")s /o P) + 8�i f)5,p)(5-'4- I2'-870 �; , + /2ps� ( 12`-6 /2)1 itz p/I (itt\i ✓ � °•7_. r o 1 I #- °z 2 a 1411111 C(86` s` 5 f) -� 01�St)(5'41 -61 Il) � , - k 2a 7 400 p/I (tr) II.___a L u2 Vi = I n 2111 05'-‘19/2 + o. l y liar (at t t,)(17' ") y r x /3111k 0 / q3 (Gilt)111 � 1111 . .A2 �/ V2 = UJ + o. lyLlir (Ber(si)(5'fi2'-1`2)(1/'11`' 1 `. 4'2 % A + 32 pi((/1'41 ` /3 7C � ('J ) / — V z 4'oOpJJ( -17171/2. I- o. iti41/((s/irs()( ?'.8"1786'"2") �Iosk12� �c�5� � 23.4/6 / su pr � = W2 I Vi, 4o4e//lji-H'') /2 + o_ ff'i (to , t (12''(51jy4 i) .. 4 t-) t Ann I Ti-A41-c., GoA ro /Iu witin: 1 V - /2o it y/I , Exrpsuve & I _ 1--- C w 22,? p5I (4) , /5 Id's f (e.) 411 .hy?u r ' V, = 6. 7o g t/..- (1iLf). (_u t,) e-IP-6vi-AfrP IP a-` 51 mf ,t MAP NiCrE V3 = 2. Z4OL. = Vy (I,c'T) �EisMic Goli.e )3 I56{5f-11c PI4-P(1J'AGM !IN/e2 IN- #,/(i_ r l 's ">T = H tolf cul,f) Menti a 1 4. 0 11 1 it, / /"1-) P-illi) (t I " 3 el ( ( - (Mt�k Il ) TM RIPPEYM 1:\_irl BY VL DATE CONSULTING ENGINEERS CHK BY ` DATE 7650 S.W.Beveland St,Suite 100 JOB NO /(�3 ITigard, Oregon 97223 Phone(503)443-3900 SHEET /0,/ OF 10.6 I C/(4-hJAsil L,A7Ffemc /1/1,16L-`i515 e T, 1 3 x 2 xsIl6 x n''6"i DIP. • Wil( A4647,0-114 / rev (0.8) (0 ?i2,)($1((51) X 8.52 r5t I , w - 02.cz (5I ( 5` + I2'-S't/2) -- sso e,t ( r 41 R 3-so p1 (2'c/ ) ? //11 00 (u1.r) /t6 V / / .' 3://b" We- I1 rot-4f = G/, l?"s k //r, 066eev4h'ai c e )ii,s X 11-1,4 wi/(2) , ti 1 1 1- "t g off` W�� n --> U 5e- G 3 k 2 x /� k o-k, M„ -. 0.q(So) y (2 2� k2 ), /,�,) _ 6./e 4v?1 ^> 4 te4 IA .0,34 C464 0. 31251' O'l. 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I /2I /2 2.2 (0(4) 1 a (Se IA)t I1 Wl its ? !' �, alb. @ ee4,1e-- a� t ad{ S' e S t!aiio ® ,a6. 1. o I __ 2 Lt: D + 0.70 II • et/et.4 W46I ael c. s a e Fr , 0, 2 (9,822) (34('3,5(19.3/3`r /0,2/l')/2 + + ' (2)(2.2J4)(15' 1,1,5') 8' 114,0 p// (04) 1 4 u /e„ T5d - (liopli)(i'll9(o7) T /063 I . 1 dowels (0/2,6 ei,14 ,1 ) ,, €,'( e2 j!i1" ‘)e, L> Zo3s (/2/!6 /526 4- > 63 e3k I TM RIPPEY BY V L DATE lif E./1KCONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 3 u ITigard, Oregon 97223 Phone(503)443-3900 SHEET 42,5 OF 1 64gW/3$k N4 suiPearT 1 W 31061 (16h/12.) eGIell I /SOF/ZS-'3 �/L9�1� , r3�1. kph) F=z8,s )(1o3 L_ P, Tx , a'Oss, /1.k wel144- o, 58( ply Add Se(/ weE 4 lo iNt,U'M era z M o, 2ytt t[o, sal (7' ls] )'12/10.9. - 4 33� ok 1 a = Z2.5 �r (ti.581//0(74) �ass " p = 22,6 � ( ' 2s,sxio (0,095) Q = G/532_ < L/ 360 ()Se- / QF /2S- 33 &sey 1,1 @ /6 " 0/e 1 1 1 1 M TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE-111 7650 S.W.Beveland St,Suite 100 JOB NO / 33 0 Tigard, Oregon 97223 ' Phone (503)443-3900 SHEET 1• OF I I General Footin File=13:12016 Projects\16330 MDGNERCALCLandrover-INCWASQ1983-2017ISTRUCTURALICAuiid0A7.12.10LCS\16330.e10.17.12c60 g E , . ,e :1 ,Ver. .1 I Lic.#:KW-06002562 Licensee:tm rippey.consulting engineers Description: Footing for C2 Code References I Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information IMaterial Properties Soil Design Values VC:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield I = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf Concrete Density 150.0 pcf Soil/Concrete Friction Coeff. 0.30 cp Values Flexure = 0.90 Shear = 0.750 IncreasesFooting base based ondepth footingbelowsoil Depth rface I Analysis Settings 2.833 ft Min Steel%Bending Reinf, Allow press,increase per foot of depth ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension I Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom& ear sh I No Dimensions Width parallel to X-X Axis = 10.250 ft Length parallel to Z-Z Axis = 10.250 ft Z Footing Thickness = 20.0 in . ON 4441, rur4t_t,-toml tie tk ; s II � tt Mr, Pedestal dimensions... �' & mkk px:parallel to X-X Axis = 13.10 inblEfft �fy pz:parallel to Z Z Axis = 11.0 in rg - ' Height = in fF Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.313 in IReinforcing ,a r Bars parallel to X-X Axis Number of BarsI = 16 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 16 �� , �' Reinforcing Bar Size = # 5 ' ` � � k, i ri• s ,-#,N11 Bandwidth Distribution Check (ACI 15.4.4.2) '0,441 �' Direction Requiring Closer Separation n/a #Bars required within zone n/a I #Bars required on each side of zone n/a Applied Loads D. Lr L S W E H I P:Column Load = 97.405 76.630 15.965 k OB:Overburden ksf M-xx = k-ft I M-zz k-ft V-x k V-z = k I /1,8 I I General Footing File=P:12016Projects116330-MDG Landrover-WASQ\STRUCTURALICALCS116330.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver,10.17.12.10 I Lic.#:KW-06002562 Licensee:tm rippey consulting engineers Description: Footing for C2 DESIGN SUMMARY Desi.n OK IMin.Ratio Item Applied Capacity Governing Load Combination PASS 0.9530 Soil Bearing 1.906 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding IPASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6995 Z Flexure(+X) 24.695 k-ft/ft 35,304 k-ft/ft +1.20D+1.60L+0.50S+1,60H PASS 0.6995 Z Flexure(-X) 24.695 k-ft/ft 35.304 k-ft/ft +1.20D+1,60L+0.50S+1.60H PASS 0.7264 X Flexure(+Z) 25.646 k-ft/ft 35.304 k-ft/ft +1.20D+1.60L+0.50S+1.60H I PASS 0.7264 X Flexure(-Z) 25.646 k-ft/ft 37.378 psi 35.304 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.4549 1-way Shear(+X) 82,158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4549 1-way Shear(-X) 37.378 psi 82.158 psi +1,20D+1.60L+0.505+1.60H PASS 0.4696 1-way Shear(+Z) 38.583 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H I PASS 0.4696 1-way Shear(-Z) 38.583 psi 82,158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.7437 2-way Punching 122.207 psi 164.317 psi +1.20D+1.60L+0.50S+1,60H Detailed Results I Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio IX-X,+D+1-1 2.0 n/a 0.0 1.177 1.177 n/a n/a 0.589 X-X,+D+L+H 2,0 n/a 0.0 1.906 1.906 n/a n/a 0.953 X-X,+D+Lr+H 2.0 n/a 0.0 1,177 1.177 n/a n/a 0.589 X-X,+D+S+H 2.0 n/a 0.0 1.329 1.329 n/a n/a 0.665 X-X,+D+0,750Lr+0.750L+H 2.0 n/a 0.0 1.724 1.724 n/a n/a 0.862 I X-X,+D+0.750L-.0.7505+H 2.0 n/a 0.0 1.838 1.838 n/a n/a 0.919 X-X,+D+0.60W+H 2.0 n/a 0.0 1.177 1.177 n/a n/a 0.589 X-X,+D+0.70E+H 2.0 n/a 0.0 1.177 1.177 n/a n/a 0.589 X-X,+D+0,750Lr+0.750L+0,450W+H 2.0 n/a 0.0 1.724 1.724 n/a n/a 0.862 I X-X,+D+0,750L+0.750S+0.450W+H 2.0 n/a 0.0 1.838 1.838 n/a n/a 0.919 X-X,+D+0.750L+0.7505+0,5250E+H 2.0 n/a 0.0 1.838 1.838 n/a n/a 0,919 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7063 0.7063 n/a n/a 0.353 X-X,+0.60D+0.70E+0,60H 2.0 n/a 0.0 0.7063 0.7063 n/a n/a 0.353 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.177 1.177 0.589 I Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.906 1.906 0.953 Z-Z,+D+Lr+H 2.0 0,0 n/a n/a n/a 1.177 1.177 0.589 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.329 1.329 0.665 Z-Z,+D+0.750Lr+0,750L+H 2.0 0,0 n/a n/a n/a 1.724 1.724 0.862 I Z-Z,+D+0,750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.838 1.838 0,919 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 1.177 1.177 0.589 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.177 1.177 0.589 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.724 1.724 0.862 Z-Z,+D+0.750L+0,750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.838 1,838 0.919 IZ-Z,+D+0,750L+0,7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1,838 1.838 0.919 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.7063 0.7063 0.353 Z-Z,+0.60D+0,70E+0.60H 2.0 0.0 n/a n/a n/a 0.7063 0.7063 0.353 Overturning Stability I Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ISliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status IFooting Has NO Sliding I lI.i I General Footi n File=P:12016 Projects\16330-MDG Landrover-WA SQISTRUCTURALICALCS\16330.ec6 Footing ENERCALC,INC.19$3-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002562 Licensee:tm rippey consulting engineers I Description: Footing for C2 Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2 in^2 102 k-ft Status X-X,+1.400+1.60H 14.132 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.40D+1.60H 14.132 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK 1 X-X,+1.20D+0.50Lr+1.60L+1.60H 24.819 +Z Bottom 0.449595529251C Min ACI 9.6 0.4839 35.304 OK X-X,+1.20D+0.50Lr+1,60L+1.60H 24,819 -Z Bottom 0.449595529251C Min ACI 9.6 0.4839 35.304 OK X-X,+1.20D+1,60L+0,50S+1.60H 25,646 +Z Bottom 0.464900726942E Min ACI 9.6 0.4839 35,304 OK X-X,+1.20D+1.60L+0.50S+1.60H 25,646 -Z Bottom 0.464900726942E Min ACI 9.6 0.4839 35.304 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 16.084 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK I X-X,+1.200+1.60Lr+0.50L+1.60H 16.084 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 12.113 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+1.60Lr+0,50W+1.60H 12,113 -Z Bottom 0.432 Min Temp% 0,4839 35.304 ' OK X-X,+1.20D+0.50L+1,60S+1.60H 18.731 +Z Bottom 0.432 Min Temp% 0.4839 35,304 OK ' X-X,+1.20D+0,50L+1,60S+1,60H 18.731 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+1,60S+0.50W+1.60H 14.760 +Z Bottom 0.432 Min Temp% 0.4839 35,304 OK X-X,+1.20D+1.60S+0,50W+1.60H 14.760 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 16.084 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK I X-X,+1.20D+0.50Lr+0.50L+W+1.60H 16.084 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 16.911 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+0,50L+0.50S+W+1,60H 16,911 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.200+0.50L+0.20S+E+1,60H 16.415 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 16.415 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK I X-X,+0,90D+W+0.90H 9.085 +Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+0,90D+W+0.90H 9.085 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK X-X,+0.90D+E+0.90H 9.085 +Z Bottom 0,432 Min Temp% 0.4839 35.304 OK X-X,+0.90D+E+0.90H 9.085 -Z Bottom 0.432 Min Temp% 0.4839 35.304 OK I Z-Z,+1.400+1,60H 13.608 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1.40D+1.60H 13.608 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1,20D+0.50Lr+1.60L+1.60H 23.898 -X Bottom 0.432586488784E Min ACI 9.6 0.4839 35.304 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 23.898 +X Bottom 0.432586488784E Min ACI 9.6 0.4839 35.304 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 24.695 -X Bottom 0.447300540946E Min ACI 9.6 0.4839 35.304 OK I Z-Z,+1.200+1.60L+0.50S+1.60H 24.695 +X Bottom 0.447300540946E Min ACI 9.6 0.4839 35.304 OK Z-Z,+1.200+1,60Lr+0,50L+1.60H 15,487 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1.200+1.60Lr+0.50L+1.606 15.487 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1,20D+1.60Lr+0.50W+1.60H 11.664 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK , Z-Z,+1.20D+1.60Lr+0.50W+1.60H 11.664 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1.200+0.50L+1.60S+1.60H 18,036 -X Bottom 0.432 Min Temp% 0.4839 35,304 OK Z-Z,+1.200+0,50L+1.60S+1.60H 18.036 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1,20D+1,60S+0.50W+1.60H 14.213 -X Bottom 0.432 Min Temp% 0.4839 35,304 OK I Z-Z,+1,20D+1.60S+0.50W+1.60H 14.213 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 15.487 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 15.487 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 16,284 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1,20D+0,50L+0.50S+W+1.60H 16.284 +X Bottom 0.432 Min Temp% 0,4839 35.304 OK I Z-Z,+1,20D+0.50L+0.20S+E+1.60H 15.806 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+1,20D+0.50L+0.20S+E+1.60H 15.806 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+0.90D+W+0.90H 8.748 -X Bottom 0.432 Min Temp% 0.4839 35.304 OK Z-Z,+0.90D+W+0.90H 8,748 +X Bottom 0.432 Min Temp% 0.4839 35.304 OK I Z-Z,+0.90D+E+0,90H 8.748 -X Bottom 0.432 Min Temp% 0.4839 35,304 OK Z-Z,+0.90D+E+0.90H 8.748 +X Bottom 0.432 Min Temp% 0.4839 35,304 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 20.60 psi 20.60 psi 21.26 psi 21.26 psi 21.26 psi 82.16 psi 0.26 0.00 +1,20D+0.50Lr+1.60L+1.60H 36,17 Psi 36.17 PSI 37.34 psi 37.34 psi 37.34 psi 82.16 psi 0.45 0.00 +1.20D+1.60L+0,50S+1.60H 37.38 Psi 37.38 psi 38.58 psi 38,58 psi 38.58 psi 82,16 psi 0.47 0.00 +1.200+1.60Lr+0.50L+1.60H 23.44 psi 23.44 psi 24.20 psi 24,20 psi 24.20 psi 82.16 psi 0.29 0.00 ' +1.20D+1.60Lr+0.50W+1.6011 17.65 psi 17.65 psi 18.22 psi 18.22 psi 18.22 psi 82.16 psi 0.22 0.00 +1.20D+0.50L+1.60S+1.60H 27.30 Psi 27.30 psi 28.18 psi 28.18 psi 28.18 psi 82.16 psi 0.34 0.00 +1.20D+1.60S+0.50W+1.60H 21.51 psi 21.51 psi 22.21 psi 22.21 psi 22.21 psi 82.16 psi 0.27 0.00 +1,200+0.50Lr+0.50L+W+1.60H 23.44 psi. 23.44 psi 24.20 psi 24.20 psi 24.20 psi 82.16 psi 0.29 0.00 iii +1,20D+0,50L+0.50S+W+1.60H 24,65 psi 24.65 psi 25.44 psi 25.44 psi 25.44 psi 82,16 psi 0.31 0.00 +1.20D+0.50L+0.20S+E+1,60H 23.92 psi 23.92 psi 24.70 psi 24.70 psi 24,70 psi 82.16 psi 0.30 0.00 1 I General Footing File=P.12016 Projects116330-MDG Landrover-WA SQISTRUCTURALICALCS116330.ec6 ENERCALC,INC.1983-2017.Build:10.17.12,10,Ver.10.17.12.10 I Lic.#:KW-06002562 Licensee:tm rippey consulting engineers Description: Fooling for C2 One Way Shear I Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+W+0.90H 13.24 psi 13.24 psi 13,67 psi 13.67 psi 13.67 psi 82.16 psi 0,17 0.00 +0.90D+E+0.90H 13.24 psi 13.24 psi 13.67 psi 13.67 psi 13.67 psi 82.16 psi 0,17 0.00 Two-Way"Punching"Shear All units k ILoad Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1,60H 67.34 psi 164,32psi 0.4098 OK +1.20D+0,50Lr+1.60L+1.60H 118.27 psi 164.32psi 0.7197 OK I +1,20D+1.60L+0.50S+1.60H 122.21 psi 164.32psi 0.7437 OK +1,20D+1.60Lr+0,50L+1,60H 76.64 psi 164.32psi 0.4664 OK +1.20D+1,60Lr+0,50W+1.60H 57.72 psi 164.32psi 0,3513 OK +1.20D+0.50L+1,60S+1.60H 89.25 psi 164.32psi 0,5432 OK 1 +1.20D+1.605+0.50W+1.60H 70.33 psi 164,32psi 0.428 OK +1,20D+0.50Lr+0.50L+W+1,60H 76.64 psi 164.32psi 0.4664 OK +1,20D+0.50L+0.50S+V1r+1,60H 80.58 psi 164.32psi 0.4904 OK +1.20D+0.50L+0.20S+E+1.60H 78.22 psi 164.32psi 0,476 OK +0.90D+W+0.90H 43.29 psi 164,32psi 0,2635 OK 1 +0.90D+E+0.90H 43.29 psi 164.32psi 0,2635 OK I I I I I I I I I I //, /1 Title Block Line 1 Project Title: I You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. I Title Block Line 6 Printed:28 AUG 2018, 3:23PM General FOOT file=P:\2016Projecls116330-MDCLandrover-WA SQISTRUCTURAUCALCS\16330.ee6. Ing Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.15. Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS I Description: Footing for C3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used :ASCE 7-10 General information Material Properties Soil Design Values I fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 I qp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf I= ft Min Allow%Temp Reinf. = 0.00180 when footing base is below Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth I Use ftg wt for stability,moments&shears Yes = ksf when max. Add Pedestal Wt for Soil Pressure No length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions I Width parallel to X-X Axis = 8.50 ft Length parallel to Z-Z Axis = 8.50 ft z Footing Thickness = 16.0 in I u titt IPedestal dimensions.., x wf x px:parallel to X X Axis - 13.10 in pz:parallel to Z-Z Axis = 9.050 in YA • W Height - in a Rebar Centerline to Edge of Concrete... , at Bottom of footing = 3.313 in ,ems m Reinforcing e W I Bars parallel to X-X Axis Number of Bars = 13.0 Reinforcing Bar Size = # 5 ' Bars parallel to Z-Z Axis t. Number of Bars = 13.0 x � x> � � x x rh k w i i Reinforcing Bar Size = # 5 s d xt F:- M I;.f .1 X:t` �x fa,,. Bandwidth Distribution Check (ACI 15.4.4.2) s� rr � � T I kw to u r+�.i. Direction Requiring Closer Separation e:= n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H I P:Column Load = 70.206 55.080 11.475 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k /1.12 I Title Block Line 1 Project Title: I You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: I Title Block"selection. Title Block Line 6 Printed:28 AUG 2018, 3:23PM General Footing File=P:12016Projects1l 6330-MDG Landrover-WASQ\STRUCTURALICALCS116330.ec6, Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.15. I Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Footing for C3 DESIGN SUMMARY Desi.n OK I Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9670 Soil Bearing 1.934 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z Sliding 0.0 k-ft 0.0 k-ft No Overturning PASS n/a X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6485 Z Flexure(+X) 16.911 k-ft/ft 26.076 k-ft/ft +1,200+1.60L+0.50S+1,60H PASS 0.6485 Z Flexure(-X) 16.911 k-ft/ft 26.076 k-ft/ft +1.20D+1.60L+0,50S+1.60H PASS 0.7090 X Flexure(+Z) 18.487 k-ft/ft 26.076 k-ft/ft +1.20D+1.60L+0,50S+1.601-1 PASS 0.7090 X Flexure(-Z) 18.487 k-ft/ft 26,076 k-ft/ft +1.200+1.60L+0.50S+1.601-1 PASS 0.5193 1-way Shear(+X) 42.668 psi 82.158 psi +1.200+1.60L+0.50S+1.60H PASS 0.5193 1-way Shear(-X) 42.668 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0,5528 1-way Shear(+Z) 45.420 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H I PASS 0.5528 1-way Shear(-Z) 45.420 psi 139,256 psi 82,158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.8475 2-way Punching 164.317 psi +1.20D+1.60L+0,50S+1.60H Detailed Results I Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 1.172 1.172 n/a n/a 0.586 I X-X,+D+L+H 2.0 n/a 0.0 1.934 1.934 n/a n/a 0.967 0.586 X-X,+D+Lr+H 2.0 n/a 0.0 1.172 1.172 n/a n/a X X,+D+S+H 2.0 n/a 0.0 1.331 1.331 n/a nla 0.666 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1,743 1.743 n/a n/a 0.872 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.863 1.863 n/a n/a 0.932 I X-X,+D+0.60W+H 2,0 n/a 0.0 1.172 1.172 n/a n/a 0.586 X-X.+D+0.70E+H 2.0 n/a 0,0 1.172 1.172 n/a n/a 0.586 X-X,+D+0,750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.743 1.743 n/a n/a 0.872 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.863 1.863 n/a n/a 0.932 I X-X,+D+0,750L+0.750S+0.5250E+H 2.0 n/a 0.0 1,863 1.863 n/a n/a 0,932 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.7030 0.7030 n/a n/a 0,352 X X,+0,60D+0.70E+0,60H 2.0 n/a 0.0 0.7030 0.7030 n/a nla 0.352 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 1.172 1,172 0.586 I Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.934 1.934 0.967 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 1.172 1.172 0.586 Z-Z,+D+S+H 2.0 0,0 n/a n/a n/a 1.331 1.331 0,666 Z-Z.+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.743 1.743 0.872 Z-Z,+D+0,750L+0.750S+H 2,0 0.0 n/a n/a n/a 1.863 1.863 0,932 I Z-Z,+D+0.60W+H 2,0 0,0 n/a n/a n/a 1.172 1.172 0.586 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 1.172 1.172 0.586 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2,0 0.0 n/a n/a n/a 1.743 1,743 0,872 Z-Z,+D+0.750L+0.7505+0,450W+H 2.0 0.0 n/a n/a n/a 1.863 1.863 0,932 I Z-Z,+D+0.750L+0,750S+0.5250E+H 2,0 0.0 n/a n/a n/a 1.863 1.863 0.932 Z-Z,+0.60D+0,60W+0.60H 2.0 0.0 n/a n/a n/a 0.7030 0.7030 0.352 Z-Z,+0.60D+0,70E+0.60H 2.0 0.0 n/a n/a n/a 0.7030 0.7030 0.352 Overturning Stability I Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding I I /1, 13 Title Block Line 1 Project Title: You can change this area Engineer: I using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. I Title Block Line 6 Printed:28 AUG 2018, 3:23PM General Footing File=P:\2016Projects116330-MDGLandrover-WASQISTRUCTURALICALCSl16330•ec6. g Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.15. Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS 1 Description: Footing for C3 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status I k-ft Surface inA2 1n"2 IO2 k-ft X-X,+1.40D+1.60H 10.202 +Z Bottom 0.3456 Min Temp% 0,4741 26.076 • OK X-X,+1.40D+1,60H 10.202 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK I X-X,+1.20D+0,50Lr+1.60L+1.60H 17.891 +Z Bottom 0.4285 Min ACI 9.6 0.4741 26.076 OK X-X.+1.20D-'0.50Lr+1,60L+1.60H 17.891 -Z Bottom 0.4285 Min ACI 9.6 0.4741 26.076 OK X-X,+1.20D+1.60L+0,50S+1.60H 18.487 +Z Bottom 0.4431 Min ACI 9.6 0.4741 26.076 OK X-X,+1.20D+1.60L+0,50S+1.60H 18.487 -Z Bottom 0.4431 Min ACI 9.6 0.4741 26.076 OK X-X,+1.20D+1.60Lr+0.50L+1.601-1 11.603 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK ' X-X.+1.20D+1.60Lr+0.50L+1.60H 11.603 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 8.744 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 8.744 -Z Bottom 0.3456 Min Temp% 0.4741 26,076 OK X-X,+1.20D+0.50L+1.60S+1.60H 13.508 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK I X-X,+1.20D+0.50L+1.60S+1.60H 13.508 -Z Bottom 0,3456 Min Temp% 0.4741 26.076 OK X-X,+1.20D+1.60S+0.50W+1.60H 10.650 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+1.20D+1,60S+0.50W+1.60H 10.650 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+1.20D+0,50Lr+0.50L+W+1.601-1 11.603 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+1.20D+0,50Lr+0,50L+W+1.60H 11.603 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK I X-X,+1.20D+0.50L+0.50S+W+1,60H 12.198 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+1.20D+0.50L+0,50S+W+1.601-1 12.198 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X.+1.200+0.50L+0.20S+E+1.60H 11.841 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+1.20D+0.50L+020S+E+1.60H 11.841 -Z Bottom 0.3456 Min Temp% 0.4741 26,076 OK I X-X.+0.90D+W+0.90H 6.558 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X,+0.90D+W+0.90H 6.558 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X.+0.90D+E+0.90H 6.558 +Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK X-X.+0.90D+E+0.90H 6.558 -Z Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.40D+1.60H 9.332 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK I Z-Z,+1.40D+1.60H 9.332 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 16.366 -X Bottom 0.3911 Min ACI 9.6 0.4741 26.076 OK Z-Z,+1.20D+0,50Lr+1.60L+1.60H 16.366 +X Bottom 0.3911 Min ACI 9.6 0.4741 26.076 OK Z-Z,+120D+1.60L+0,50S+1,60H 16.911 -X Bottom 0.4044 Min ACI 9.6 0.4741 26.076 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 16.911 +X Bottom 0.4044 Min ACI 9.6 0.4741 26.076 OK Z-Z,+1.20D+1.60Lr+0.50L+1,60H 10.614 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 10.614 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.999 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 7,999 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK I Z-Z.+120D+0.50L+1.60S+1,60H 12.357 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+0,50L+1.60S+1.60H 12.357 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+1,60S+0,50W+1,60H 9.742 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z.+1.20D+1.60S+0,50W+1.60H 9.742 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK I Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 10.614 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 10.614 +X Bottom 0.3456 Min Temp% 0.4741 26,076 OK Z-Z,+1.20D40.50L+0,50S+W+1.60H 11.158 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+0.50L+0.50S+W+1.6011 11.158 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 10.832 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK I Z-Z,+1.20D-+0,50L+0.20S+E+1.60H 10.832 +X Bottom 0.3456 Min Temp% 0.4741 26,076 OK Z-Z,+0.90D+W+0.90H 5.999 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK Z-Z,+0.90D+W+0,90H 5.999 +X Bottom 0.3456 Min Temp% 0.4741 26,076 OK Z-Z,+0,90D+E+0,90H 5.999 -X Bottom 0.3456 Min Temp% 0.4741 26.076 OK I Z-Z,+0.90D+E+0,90H 5.999 +X Bottom 0.3456 Min Temp% 0.4741 26.076 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 23.55 psi 23.55 psi 25.06 psi 25.06 psi 25.06 psi 82.16 psi 0.31 OK I +1.20D+0.50Lr+1.60L+1.60H 41.29 Psi 41.29 psi 43.96 psi 43.96 psi 43.96 psi 82.16 psi 0.54 OK +1.20D+1.60L+0.50S+1.60H 42.67 psi 42.67 psi 45.42 Psi 45.42 psi 45.42 psi 82.16 psi 0.55 OK +1.20D+1.60Lr+0.50L+1.60H 26.78 psi 26.78 psi 28.51 Psi 28.51 psi 28.51 psi 82.16 Psi 0.35 OK +1.20D+1.60Lr+0.50W+1.60H 20.18 psi 20.18 psi 21.48 psi 21.48 psi 21.48 psi 82.16 psi 0.26 OK ' +1.20D+0.50L+1.60S+1.60H 31.18 Psi 31.18 psi 33.19 psi 33.19 psi 33.19 psi 82.16 psi 0.40 OK +1.20D+1.603+0,50W+1,60H 24.58 psi 24,58 psi 26.17 psi 26.17 psi 26.17 psi 82.16 psi 0.32 OK +1.20D+0.50Lr+0,50L+W+1.601-1 26.78 Psi 26.78 psi 28.51 psi 28.51 psi 28.51 Psi 82.16 psi 0.35 OK +1.20D+0.50L+0.50S+W+1.60H 28.15 psi 28.15 psi 29.97 psi 29.97 psi 29.97 psi 82.16 psi 0.36 OK ' +1.20D-+0.50L+0.20S+E+1.60H 27.33 psi 27.33 psi 29.09 psi 29.09 Psi 29.09 psi 82.16 psi 0.35 OK +0.90D+W+0,90H 15.14 psi 15.14 psi 16.11 psi 16.11 psi 16.11 psi 82.16 psi 0.20 OK ' Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: I Title Block"selection. Title Block Line 6 Printed:28 AUG 2018, 3:23PM General Footing File=P:12016 Projects116330-MDG Landrover-WASQISTRUCTURALICALCS116330.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8,15. ' Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Footing for C3 One Way Shear I Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 15.14 psi 15.14 psi 16.11 psi 16.11 psi 16.11 psi 82,16 psi 0.20 OK Two-Way"Punching"Shear All units k ' Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 76.85 psi 164.32 psi 0.4677 OK +1,20D+0.50Lr+1.60L+1.60H 134.77 psi 164.32psi 0.8202 OK +1.20D+1.60L+0.50S+1.60H 139.26 psi 164.32psi 0.8475 OK +1.20D+1.60Lr+0,50L+1.60H +1.20D+1.60Lr+0,5 87,40 psi 164.32 psi 0.5319 OK ' OW+1.60H 65,87 psi 164,32psi 0.4009 OK +1.20D+0.50L+1,60S+1.60H 101.75 psi 164.32psi 0.6193 OK +1.20D+1.60S+0.50W+1.60H 80.22 psi 164.32 psi 0.4882 OK +1.20D+0.50Lr+0.50L+W+1,60H 87.40 psi 164.32psi 0.5319 OK I +1,20D+0.50L+0.50S+W+1,60H 91.89 psi 164.32psi 0.5592 OK +1,20D+0,50L+0.20S+E+1.60H 89.19 psi 164.32 psi 0.5428 OK +0,90D+W+0.90H 49.40 psi 164.32 psi 0.3006 OK +0.90D+E+0.90H 49.40 psi 164.32psi 0.3006 OK I I I I I I I I I I I I /I,/C I I 11\7 7650 S.W.Beveland St. TM RIPPEY Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 1 F STRUCTURAL CALCULATIONS (REVISED FOR STRUCTURAL PLAN CHECK) IPROJECT: MDG—JLR SHOWROOM AND PAVILION BUILDINGS gLOCATION: 10125 SW WASHINGTON SQUARE RD. PORTLAND,OREGON ICLIENT: MILDREN DESIGN GROUP DATE: AUGUST 8,2018 1 PROJECT NUMBER: 16330 I TABLE OF CONTENTS: I ITEM SHEET NUMBER ISHOWROOM BUILDING ROOF FRAMING 1.1-1.11 2ND FLOOR FRAMING „,„2,L7.249, I LATERAL ANALYSIS 3.1—3.15 BRACED FRAMES 4.1—4.76 WALL FRAMING 5.1—5.16 IFOOTINGS 6.1—6.11 PAVILION BUILDING ROOF FRAMING/COLUMN/FOOTINGS 7.1—7.3 iLATERAL ANALYSIS 8.1—8.28 I 64\ --ruki OREGON I4)„/ 20, N°\CP /1 Turice' 1 EXP: 6/30/20 I 9 / ....10 1 -'2,,c-il 1,007)-3, -30Q-A, ---_ ..... 0 ..--.4- 1-16;+6?-th OrV.2i-j 0 tsi tj ("4 I _ I I . I I I I I • I I I ,..... I .1e—xt3 _ I _ ._. • Jo—.s. AL—,sr I 19-:-.. .111,81 t. 1-,9 t ,fo,at ..lo-Jr ,,„ ,-.-,., . c.,......... .71 ---_____ L'43-21 __I _____, _11 11 11 1 • 1 1 1 ., I Z. El 0 I ' 0 . I. 0 , / . . I q 1/4) A. 1 xi i . . 'fr2i 1... 4 1 Je-,81 . hum,A -7, t. --- I I --,-----, 7. ir __ I b ""A{ 1 * .. -2191v----10 1* I - ito,-.8 1 40-S1 ..11 S .-.04 .T01,01 4 .19-4 t 4 I * ,-cf„ ftg. ,.oi-,6 4ii-A, .fs-zi .tinat I I • ,:. . , 1 --- iji0liiil I • -1- 131111 1 .1, v 1 • --) t 1 cs T t? I ie lit , .....--._ --,,Iiihr. 1-F,,, '1 I1111 * 11: ID Imr '. .r. , . I , I i t I -- ---- __ Ff ___ .__[___ ____f______+___ --- lijalii' I I I I I I I r• I .... 1 iL ' .0-41 .1-.1l „trAt I. km I, .0-41 .ft-A, I ® • ft 1 ,...,_ =.......=a;...:,*-A.:77....4,S...._. ...,,i ____,,:,'ri.,,..a.. ---z. 4.7,1.„rli,= ,,,,.. ..,-..---,7=.•,i. 7,---y--, .r.--... I ill -.11 lin I ' I WIZ 67411 1 L. 1 i'-1 I 1 , 1 1 7 1 .fg-.e .1 _Altai___ _ ! ._.:1__ , • ; --T. , -EP- ..-A, .4-.41 .0,01 .0-,01 .19-,11 1 .0-.41 .0-.01 .0-.0 ' .0,21io7:1 7 I I %.- I I e I I0 I t ' ' ' 7; • 0 c=i I I I I I I I I . I 1 T 91 14 I I I I I I I I I I I ^ I I I I I I I lo I ( I 4. q i`; psi- Jr;.c--,.15- c et I OL `i kjci,_47 el (tec..,11. X '''',;.: r'l(,,.K- g II 51\10\iJ .tFz e Low eDr. i 6,4 -4(0 0 {b ,L. n V-' t Y, G1' kerma 42101 h� C ; -t, �) = 4, < P 4 4 o f 2-061 1k5 t& 1 i c : T'1-- bet ell r= --. dzie w 1r 44. Il 1M.K TM RIPPEY J Le- J(tJ) Nt BYF-'ll- DAJ 1'l tas CONSULTING ENGINEERS r' r,C t. \t Vel CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET +(2-- of 1.11 I — IJI -- >r > el ' ?f "1 .1 c.' 1 c Sp, L c )' G Ltd ( I rts) • 1 { 2 ., e.,,,\.X 1 Ctyi-tF) J i i2 L = 42,v2S �-i-d to I Js - L. c k5' 1v14- ( 1 ,1 W v� 2,0 'Z+ (.,5 l 5 (m J = 'Z 6 = f aI,S I W 2.1><‘-i--, Cr. c)) 0, W1 ))135- Cc- � 1,y") Lot, = \As I4,ise r I,4`a` !e/q,„r , 1 _ W_ oETLoU.J - Il se) % ,,(5.,.- bTL:f t/3' J ` 42 � \ (2 'L-4�' --,� W 2(<44 ocro6s M 4o3,4S No = z1,Q (,-1) is, `o I tAvI , 230,0 p (1,,c. rk5�) h14, _54 , I � vis41� � rT1i �55 �C, �rt1vt (4"7 b �, • IrIE,A1==k,_ 11�'1it1.CPEY gy"R-N 1.- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1 117 OF ( ( 1 I I t I Wy)Lr /c, ` � ,si? .,(,1,;) - . 1$ r F S i- 1-S� t# e'S I Co4(e-z,4) ?-120 w 4®x ;s II I I I I 1M 1 .. TM RJE PEY BY��') DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 1 i 1 OF 1 Oregon Snow Loading IThe design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. I Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ILatitude - Longitude Lookup IResults Latitude: 45.445 ILongitude: -122.7785 Snow Load: 10.0 psi \ Modeled Elevation: 203 ft ISite Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled 11 grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. IThe design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results 111 It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of I the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. 1 ' The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf(pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many Iroof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. I ©Copyright 2010-2013 seao.org I All rights reserved. I k,S 11 I Q 6 1i 1 ,�� to0L w(�G` v) 2eCTS . CL r 2`3- , S' doc. 4- 1 .11 � -- - V421k4z4 it • kd 'I I t i ' 1c)4i9 ._;-. so(-1 -7 )zi.7s- -4-- '-i' .J 6L._ " S I 2 � WVG.XI I kle di L 1, P�,Ls 20(C .,�� 2� ,. t wAtE 1 ,> W2( c4 Gf I /,\ ( Ic rL I ,s Zit I5 L —, 2.-s- C " ) .4- (0 41 (6 8.) (cbi x ___&7 r 6, (0 I 14. 1 4Z 7` 1 KAK1 TM RI i E 1 BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET (I 6 OF I i ' 1 ' I -1.1k fit_- t 6,G1 C " ) lt41� 2 � I I IT.al S ' tti G 3 I t I 34 i,p = 20(. ,g' 2t) -- (S(b)6,g s3: a X51_ ; 2S ( 'P ) + &4 (°p)I , -,33� 41 _ is . Co ' ....4 wet 4 111 Fl Pi P 2 ?3 P3 �, ,, ,, -1,") -1;�>1 2,5 ?1 b - ® 20 (1)7 i 4 !s( )-7 �,1$ v ii ! L et, >Wev (%5 r-fm K 11 '1 1\l.I PEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO ITigard, Oregon 97223 Phone(503)443-3900 SHEET 111 OF I I 1)s9 ..--- 4 . 2- , CS i LA..- l'z' 12-Cn (... ��' .-t,-� 1.1 �I y I �� W21 ( .'--(-2 I f2,Col ' mom _ n PSS I= tt (4 ) 3, o �' ® 0 tit 23`z`� �' f3 t t1 ( U� �_.,� � ,.,L1t ( G�hl , ' 115 PI ..w.A-, w ' 44 I 1M I . TM RIPPEY BY DATE CONSULTING ENGINEERS CHIC BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 11 Phone(503)443-3900 SHEET ti 6 OF I • H I ,Y2--k b 21 P • I '/ PsWi 7- s'-.2,c. L i eZt t-1 t� DL w- 14 eNr. 21, 1`f,S • = ract ,1 tL P te3( r a 32 '2. 4 al Soar,-is -4 ,"Isla - 9 c,,„ �.'t k L ac/,J TMI II i1 1\.l PEY BY DATE Eili\..r-fCONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ITigard,Oregon 97223 Phone(503)443-3900 SHEET I/9 OF f t I oc 0 (,(. \)-.0 SSG' , is` t55tt-A,' t ibl- 0d ` ' Q ;' � v I -.1K17.- :. s'4 ,4:2) x12= 2.:40 vk,F.- 1 1-1 - 4( , 5 rK I q I-512 e2 a c c P l's? 1 c.0 V .. �' d i c (_r2� c� ° ( tf o t,N a><(o III 1M KTM RIPPEY CONSULTINGB, DATE ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard,Oregon 97223 Phone(503)443-3900 SHEET J'(a OF • I I , , _ ________________ -:-.-- - ---/i- '' . 11 --, , - w, q5-0 , ,,(,,,4 + et„s.- - ei ..,, u7z r(=F I I 1 irT 1 Y 1 K TM RIPPEY BY DATE YY CONSULTI1'r ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO I Tigard, Oregon 97223 SHEET// Phone(503)443-3900 OF I —71_114 - }yI 61 j III 11A I •, I1t 1 1 1 1 1 4.— ---; 0)..• >J•Lf�I ✓ 10 47 1 1 I , I I \ 1 got-,f I , II I .e-.oz l .fot-,o1 .¢a-.o$ .4£-,u. / .oat—.s I .f},1-.s .�s-,01 .ft-.si � Nj 1 N 11 I I V I 11111111111 Y 1 1 I 111111 III III __I ------------------- I I I I I'l 111 111 - - _ iilii iiii11 W 1 1 1 i o M , II' . 1 11 14 �. 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Beveland St,Suite 100 JOB NO 1 TPhigardone,(503)443n9-73292030 Oregon 97223 43-3900 SHEET of Title Block Line 1 Project Title: You can change this area Engineer: Project ID: i using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. 111 Title Block Line 6 Prnted:16APR 2018,3:03PIv1 ts1163317 MOO.. drover WA S.Q\STRUCTURALLCALGS\Show Room eo6 cur poste F:el l Meam 1:1. Ii:Eiai prod ENERCAt c,INC 1983 2017,Butld.10171211,Vertu lz i21o.. Ltc #:KW406002562 Licensee:-TM RIEPEY CONSULTING ENGINEERS . 111 Description FJ-2 supports header C0.0 REFERg.N0f Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design I """ Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached; Load Combination ASCE 7-10 „; _ 3< ;;; n41, 1 a€y ;, ,x; ::MI Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi W1bQ2 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete Pc 3.0 ksi Stud Diameter 3/4"in Effective Width 8.0 ft Concrete Density 145.0 pcf Qn:Stud Capacity 11.0 k Metal Deck... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 7.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in 0(4.85 L(2.8) e max:ti -.cuz:\:.2"' �c e ..Sgat .a.=. . Via.:._,t,11—,,,,:e e2;::>zi ,?>,,,-Ra:-.-e ,-pis_... - .>w sx�;:i--�' ' �..��Jd��x'�i; � '" Oxy. �` `� "�C � ^, ""n€«� a'`y�.:"..:..,�..,� �''..a.;:3'{�}, m�?,-. H;�i�3,z,..�,�;€�,sy�r� ��f.:<.�`��'_.:. r n #� do ? .. - 3 s .4. s z r�.._. _z.fs i.i zx �':s zt,N s� z oiVd/ . /' 'r ....w.:'. .........:..:. . :...,:.:: .........::::. ...r..... ...........:... ::r.. I F.l rn •'', s -u....�::.: wurrur'ci... :u.......u............<u......ru.r.:aw.fi.� .:.!: :i, .>:`% L P21.0 ft Appiled LO&CIS Service loads entered.Load Factors will be applied for calculations. Beam+Slab self weight calculated and added to loads Load for Span Number 1 Uniform Load: L=0.10 ksf, Tributary Width=8.0 ft,Post Composite Only Uniform Load: L=0.010 ksf, Tributary Width=8.0 ft,Non-Composite Only Point Load: D=4.850, L=2.80 k©7.0 ft,Post Composite Only DESIGN:SUMMARY Desi•n OK _ _ MAX BendingRatio— 0.880 : 1 MAX Shear Ratio= 0.286 : 1 DEFLECTIONS Steel section W12x22 Vu : Applied 18.299 k FINAL Composite Composite Vn/Omega : Allow 63.960 k Max Downward 1.052 in Location of maximum 0.0 ft Max Upward 0.000 in %Composite Action 25 % Load Combination Defl Ratio 239 Mu : Applied 98.654 k-ft +D+L+H +D+L+H Mn/Omega : Allow 112.160 k-ft 11 Location of maximum 8.540 ft Transient Composite Max Downward 0.458 in Load Combination Max Upward 0.000 in +D+L+H Defl Ratio 550 Pre-Composite L Only Mu :Applied 29.605 k-ft Mn*Phi :Allowable 73.104 k-ft NonComposite Max Downward 0.525 in Max Upward 0.000 in Defl Ratio 479 PreCompDL+PreCompLL Shear Stud Requirements 111 From Support 1 to 7.98 ft use 8 studs. From 7.98 ft to Support 2 use 8 studs. stet I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Pmted16 APR 2018 3:03PM Fib Ft2016 Prbteots116330'MDG Landrover WA S;QISTRUOTURALICALC51Show Room eo6 - Gpmpas1 Le $feel Ream EtdERCALC,-1.1.46. 1983 2017,Build 101712.11),Ver10.171210..-. Lie.#.KW=_06002662 Licensee TM RIPPEY CQNSULTING ENGINEERS Description: FJ-2 supports header Maximum'Deflections for L d.Combtnations .:Unfactored t,oadS. Location FINAL DEFLECTIONS(in) Added Post lxx-Used Load Combination in Span (ft) Pre-Composite NonComposite Removed Composite inA4 Precomposite Downward 10.640 0.000 0.5250 156.00 Precomposite Upward 0.000 0.000 156.00 II NonComposite Removed Downward 10.640 0.000 0.5250 0.078 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Fina Composite: +D+H Downward 10.360 0.148 0.4466 0.447 326.94 Fina Composite: +D+H Upward 0.000 0.000 326.94 Fina Composite: +D+L+H Downward 10.360 0.606 0.5248 -0.078 0.447 326.94 Fina Composite: +D+L+H Upward 0.000 0.000 326.94 Fina Composite: +D+Lr+H Downward 10.360 0.148 0.4466 0.447 326.94 Fina Composite: +D+Lr+H Upward 0.000 0.000 326.94 Fina Composite: +D+S+H Downward 10.360 0.148 0.4466 0.447 326.94 Fina Composite: +D+S+H Upward 0.000 0.000 326.94 Fina Composite: +D+0.750Lr+0.750 Downward 10.360 0.491 0.5052 -0.059 0.447 326.94 Fina Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 326.94 Fina Composite: +D+0.750L+0.750S Downward 10.360 0.491 0.5052 -0.059 0.447 326.94 Fina Composite: +D+0.750L+0.750S Upward 0.000 0.000 326.94 I Fina Composite: +D+0.60W+H Downward 10.360 0.148 0.4466 0.447 326.94 Fina Composite: +D+0.601N+H Upward 0.000 0.000 326.94 Fina Composite: +D+0.70E+H Downward 10.360 0.148 0.4466 0.447 326.94 Fina Composite: +D+0.70E+H Upward 0.000 0.000 326.94 Fina Composite: +D+0.750Lr+0.750 Downward 10.360 0.491 0.5052 -0.059 0.447 326.94 I Fina Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 326.94 Fina Composite: +D+0.750L+0.750S Downward 10.360 0.491 0.5052 0.059 0.447 326.94 Fina Composite: +D+0.750L+0.750S Upward 0.000 0.000 326.94 Fina Composite: +D+0.750L+0 750S Downward 10.360 0.491 0.5052 -0.059 0.447 326.94 Fina Composite: +D+0.750L+0.750S Upward 0.000 0.000 326.94 Fina Composite: +0.60D+0.60W+0.6 Downward 10.360 0.089 0.2680 0.268 326.94 Fina Composite: +0.60D+0.60W+0.6 Upward 0.000 0.000 326.94 Fina Composite: +0.60D+0.70E+0.6 Downward 10.360 0.089 0.2680 0.268 326.94 Fina Composite: +0.60D+0.70E+0.6 Upward 0.000 0.000 326.94 Fina Composite: D Only Downward 10.360 0.148 0.4466 0.447 326.94 I Fina Composite: D Only Upward 0.000 0.000 326.94 Fina Composite: Lr Only Downward 21.000 0.000 326.94 Fina Composite: Lr Only Upward 21.000 0.000 326.94 Fina Composite: L Only Downward 10.360 0.458 0.0782 -0.078 326.94 Fina Composite: L Only Upward 0.000 0.000 326.94 1 Fina Composite: S Only Downward 21.000 0.000 326.94 Fina Composite: S Only Upward 21.000 0.000 326.94 Fina Composite: W Only Downward 21.000 0.000 326.94 Fina Composite: W Only Upward 21.000 0.000 326.94 I Fina Composite: E Only Downward 21.000 0.000 326.94 Fina Composite: E Only Upward 21.000 0.000 326.94 Fina Composite: H Only Downward 21.000 0.000 326.94 Fina Composite: H Only Upward 21.000 0.000 326.94 Maximum Vertical Reactions ..Unfactored . Support notation Far lett is#1 Load Combination Support 1 Support 2 Overall MAXimum 18.299 15.749 Precomposite Loads 5.639 5.639 I NonComposite Removed 4.799 4.799 Final Composite: +D+H 8.032 6.416 Final Composite: +D+L+H 18.299 15.749 Final Composite: +D+Lr+H 8.032 6.416 Final Composite: +D+S+H 8.032 6.416 Final Composite: +D+0.750Lr+0.750 15.732 13.416 Final Composite: +D+0.750L+0.750S 15.732 13.416 Final Composite: +D+0.60W+H 8.032 6.416 Final Composite: +D+0.70E+H 8.032 6.416 Final Composite: +D+0.750Lr+0.750 15.732 13.416 Final Composite: +D+0.750L+0.750S 15.732 13.416 Final Composite: +D+0.750L+0.750S 15.732 13.416 Final Composite: +0.60D+0.60W+0.6 4.819 3.849 I Final Composite: +0.60D+0.70E+0.6 4.819 3.849 Final Composite: D Only 8.032 6.416 Final Composite: Lr Only Final Composite: L Only 10.267 9.333 I Final Composite: S Only Final Composite: W Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 16 APR 2018,3:03PM 1kb P'12016 Projeotsi16330.'tvIOG t. rover WA S!QISTRUCTURAL\CALCS4ahow Room eo6 Compas1ke• SLee! eaml :; EI4ERCALC.INC 1.0...8.32017,11w 101712.10.Ver901r..12.10 Lic #:KIN-06002562 Licensees TM RIPPEY CONSULTING ENGINEERS I Description FJ-2 supports header IV.aximum Vertical Reactions_ Unfeotored Support notation.Far left is#1 Load Combination Support 1 Support 2 Final Composite: E Only Final Composite: H Only Steel Section Properties:.: . . .W1.2x22 Depth = 12.300 in I xx = 156.00 in"4 I yy = 4.660 inA4 Web Thick = 0.260 in S xx = 25.40 in^3 S yy = 2.310 in"3 Flange Width = 4.030 in R xx = 4.910 in R yy = 0.848 in Flange Thick = 0.425 in Zx = 29.300 in^3 Zy = 3.660 inA3 Area = 6.480 in"2 J = 0.293 inA4 Weight....... ... 22.058 plf Composite Section Properties Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound Span 1 PNA in Slab 100.0 12.300 324.000 30 296.68 156.0 732.8 547.2 PNA in Flange 95.0 12.260 307.800 28 303.00 156.0 732.8 539.5 II PNA in Flange 90.0 12.220 291.600 27 295.76 156.0 732.8 531.1 PNA in Flange 85.0 12.179 275.400 26 288.48 156.0 732.8 522.0 PNA in Flange 80.0 12.139 259.200 24 281.14 156.0 732.8 512.2 PNA in Flange 75.0 12.099 243.000 23 273.75 156.0 732.8 501.5 i PNA in Flange 70.0 12.059 226.800 21 266.31 156.0 732.8 489.9 PNA in Flange 65.0 12.019 210.600 20 258.82 156.0 732.8 477.4 1111 PNA in Flange 60.0 11.978 194.400 18 251.28 156.0 732.8 463.7 PNA in Flange 55.0 11.938 178.200 17 243.69 156.0 732.8 448.9 PNA in Flange 50.0 11.898 162.000 15 236.05 156.0 732.8 432.7 111 PNA in Web 45.0 11.609 145.800 14 225.79 156.0 732.8 415.2 PNA in Web 40.0 10.986 129.600 12 217.43 156.0 732.8 396.0 PNA in Web 35.0 10.363 113.400 11 208.23 156.0 732.8 375.0 PNA in Web 30.0 9.739 97.200 9 198.19 156.0 732.8 352.1 I PNA in Web 25.0 9.116 81.000 8 187.31 156.0 732.8 326.9 I I I $ I I I I ( t •tir�i. fr --oto tiro) Io - S _. I30IST?5 e...XI -'D m L P I,17S -\./1 TM RIPPEY BY ^'1 DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO I Tigard, Oregon 97223 SHEETS Phone (503) 443-3900 of I P I 1 I 1 4x (41 ) ' soL : 1_57 (w� fs .7 11� o3s LL = _10 ( ) l7 1 , 3(0 V I r. 10 t-vet-11 : l'to?LC vo'p7 c,... r-t p 'L L =.62 (%>1 ) g.44$t4"-- �-L-14 G� L L" C 2S k IG--A-T 14,k, r 2, 0 /,-r S4 Co I LLQ 0,(As- Clow) t ct.2 v 4----..VSA M ILA ATM RIPPEY BY-N ) DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 . �yr[� Phone (503)443-3900 SHEET 6,A OF_Ill Title Block Line 1 Project Title: III You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:7 NOV 2017,4:20PM File P X2010 proleats\18330 MOG Landrover WA S0\STRUCTURNA9/LGS1Sh°w Ro°m:e°$ CQt�lposlte �teea ea etlege:0 INC 19$3 2017 Build 1017.925,Vet 10,17;025. Lic,# KW-Q60Q2562 s' Licensee:ttrt rippey consulting engineers:: Description: FJ-1 CODE REFERENCES ICalculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-10 MaterialProperties I Analysis Method:Allowable Stress Design I 80t I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached: �.... ...... .... .....x..,..-...:. Load Combination ASCE 7-10 „I t'''''' `'"'"" ` " ">" 'sem " >= x. 111 Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi 1' W18,35 11 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete fc 3.0 ksi Stud Diameter 3/4"in Effective Width 8.0 ft Concrete Density 145.0 pct Qn:Stud Capacity 11.0 k Metal Deck... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 7.0 in Ribs: Perpendicular Rib Spacing 12.0 in Btm Width 5.0 in ...» .. ...,,...�} ♦ ,F........... .a+c...,, .,....\ b`.::.a....... , N:.< t. :. ..,:.-:::.... \ .,,�.�..t}:::::"":....... �..x,L^..:.w,rt.,...:,-i:xv>:xxi.. ....m.,X23 ...... ....t,,,. ,. ....... x`. L., .t. : ,».-x..,,-a,../.....C.. \i\':`.::::.:'::::r:'.:::t::i::?:::�'.:i:.� } <. - :ttm:..�n .,22 Sm .�:,.v ...... .............. kE:..:.�:::::.v}.n.,.}..:.AK, .,:x., sfiF..,:.....:.. :is , ....:.i F. ,...t,:.>., -- --vy<. .::'13 ,Nr ...:."Tx' }fY: n.,,'.. ...�.....,.,....t,.,. ......:.... «: .......S.,.:: �........ FF :....:::...>:.,..:6...,::c...£;t':..a.$:`.^:ta:::>i:::>:_x::-::.m.- .:fix..J��. ..<.T`.s. ��:�.F �giveggpigeg-�� l sill`.. £ .}.:.s 3s �r) Y iy t< -c.v �� ,�hs. �-ss. s ID ID 34.0 ft I 1 AppltedLoads Service loads entered.Load Factors will be applied for calculations. Beam+Slab self weight calculated and added to loads Load for Span Number 1 I Uniform Load L=0.10 ksf, Tributary Width=8.0 ft,Post Composite Only Uniform Load L=0.010 ksf Tributary Width=8.0 ft Non-Composite Only DES!GN SUMMARY ... ...! : . ..... Desi•n OK; MAX Bending Ratio= 0.763 : 1 MAX Shear Ratio = 0.203 : 1 DEFLECTIONS I Steel section W18x35 Vu : Applied 21.591 k FINAL Composite Vn/Omega : Allow 106.20 k Max Downward 1.878 in Composite Location of maximum 0.0 ft Max Upward 0.000 in %Composite Action 25 % Load Combination Defl Ratio 217 Mu :Applied 183.524 k-ft +D+L+H +D+L+H Mn/Omega :Allow 240.449 k-ft I Location of maximum 17.0 ft Transient Composite Max Downward 0.912 in Load Combination Max Upward 0,000 in +D+L+H Dell Ratio 447 Pre-Composite L Only I Mu : Applied 79.484 k-ft Mn*Phi : Allowable 165.918 k-ft NonComposite Max Downward 1.130 in I Max Upward 0.000 in Deft Ratio 361 PreCompDL+PreCompLL Shear Stud.Requirements I From Support 1 to 17.00 ft use 12 studs. From 17.00 ft to Support 2 use 12 studs. I 1,9' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed!7 NOV 2017,4:20PId R" < pia P\2016Poeosi16330 MOO LandmvWCA$0$141UOTBUuRllACALCSwRom 6 Col posteSt 001 eam ENCAC,IN19820701796 Ver01795 Lic.# KW-06002662 Licensee:•tm rippe"consulting engineers I Description: FJ-1 Maximum Deflections for. .oad Combinatiions U.t factored Loads' Location FINAL DEFLECTIONS(in) Added Post bp;-Used Load Combination in Span (ft) Pre-Composite NonComposite Removed Composite Mg Precomposite Downward 17.227 0.000 1.1302 510.00 Precomposite Upward 0.000 0.000 510.00 NonComposite Removed Downward 17.227 0.000 1.1302 -0.164 0.00 I NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: +D+H Downward 17227 0.000 0.9658 0,966 918.80 Final Composite: +D+H Upward 0.000 0.000 918.80 Final Composite: +D+L+H Downward 17.227 0.912 1.1302 -0.164 0.966 918.80 Final Composite: +D+L+H Upward 0.000 0.000 918.80 111 Final Composite: +D+Lr+H Downward 17.227 0.000 0.9658 0.966 918.80 Final Composite: +D+Lr+H Upward 0.000 0.000 918.80 Final Composite: +D+S+H Downward 17.227 0.000 0.9658 0.966 918,80 Final Composite: +D+S+H Upward 0.000 0.000 918.80 Final Composite: +D+0.750Lr+0.750 Downward 17.227 0.684 1.0891 -0.123 0.966 918.80 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 918.80 Final Composite: +D+0.750L+0.750S Downward 17.227 0.684 1.0891 -0.123 0,966 918.80 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 918.80 Final Composite: +D+0.60W+H Downward 17.227 0.000 0.9658 0.966 918.80 fiff Final Composite: +D+0.60W+H Upward 0.000 0.000 918.80 Final Composite: +D+0.70E+H Downward 17.227 0.000 09658 0.966 918.80 Final Composite: +D+0.70E+H Upward 0.000 0.000 918.80 Final Composite: +D+0.750Lr+0.750 Downward 17.227 0.684 1.0891 -0.123 0.966 918.80 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 918.80 1 Final Composite: +D+0.750L+0.750S Downward 17.227 0.684 1.0891 -0.123 0.966 918.80 Final Composite: +D+0,750L+0.750S Upward 0.000 0.000 918.80 Final Composite: +D+0.750L+0.750S Downward 17.227 0.684 1.0891 -0.123 0.966 918.80 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 918.80 Final Composite: +0.60D+0.60W+0.6 Downward 17.227 0.000 0.5795 0.579 918.80 111 Final Composite: +0.60D+0.60W+0.6 Upward 0.000 0,000 918.80 Final Composite: +0.60D+0.70E+0.6 Downward 17.227 0.000 0.5795 0.579 918.80 Final Composite: +0.60D+0.70E+0.6 Upward 0.000 0.000 918.80 Final Composite: D Only Downward 17.227 0.000 0.9658 0.966 918.80 Final Composite: D Only Upward 0.000 0.000 918.80 I Final Composite: Lr Only Downward 34.000 0.000 918.80 Final Composite: Lr Only Upward 34.000 0.000 918.80 Final Composite: L Only Downward 17.227 0.912 0.1644 -0.164 918.80 Final Composite: L Only Upward 0.000 0.000 918.80 Final Composite: S Only Downward 34,000 0.000 918.80 Final Composite: S Only Upward 34.000 0.000 918.80 Final Composite: W Only Downward 34.000 0.000 918.80 Final Composite: W Only Upward 34.000 0.000 918.80 Final Composite: E Only Downward 34.000 0.000 918.80 Final Composite: E Only Upward 34.000 0.000 918.80 I Final Composite: H Only Downward 34.000 0.000 918.80 Final Composite: H Only Upward 34.000 0.000 918.80 Maximum Vertical'Reactions Unfactored Support notation•Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 21.591 21.591 Precomposite Loads 9.351 9.351 NonComposite Removed 7.991 7.991 Final Composite: +D+H 7.991 7.991 Final Composite: +D+L+H 21.591 21.591 Final Composite: +D+Lr+H 7.991 7.991 Final Composite: +D+S+H 7.991 7.991 I Final Composite: +D+0.750Lr+0.750 18.191 18.191 Final Composite: +D+0.750L+0.750S 18.191 18.191 Final Composite: +D+0.60W+H 7.991 7.991 Final Composite: +D+0.70E+H 7.991 7.991 Final Composite: +D+0.750Lr+0.750 18.191 18.191 Final Composite: +D+0.750L+0.750S 18.191 18.191 Final Composite: +D+0.750L+0.750S 18.191 18.191 Final Composite: +0.60D+0.60W+0.6 4.795 4.795 Final Composite: +0.60D+0.70E+0.6 4.795 4.795 Final Composite: D Only 7.991 7.991 Final Composite: Lr Only Final Composite: L Only 13.600 13.600 Final Composite: S Only II la I Final Composite: W Only I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 7 NOV 2017,4:20PM COf1'1 OSIS$ 't@$i R: i»ll File P12016ProleeWci6330 MOOLandroot WA SQISTRUOTURAL\CALLS\ShowRoomec6 p • _.... . PNERCkLC,ING.1993 2017,Build... .9..25,Ver 1017:9 25 . I Lie,#:K1N-(16002&tit. Licensee:atn rippe,y consulting engineers, Description: FJ-1 Maximum Vertical:Reactions Uhfactored Support notation.Far left is 41 Load Combination Support 1 Support 2 Final Composite: E Only Final Composite: H Only I Steel Section Properties t' WI8x35 Depth = 17.700 in I xx = 510.00 inA4 I yy = 15.300 inA4 Web Thick = 0.300 in S xx = 57.60 in^3 S yy = 5.120 in^3 Flange Width = 6.000 in R xx = 7.040 in R yy = 1.220 in I Flange Thick = 0.425 in Zx = 66.500 in^3 Zy = 8.060 in^3 Area 10.300 inA2 J = 0.506 in"4 Weight = 35.061 Of Composite Section Properties ISpan Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound Span 1 PNA in Slab 100.0 17.700 515.000 47 570.71 510.0 1,823.2 1,420.7 I PNA in Flange 95.0 17.657 489.250 45 597.54 510.0 1,823.2 1,404.4 PNA in Flange 90.0 17.614 463.500 43 586.10 510.0 1,823.2 1,386.5 PNA in Flange 85.0 17.571 437.750 40 574.57 510.0 1,823.2 1,366.9 PNA in Flange 80.0 17.528 412.000 38 562.95 510.0 1,823.2 1,345.4 PNA in Flange 75.0 17.485 386.250 36 551.25 510.0 1,823.2 1,321.8 PNA in Flange 70.0 17.443 360.500 33 539.47 510.0 1,823.2 1,296.0 PNA in Flange 65.0 17.400 334.750 31 527.60 510.0 1,823.2 1,267.8 PNA in Flange 60.0 17.357 309.000 29 515.66 510.0 1,823.2 1,237.0 , PNA in Flange 55.0 17.314 283.250 26 503.63 510.0 1,823.2 1,203.2 PNA in Flange 50.0 17.271 257.500 24 491.53 510.0 1,823.2 1,166.1 PNA in Web 45.0 16.333 231.750 22 471.76 510.0 1,823.2 1,125.5 PNA in Web 40.0 15,475 206.000 19 456.97 510.0 1,823.2 1,081.0 PNA in Web 35.0 14.617 180.250 17 440.34 510.0 1,823.2 1,032.0 111 PNA in Web 30.0 13.758 154.500 15 421.86 510.0 1,823.2 978.2 PNA in Web 25.0 12.900 128.750 12 401.55 510.0 1,823.2 918.8 I I I I I I I I 1, 1 ( it I f �-- TA p .1 2 Ll _g (v Cc 24� L 12 - `t Si C®> 2-.`,7‘ k- l 6( ro, 5)',-4 3.5'- (fi) 13,5 LLL r to� ( 2,)7,-r14u-iest I } \,•12.1 Xe- <3 ca> c- ►fes,' °a.. .3 c , $a 7w2.4>(5p I rJ c1\ N - ,'Ql. \- C.: 3 - r ('Ar _ 0 o LL- ; v`( 1 t c_L_ i LL- "(®(.. ) \ o l-0,6t1(- , 4x1"Z = 1 j2r. 11 3-f t.-(,,„i4-5 l TM �"y RIPPEY BY `�fr DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1(BOE I I II TA ZS-2_ I IwtiA.c.x1- <1S> Ae c t vc, I u L. TA `Li q'of 'I b I r bL: ?(1.751 ') j7,5-F 35 (J1).t66('tar) 14 CF i.el-,1 L� , Z °okLF ---- W (6)(2tP <<e› I I 11 M KTM RIPPEY BY k IC)°T---- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET' 11 3 OF I I I _ v_ 3t- 4. G.00! 17, — 1.c) 4 lka c Cz .) Alit ; c-/46.s a 2- 111 ?' 4 ( ) ILLI- L(14 T TL < Gf(� 1:- e ,k 3(4 I I I I 1M KTM RIPPEY BY N rr- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 SOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET -' 1 4 OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Prink&7 FEB 2018,2:20PIv1 )alfa P;12016 Projeotsli 6330 MOO Landrquet WA SQISTRUCTURAl.1CALGSkShow Rogm ecs . Cioi'T11pOS� 5:2;.5::..6.:' $e1 Beath ENERCALC,INC 16832017,Build 10.17:12.10,Ver1d.171210 '. Lich#A:.13K1740..... KW-060025r2 • Licensee:TM t21PPEY CONSULTING ENGINEERS I Description: FG-6 CODE REFERENCES ICalculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 Makerial•properties .. Analysis Method:Allowable Stress Design I 6611 Beam Bracing: Beam is Fully Braced against lateral-torsional buckling by attached! risswir>:::rE: r,. : ;y:<%;:fir.. Load Combination ASCE 7-10 -" •""'•' , ... •• � - I Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi W21,44 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete Pc 3.0 ksi Stud Diameter 3/4"in Effective Width 6.0 ft Concrete Density 145.0 pcf Qn:Stud Capacity 11.0 k Metal Deck... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 7.0 in IRibs: Parallel Rib Spacing 12.0 in Btm Width 5.0 in D(2 86) 13(8 88) 13($-88) 3(8.88) .. - { ......_ ,:...:.,.::.:�::._..-,-.::.._:.,rr .. ..w,-4 ' E,.H 5n 1 �/f 1.. >ti'v`.>:�;%iti^ FH. - •?:�:'ti in�rTk"f:N ,+>;ir^ /. rbr:.. ..x.. $ '^ s�4 .f. f 'yE£ _ y,. x >/ j yr,t,:. ' i:Mi -. i r3 i Rn ... € G;.gi 1�r v ::,ok t'' x' s yrt.Ay ahs ? z s✓y:. ' « s Yx.< £3.`z: ifbc,' ;` . t .f:z§&.,, .rYis: ,<L/.; i .. 1 4 34.0 ft Applied Loade... _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 II Uniform Load: D=0.2230 k/ft, Tributary Width=1.0 ft,Non-Composite Only Point Load: D=2.860 k @ 6.80 ft,Pre&Post Composite Point Load: D=2.860, L=7.730 k @ 13.60 ft,Pre&Post Composite Point Load: D=2.860, L=7.730 k @ 20.40 ft,Pre&Post Composite I Point Load: D=2.860, L=7.730 k @ 27.20 ft,Pre&Post Composite Uniform Load: L=0.3920 k/ft, Tributary Width=1.0 ft,Post Composite Only Point Load: S=6.610 k @ 13.60 ft,Post Composite Only Point Load S=6.610 k @ 20.40 ft Post Composite Only Point Load S=6.610 k @ 27.20 ft,Post Composite Only DES/GN SUMMARY <. ...... .. Desi.n OK MAX Bending Ratio= 0.565 : 1 MAX Shear Ratio= 0.141 : 1 DEFLECTIONS I Steel section W21x44 Vu : Applied 20.394 k FINAL Composite Composite Vn/Omega:Allow 144,90 k Max Downward 1.183 in Location of maximum 34.0 ft Max Upward 0.000 in % Composite Action 25 % Load Combination Defl Ratio 344 I Mu : Applied 192.952 k-ft +D+0.750L+0.7505+H +D+0.750L+0.750S+H Mn/Omega :Allow 341.469 k-ft Location of maximum 19.947 ft Transient Composite Max Downward 0.548 in I Load Combination Max Upward 0.000 in +D+0.750L+0.750S+H Defl Ratio 744 Pre-Composite S Only I Mu : Applied 96.962 k-ft Mn * Phi : Allowable 238.024 k-ft NonComposite Max Downward 0.838 in Max Upward 0.000 in I Defl Ratio 486 PreCompDL+PreCompLL '24 I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted 7 FEB 2018,2:20PM Co pps�#e St�i�l 1 ,11� i+1b i't2016 Projeots116330 ! )G Landrover WA SQ1STR(JCT iRAi.�GALCst&how Room eo6 ENl±F7CA•cd it, 19832017,.t#ulk.101712 Alsier101)1210 Lic #..KW-06002562Licensee ;TM RIP_PEY CONSULTING ENGINEERS I Description: FG-6 .Sheet'Stud RegUitetnenta From Support 1 to 20.17 ft use 15 studs. From 20.17 ft to Support 2 use 15 studs. Maxrmum`Deflections for!Load Combinations.}.Unfactored Loads Location FINAL DEFLECTIONS(in) Added Post lxx-Used Load Combination in Span (ft) Pre-Composite NonComposite Removed Composite in"4 Precomposite Downward 17,227 0.000 0.8380 843.00 Precomposite Upward 0.000 0.000 843.00 NonComposite Removed Downward 17.227 0.000 0.8380 -0277 0.00 NonComposite Removed Upward 0.000 0.000 0.00 Final Composite: +D+H Downward 17.227 0.000 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+H Upward 0.000 0.000 1,460.21 - Final Composite: +D+L+H Downward 17.227 0.281 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+L+H Upward 0.000 0.000 1,460.21 Final Composite: +D+Lr+H Downward 17.227 0.000 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+Lr+H Upward 0.000 0.000 1,460.21 Final Composite: +D+S+H Downward 17.453 0.548 0.8377 -0.277 0.561 1,460.21 Final Composite: +D+S+H Upward 0.000 0.000 1,460.21 Final Composite: +D+0.750Lr+0.750 Downward 17.227 0.211 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 1,460.21 Final Composite: +D+0.750L+0.750S Downward 17.227 0.622 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 1,460.21 Final Composite: +D+0.60W+H Downward 17.227 0.000 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+0.60W+H Upward 0.000 0.000 1,460.21 1 Final Composite: +D+0.70E+H Downward 17.227 0.000 0.8380 -0.277 0.561 '1,460.21 Final Composite: +D+0.70E+H Upward 0.000 0.000 1,460.21 Final Composite: +D+0.750Lr+0.750 Downward 17.227 0.211 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+0.750Lr+0.750 Upward 0.000 0.000 1,460.21 Final Composite: +D+0.750L+0.750S Downward 17.227 0.622 0.8380 -0.277 0.561 1,460.21 111 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 1,460.21 Final Composite: +D+0.750L+0.750S Downward 17.227 0.622 0.8380 -0.277 0.561 1,460.21 Final Composite: +D+0.750L+0.750S Upward 0.000 0.000 1,460.21 Final Composite: +0.60D+0.60W+0.6 Downward 17.227 0.000 0.5028 -0.166 0.337 1,460.21 Final Composite: +0.60D+0.60W+0.6 Upward 0.000 0.000 1,460.21 Final Composite: +0.60D+0.70E+0.6 Downward 17.227 0.000 0.5028 -0.166 0.337 1,460.21 Final Composite: +0.60D+0.70E+0.6 Upward 0.000 0.000 1,460.21 Final Composite: D Only Downward 17.227 0.000 0.8380 -0.277 0.561 '1,460.21 Final Composite: D Only Upward 0.000 0.000 1,460.21 Final Composite: Lr Only Downward 34.000 0.000 1,460.21 Final Composite: Lr Only Upward 34.000 0.000 1,460.21 Final Composite: L Only Downward 17.227 0.281 1,460.21 Final Composite: L Only Upward 0.000 0.000 1,460.21 Final Composite: S Only Downward 17.680 0.648 1,460.21 Final Composite: S Only Upward 0.000 0.000 1,460.21 Final Composite: W Only Downward 34.000 0.000 1,460.21 Final Composite: W Only Upward 34.000 0.000 1,460.21 Final Composite: E Only Downward 34.000 0.000 1,460.21 Final Composite: E Only Upward 34.000 0.000 1,460.21 a Final Composite: H Only Downward 34.000 0.000 '1,460.21 Final Composite: H Only Upward 34.000 0.000 1,460.21 Maximum'Vertical Reactions.:::,:0t;6 n';a::::E:c:::::W::E:::r::e:E:•:-- r Unfactored Support notation•Far left is#I Load Combination Support 1 Support 2 Overall MAXimum 17.419 20.394 Precomposite Loads 10.263 10.263 NonComposite Removed 6.472 6.472 Final Composite: +D+H 6.472 6.472 Final Composite: +D+L+H 13.136 13.136 Final Composite: +D+Lr+H 6.472 6.472 Final Composite: +D+S+H 14.404 18.370 Final Composite: +D+0.750Lr+0.750 11.470 11.470 Final Composite: +D+0.750L+0.750S 17.419 20.394 Final Composite: +D+0.60W+H 6.472 6.472 Final Composite: +D+0.70E+H 6.472 6.472 Final Composite: +D+0.750Lr+0.750 11.470 11.470 Final Composite: +D+0.750L+0.750S 17.419 20.394 ; Final Composite: +D+0.750L+0.750S 17.419 20,394 Final Composite: +0.60D+0.60W+0.6 3.883 3.883 Final Composite: +0.60D+0.70E+0.6 3.883 3.883 Final Composite: D Only 6.472 6.472 Final Composite: Lr Only '' 1 e:--r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& ITitle Block"selection. Title Block Line 6 Printed: 7 FEB 2018,2:20PM CQiml o5�te Stec 3earn MD ndro URAL L Sbo Fite N2016 Proleois116330 G La ver WA SQISTRUCT 1CA CSh w Room eo6 .i gltRCAt4Q th1C 19133 2Ui7,HutId.1U 171214,ver10.171211).. I Description: FG-6 ��RII?PEX CONSULTING ENGWEERS Ltc,#:KW-Q&002a&2 Licensee Maximum Vertical Reactions tjtlfactoretl - Support notation.Far lefl is#1 I Load Combination Support 1 Support 2 Final Composite: L Only 6.664 6.664 Final Composite: S Only 7.932 11.898 I Final Composite: W Only Final Composite: E Only Final Composite: H Only Steel Section Properties W21x44 I Depth 20.700 in I xx 843.00 inA4 I yy S yy = 20.700 inA4 Web Thick 0.350 in S xx 81.60 inA3 6.370 inA3 Flange Width = 6.500 in R xx = 8.060 in R yy = 1.260 in Flange Thick = 0.450 in Zx = 95.400 inA3 Zy = 10.200 inA3 Area 13.000 inA2 J = 0.770 inA4 Weight = 44.252 plf Composite Section Properties Span Number Analysis %Shear Plastic N.A. Sum Qn #Studs per Mn-Capacity Moment of Inertia Plastic N.A.Location Type Connection from Bottom Shear (k) 1/2 Span k-ft I-Steel I-Trans I-Lwr Bound Span 1 PNA in Slab 100.0 20.700 650.000 60 762.66 843.0 2,647.9 2,131.6 1 PNA in Flange 95.0 20.650 617.500 57 833.12 843.0 2,647.9 2,114.4 • PNA in Flange 90.0 20.600 585.000 54 818.84 843.0 2,647.9 2,094.6 PNA in Flange 85.0 20.550 552.500 51 804.44 843.0 2,647.9 2,072.2 PNA in Flange 80.0 20.500 520.000 48 789.92 843.0 2,647.9 2,046.7 PNA in Flange 75.0 20.450 487.500 45 775.28 843.0 2,647.9 2,018.0 PNA in Flange 70.0 20.400 455.000 42 760.52 843.0 2,647.9 1,985.7 PNA in Flange 65.0 20.350 422.500 39 745.65 843.0 2,647.9 1,949.6 PNA in Flange 60.0 20.300 390.000 36 730.65 843.0 2,647.9 1,909.1 PNA in Flange 55.0 20.250 357.500 33 715.55 843.0 2,647.9 1,863.9 PNA in Web 50.0 19.321 325.000 30 687.76 843.0 2,647.9 1,813.4 PNA in Web 45.0 18.393 292.500 27 669.29 843.0 2,647.9 1,757.2 I PNA in Web 40.0 17.464 260.000 24 648.30 843.0 2,647.9 1,694.6 PNA in Web 35.0 16.536 227.500 21 624.80 843.0 2,647.9 1,624.8 PNA in Web 30.0 15.607 195.000 18 598.78 843.0 2,647.9 1,547.0 IPNA in Web 25.0 14.679 162.500 15 570.25 843.0 2,647.9 1,460.2 I I I I I I I �,�-1 I S 'fit)M t., ; _ I{ 5 1 b �� °k b its 1 f30 n I 55 Xri/4 c I � ,,P s 34.,� t, : 24,E ct,) —0,4C � 1 6 x6-7? 1 ( ,c 4) zs—,)s-e I I I 1 Ezi 1 .. TM RIPPEY BY rZ-N T DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET ii1.8 OF 111 I ' I6, � © Ire vtj 612-A 1zaZ Ie..1— , �,' ( o►2, r7 -- 9.ct c' II le- IT ,-s- LL Z1'. Ta( I J )i41/1:,,frc', Si__ ---7>,'7 5 1 ' (1(a C 6.,(a.".) tz b� P1 I J.. 1 P I c �.i.ox j i, z3, ,� s. qc P2, DLI:x2b.ic Ir-3,S--62 z 1 , 2® s', . l.- e2- 1 ' CIA I II ‘0> ' ' ' ) sic `z ( 4,83 tie t nc�. ..,Lp L so K 15.s p Zi :- (e,c; (( 1•.- '1 01 tr I 1; ass (#1f(01C'1 11V1 RIPPEYM P11,..Iri BY 1@CJ� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO ITigard, Oregon 97223 Phone (503) 443-3900 SHEETZ' OF , v. 5 \-A -1- IIItY.-tut1A4f,, , ( .`l n 11,0l I..a CT u 12,.. 3� Cv. ez>r SGr,F CcA = ‘ 'o c_, z.- ,� tLoc., WTs' I J Ver V t = 2„0 pelf I1.- ' r : /0 (elp ?_ \4 -1, a -J' ,,_ --- 01-_-. ItZ,qK (oE5 . 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TM RIPPEY BY t T DATE CONSULTING ENGINEERS CHK BY DATE-11 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET 3( Of I l t I II I1- 'ira' of 3 I . 1 14'S / (:Ce\NO Nom, 9 Icot_ w1,9k o Ac.. to,0 B ‘4).54k`I As _ 3, 70 C—SE2/ �� p . Ioo3, /tom I ‘.... wlv�( ' 1` �‘I4 a A r ,Ut,zC( it(tc, I4,3 di = 1 � I I TM RIPPEY BY t--1"..1DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 �t h. Phone (503) 443-3900 SHEETS 11 OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:,7 FEB 2018;11:57Atr1 �Qi•i 1 a� �Iic'i� 'Ste''U R gfd �? aptii' gilt ittb P12016projeats1i6330 (utO , Atd:r WfM46EZUOTUi7Al17I..................................IO710 ENERCAIG,INQ 19113 2Dt7,6... .10 t7.1210,11et 41].1712.�D . Lic t:KW-06002662 Licensee:TM RIPPEY COWSULTING ENGINEERS Description: Rev Show room mezz-based on frame stiffness ..................................................................................................................................... General Information. . Calculations per IBC 2012,CBC 2013,ASCE 7-1 Applied Lateral Force in"X"Direction 93.50 k Center of Shear Application: Applied Lateral Force in"Y"Direction 108.0 k Distance from"X"datum point 58.20 ft Distance from"Y"datum point 30.50 ft Note: These loads are resolved into X&Y components when applied to the system of elements at angular increments Accidental Torsion values per ASCE 7-0512.8.4.2 Ecc.as%of Maximum Dimension 5.00 Load Orientation Angular Increment 90.0 deg Maximum Dimensions Load Location Angular Increment 90.0 deg Along"X"Axis 108.0 ft Center of Rigidity Location (calculated)... Along" 'Axis 56.0 ft "X"dist.from Datum 54.0 ft "Y"dist.from Datum 28.0 ft Accidental Eccentricity+1-from"Y"Coord.of Center of Load Application: 5.40 ft t Accidental Eccentricity+1-from"X"Coord.of Center of Load Application: 2.80 ft Generic Resistitig'Elements .. . Generic Resisting Element Deflections(Stiffness)for constant load: Label: Grid 24 Element X Location 54 ft Element"y"direction deft per kip= 0.0030 in Element Y Location 56 ft Element"x"direction defl per kip= 0.0000 in Element Angle CCW 0 deg Label: Grid 26 Element X Location 54 ft Element"y"direction defl per kip= 0.0030 in Element Y Location 0 ft Element"x"direction deft per kip= 0.0000 in Element Angle CCW 0 deg Label: Grid L Element X Location 0 ft Element"y"direction deft per kip= 0.0030 in Element Y Location 45.5 ft Element"x"direction defl per kip= 0.0000 in Element Angle CCW 90 deg Label: Grid Q Element X Location 108 ft Element"y"direction deft per kip= 0.0030 in Element Y Location 45.5 ft Element"x"direction deft per kip= 0.0000 in Element Angle CCW 90 deg I ANALYSIS SUMMARY Maximum shear forces applied to resisting elements.Eccentricity with respect to Center of Rigidity Max Shear along Member Local"y-y"Axis Max Shear along Member Local"x-x"Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-ECC(ft) Y-Ecc(ft) Shear Force (k) Grid 24 0 4.20 5.30 48 625 90 1 20 2 50 0 000 Grid 26 0 1 20 250 96 750 gim 90 120 2 50 0 000 Grid L ..90.. -9.60. 2.50 61566 0 1.20 2r50 0 000 Grid 4 90 4 20 5 0 51310 0 . 0 000 I I I I I 3t ter ed I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Printed: 7 FEB 2018,11:57AM 'i"4irsinnai �naiysis '' Rigid i :Oiii grn .: f'� pfzolsproOf)IP:: q..VPg :O„Oer WAS'st.uCTU.RA.\PA:%stishowaoom0s E:NERCALC,INC 198.32017,Bulk 101712.10,Yer10171210.:.: I Lic #:KW-06002662 ..... Licensee•::TM RIPPEY.CONSULTING ENGINEERS: Description: Rev Show room mezz-based on frame stiffness ayout of Resisting dements ILegend: Defined Wall • Defined Deflection X Datum Center of Rigidity 0Ci Accidental eccentricity application boundary I YY .. . ..:. ...Grid: G�Id: • :: 1 YY . : . . .. G nd26 . . III I I I I I I ,cl Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Title Block Line 6 Printed: 7 FES 2018,11:57AM TQI�siQr ti Analysis of Rigid D'i 1pi�r lgrw>i JIb a�201$Pivjeat�a�ss o t c�a�dro�er WASQ�sTRUOTU �LCAtcs+snow eomeas ENERCALC,INC.19832017,Build 10171210 17erIfl.1Z.12.10 KW-06002562 ._. Licensee TM RIPPEY CONSULTING ENGINEERS Description Rev Show room mezz-based on frame stiffness AialysisNotes This program is designed to distribute an applied shear load to a set of resisting elements. I Each resisting element data entry specifies a deflection along a"major"and°minor"axis due to a 1,000 lb load.Each resisting element may be entered as a wall or a column (whereby the deflection is calculated),or as a generic resisting element with specified deflection,The deflections define the stiffness of each resisting element. Each resisting element is defined at an(X,Y)location from a datum the user has previously defined.A counter-clockwise rotation of the element can be entered with respect to a traditional"+X"axis line. A main"shear"load and an optional orthogonal shear load are specified for distribution to the system of resisting elements.In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested.The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element.This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity.These values are then searched to find the maximum major and minor axis shears applied to each resisting element. I I I I I I 3 1 • ', 2,0 vcQvz ` ,'1 . L 2S z,�c.� 232 Pv _(Z-0?i 4-12nlc, ) 93 11 I(9`Sr fes` L 2�'� ?,��2xC;3,�� , - 1 (2-VI 09) "l 109) - i 14 1 (sc.) (`jam) Crr l 14' (� r� h► 'T`� (9,4G w c: -4,,_ 7.- 0 0- 1 c ' 0(42N-too I N ((,A„ i I 1 .� TM RIPPEY BY4' 1- DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. 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MO Mill Mill Mill 1.1.1 IMO lila I • Feb 23,2018 ICompany II A Designer3:59 PM Job Number Checked By: El A 1404:TSCiEK r.OMPA:av Model Name IHot Rolled Steel Properties Label E f ksi] G f ksil Nu Therm(11 E Density f k/ftYield f ksi] Ry Fu f ksil Rt I 1 A36 Gr 36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 gi:tiliiiAf572066.0,92t FiiE!!.;:-•:290.0.0.:iliF,' 1154 '. ... ....3 .65 .49 .. 50 1.1. 65..:: . .1..1.. . .. 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 I 4 ,527 .... A500 Gr.E� RNID';: . 29000 1115.4 : .. 3 :...6.5. . : ...42 1:.4 58..:: 1..3 ...... 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 . :A53:G B .29000.... ....:11154 'i .3 ..... , 65 .;. ... ...49......, . 35 ::: 1:.6 . 80 r... ..1:.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets ILabel Shape Type Design List Material Design Rules A fin21 Ivy fin41 Izz fin4] J fin41 1 HR1A W18x71 Beam Wide Flange A572 Gr.50 Typical 20.9 60.3 1170 3.49 2 HR2 W1;6x77 Column .Wide FlangeYA6711000:WTypical.. - ,22 6 1;38. 1110_ . IlillIOY$7,Piiik I 3 HR3 HSS5x5x6 VBrace SquareTube A500 Gr.B R... Typical 6.18 21.7 21.7 36.1 gAgil INNIHRCiligliiP. W18x76 > Beam Wide Flange A572 Gr,50Typical. 22.3 ... ... . 1.52.... : 1330;:.... . ...2.83 ICold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A fin21 Iyy fin41 Izz fin41 J fin4l I1 CF1A 8CU1.25X057 Beam None A570 Gr.33 Typical .581 .057 4.41 .00063 Joint Coordinates and Temperatures 1 Label X fftl Y fftl Z fftl Temp f F1 Detach From Diap... 1 N1 0 0 0 0 2 L . . . .:: .N2 47 0 : 0 0 3 N3 0 15.7 0 0 II 5.:40 ....: iii, N4 ... m 47: 15.7_...:. 0 ; ..0 5 N5 0 30.75 0 0 I 5 ; N6 ; .. .. 23.5 30 75 . : 0 ....::0. I 7 N7 47 30.75 0 0 Joint Boundary Conditions Joint Label X fk/in] Y fk/inl Z fk/inl X Rot.fk-ft/rad] Y Rot.fk-ft/radl Z Rot.fk-ft/rad] I 1 N1 Reaction Reaction Fixed Fixed Fixed • N2 N ZIORMEIRI,illillifflii4seilon'ii Migil 111004ditiffingFixed .. ..... . . ...:Pjxed "Ixed IHot Rolled Steel Design Parameters Label Shape Lengthfft_ Lbyyfft] Lbzzfft] Lcomp topfft,Lcomp botfftl L-torqu... Kyy Kzz Cb Function 1M1 HR2 15 7 Lb y Lateral Y I 2iiiiil iliillliVi'MZRifig iiiiii5FARZiduillOOFE!iii:ii:iiiigiREESEJ1=iLbyy Lateral 3 M3 HR2 15.05 Lbyy Lateral ii3tRili... ....;M4. HR2 .... ::'15,05. <', Lbyy i ateral 5 M5 HR4 47 Lbyy Lateral at ' .....:: . WR'TA. 23.5 .:.` 1 ;: < .1. ...: ...:_ 1 47... ;, I�taral' 6 . M6 7 M7 HR1A 23.5 Lbyy Lateral IRISA-3D Version 16.0.1 [P:\...\...\...\CALCS\Show Room RISA files\Grid 16- BF1 Chevron.r3d] Page 1 4.3 Company Feb 23,2018 I IIIRISA Designer : PM Checked Job Number By: I ^.,,r,m:T.CHE.K compA,,, Model Name . Hot Rolled Steel Design Parameters (Continued) I Label Shape Lengthiff Lbyy[ftt LbzzJft1 Lcomp top�tl Lcomp botrftj L torqu Kyy Kzz Cb Function 8.11 :::M8 HR3 .... 7 906 ......... ;;l, Lateral. ' , Lbvv 9 M9 HR3 127.906 Lbyy Lateral Joint Loads and Enforced Displacements (BLC 1 :DL) I Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad), (k*s^2/f... 1 I N5 L Y 6 9 N7 L <. ::: ii'idY 9,3 .iiMi. Joint Loads and Enforced Displacements (BLC 2 :SL) Joint Label L,D,M Direction Magnituder(k,k-ft), (in,rad),(k*s^2/f... I 1 N5 L Y -8.6 l—M N7igligiggIggignigiVglii:.il IiiitgagNINVENNOINiiiIiilieggigegiFVESAAliZif f u.gif.6 .. Joint Loads and Enforced Displacements (BLC 3 :E) I Joint Label L,D,M Direction Magnituder(k,k-ft), (in,rad), (k*s^2/f... 1 N5 L X 9.42 I Member Distributed Loads (BLC 1 :DL) Member Label Direction Start Magnituderk/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%] I I M6 Y -.32 -.32 0 47 2 ;M7 ....::: . Y < .32.... >32 O 4 :.:.. . ...:., Member Distributed Loads(BLC 2 : SL) I Member Label Direction Start Magnitude[k/ftEnd Magnitude[k/ft,F... Start Location[ft%] End Locationrft%] 1 M6 Y -.1 -.1 0 47 Basic Load Cases I BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 2 2 I 3 E EL 1 I Load Combinations Description Sol...PD..SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... I 1 1.34D+E+...Yes y 1 1.34 3 1 2 .2 7E... Yes .Y. 3. .:..7 : :...... .. 3 DL Yes Y 1 1 <4 ....�.79D..4.;.0 Yep .Y. ... 1 .79>iiialittpiiiiiioffIg ; . .. .... I RISA-3D Version 16.0.1 [P:\...\...\...\CALCS\Show Room RISA files\Grid 16- BF1 Chevron.r3d] Page 2 I zil4 I • Feb 23 2018 I ICompanyIRISDesigner Number 3:59 PM JobChecked By: 111 Ar,r:i:::rcHr:.W.COMPANY Model Name IJoint Reactions(B Y Combination) I LC Joint Label X fkl Y fkl4 691 23 827 Z fklNC MX fk ftl MY fk ftl MZ fk ftl 1 N1 NC NC 0 : -4..72940.3.01 NC NC NC 0 3 1 Totals: -9.42 64.129 0 4 .1' CQ (ft),... X.24:09.$ :Y.2I:011... :: Z. 0 ,' , I Joint Deflections (By Combination) LC Joint Label X fin] Y Fin] Z fin] X Rotation[rad] Y Rotation fradl Z Rotation fradl 1 1 N1 0 0 0 0 0 -5.834e-03 ' 2 1` N2 0 0 0 0 0 5 9311E 03 3 1 N3 .901 -.008 0 0 0 -2.48e-03 4 . . ii .. N4.. . 91:2.... . -.014.... 0-i 0: 6= ..<.: 2 4628.03. : 5 1 N5 .949 -.015 0 0 0 7.354e-04 I :' . .. .1:.. NO• ,84:1:.. . .07! 0..<..... ... 0 g...‘'''''' :; 1 38:9e?03: 7 1 N7 .944 -.022 0 0 0 8.632e-04 1 Member Section Forces (By Combination) LC:2. Member Label Sec Axialfkl y Shearfkl z Shearfkl Torquefk-ftl Y-y Moentfk-..z-z Moentfk-... II . ....1 M 1 1 23.827 4.867 0 0 l m0 0 m l. .. . ..23 423..;::g.giiiiiiI*807Aitigi .:0 . :,.: 0 ::... ..0:` ;::4.19404.1...::: 3 3 23.018 4.867 0 0 0 -38.207 4 22.614.:: 4.867. . a :0:.ilii. : a: -57.311. . 5 5 22.209 4.867 0 0 0 -76.414 I :'6 1a . . .: .. M2 ; :.1 ,.40 301.<.ig Iii*.i.iTigg[COttigRit- ;0.. `::0 ilii,. . : 0:.:: ... l . ..0..> 7 2 39.897 5.034 0 0 0 -19.758 I 8 3 39 492 ' 5.034 0 0 0 39.515 9 4 39 088 5.034 0 0 0 59.273 10. ,.38..6.54 ' 8x34 0 0:........ 79:x'31 : _5 0...... . . ,. 11 1 M3 1 18.905 -5.077 0 0 0 -76.414 12 2' 1:8 51.7 5.077 .:.. ...... 0 0 0'. .. . 57 311.... 13 3 18.13 -5.077 0 0 0 -38.207 14 .: . .. ,4:>E.. .. `1'7 742 5 077 0 0... . . :....... 0 :. -19.104.: ' 15 5 17 354 5 077 0 0 0 0 '16.. .,.:1: :M4 .:.. 1'. .:..: 22 728 5'251 0 :. ,,' 0 •,; :. 17 2 22.34 -5.251 0 0 0:: -59.273 3 ,2'1.952 i _ .. -5.251.:.;.: 0 0 0: 18 89.5:'15... I 19 4 21.564 -5.251 0 0 0 -19.758 5 _ ....21 177 5 251. 0. >.. .. 0.... 0: 20 �` 21 1 M5 1 -10.545 2.39 0 0 0 0 22 2:. 10 545: 1' 195......:: 0 . . 0 E ..,. . 0`i .. :` -21.0:58.... I 23 3 !1 .51 0 0 0 0 -28.077 24:t1::IFIgiligi iiiiiinlitig.iiiiiiVag:R-Pigfill'.:::::!':::;:1,,ifi:i'.i t ,ilii 10.545 1:.195... 1 0..... .. 0: . . Q:. . .21.05:0. :'. I25 5 -10.545 -2.39 0 0 0 0 :26 1,> `, ......M6 1. ....1:4 505:...: ilii_6:.393 ......: . ;0 . :..:lii, ilii ...0: .1:0 ,..0:::: .......: 27 2 14.505 3.197 0 0 0 -28.17 28 ;. ilii. . <: . 3'< ,..14.505. . . 0. .:... .: . : . ... 0 .. 0: <i . ....0: :.37.56 ...: I 29 4 14 505 3 197 0 0 0 28 17 3a illi. 5 14.505 -6.393 .. ;< . .:..0. .:.. 0. 0 0 31 1 M7 1 -5.257 6.393 0 0 0 0 IRISA-3D Version 16.0.1 [P:\...\...\...\CALCS\Show Room RISA files\Grid 16- BF1 Chevron.r3d] Page 3 I1Feb 23,2018 , Company ,RISA oblNumber : 3:59 PM Checked By: A14CL>:TSCHIFX.Cr.>MPANv Model Name Member Section Forces (By Combination) (Continued) ' LC Member Label Sec Axial[kl y Shear[kl z Shear[kl Torque[k fta y-y Moment[k z z Moment[k .. 32 2 5,257 3197 0 0 0 2817 <! • 33 3 -5.257 0 0 0 0 -37.56 35 5 -5.257 -6.393 0 0 0 0 37 2 1.026 .178 0 0 0 -1.863 88. .......b 42 484 :: 39 4 .798 -.178 0 0 0 -1.863 ERAFTiga5kigigi 41 1 M9 1 24.606 .356 0 0 0 0 MIZE 42. _. .. . 43 3 24.378 0 0 0 0 -2.484 44 , :4 24,264 '::178 45 5 24.15 -.356 0 0 0 0 Member AMC 14th(360-10):ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ftl Shear UC Loc[ftl Dir Pnc/om[krPnt/om[k Mnyy/om Mnzz/om... Cb Eqn 1 1 M1 W16x77 .229 15.7 .032 0 y 442.362 676.647 102.545,374.251 1.667,H1-10. 255..... : 15.7 .. ,0.34 '.: ..,..0-: ...Y: 442.362;676.64% 101545 374 25 I'.1.667 H1*1 b: 3 1 M3 W16x77 .225 0 .034 0 v 457.873 676.647 102.545 374.251 1.667 H1-lb 1W1.6x77 .. ..,...236 .. :: 0 .....; .0:35,:; 0..'; V..457.,873:676,6471.02,545374,2511.667H11b I 5 1 M5 W18x76 .214 23.5 .015 0 y 71.823 667,665 195,289 136 173 1 136.i.-117:11?.. : EtIES ; .. . M6 ... UI118x71 .. .....121... .:11 75..:: ..035.::; 0 :< y..3:94.607:625.74`9 .61.627.,. 364.271 7 1 M7 W18x71 .195 11.75 .035 23.5 y 113.972 625.749 61.627 197.332 1.136 H1-1b .8.. ..1..: . . ..:.M8 .. .�.HSS5x5x6 , 118... 1044Z g 608:=,27 906 y ...29.086<11,11225:1244311 i24.,331.,1 136...141;1..jti 9 1 M9 HSS5x5x6 .929 13.372 .008 0 y 29.086 170.228 24.331 24.331 1.136 H1-1a 1 1 I RISA-3D Version 16.0.1 [P;\...\...\...\CALCS\Show Room RISA files\Grid 16- BF1 Chevron.r3d] Page 4 I 4( fea I pri a 'P Joie I 1- o , 0 ( I 1/4A. e.... e_,,,..„.1/4,,,_) I I to .\-� Jam? �► I Cal_, -tJNT- r 400 - k ii Bre_ -- z4, (4- art .: - gM s t -(4.. v 2 4`" I I I rim, TM RIPPEY BY \27-43'r- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ITigard, Oregon 97223 �r Phone(503) 443-3900 "1 1 OF . 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No• 1 BF - 1 - Chevron: Summary Report LRFD Vertical Brace Chevron Connection Material Properties: Beam WI8x71 A992 Fy=50.00 ksi Fu•=65.00 ksi: Left Brace HSS5x5x6 A500 ::: Fy:=.46.00 ksi Fu:=58.00 ksi: : III Gr.B Rect 'Right:Brace HSS5x5x6 A500 :;Fy=46.00 ksi Fu=58.00 ksi: : I Gr.B Rect Gusset P1.00x21.00x74.00 : A572 - Fy:=50.00 ksi Fu=65.00 ksi Gr.50 Inputt :Data: Left Brace Axial •397.99 kips Design tensile load in left brace (Tension) Left Brace Axial kips::: Design compressive oad in left brace (Compression) Right:Brace Axial 397.99229.90 kips Design tensile load in right:brace (Tension) I Right Brace Axial 229.90 kips Design compressiveload in right brace 1Compresslon) Seismic Input Data: Seismic System SCBF Wet Input Seismic System Lieft 170.00 in User Input Clear.Span:ofLeft Brace Lright 170.00 in User Input Clear.Span:of:Right Brace Kieft 1.00 User Input Effective:Length:Factor:of Left Brace I Kright 1.00 User Input Effective:Length Faotorof Right Brace Ca Beam Ratio 1.00 User-Input Ratio of Required Strength to Available:Strength Note: Unless specified,all code references are from AISC 360-10 •• • • Governing L6: N/A Connection Controlling Limit State Max Unity Result Check Gusset/Beam connection Beam Weld Strength 0.73 PASS I €: ... .. . .. . . .. .. . . . ; Gusset/Left Brace connection Brace Weld Strength 3.77 FAIL Gusset/Right Brace connection Brace Weld Strength 3.77 FAIL ! I Seismic Calculations Seismic Workpoint Limitations PASS BF - 1 - Chevron: Gusset/Beam Report LRFD Vertical Brace Chevron Connection .............. ........ . ,.... ......................... .. ....... .. ............ .......... ........„..... . Material Properties: Beam WIWI A992 Fy-50.00 Ksi......Fu=65.00 ksi: • Left Brace :HSS5x5x6 A500 Fy=46.00 ksi Fu=58.00-ksi: • Gr.8 • Rect 1 . ., ••:• •Right Brace... •..HSS5X5X6..• •.........A500 Fy-46.00 hi,.....Fu=58.00 ksi: Gr.B Rect -• - -Gusset P1-.00i.(21.00X7400].:A572 Fy.7 50.00 ksi. ....Fu 7 65.00.kti: : I Gr.50 - . :::: :•:-:.::::::::::::::..::.1::::::::11:: ::::::::::::::: :::::::::::::::.: :::::::::::::::::::H.:::::::::::::...: • Input:Caia •••: •Shear(Tensloni......" L538.21.kips Maximum shear due to tension at'section SeOtionara) a-a(SD1) Shear(Comp,:Section 538.21 kips Maximum sheardue:to compression at: • ••• •a-a) section a-a(SD3) Axial(Tension, -169.46 kips Maximum axial due:to:tension at section: ••• •Section a-a) a-a(SD2) Akial(COMp,iSettion,:0,00 kips Maximum axial due:to:compression at.. a-a) section a-a „I Moment Load -497846,kips-in.. . ..Maximum momentatsection:aa:(Sal) (Section aa) Shear(Tenslon, -6078:kips Maximum shear due,to tension,at section Section:b-b) b-b(SD:1) Shear(Comp,:Section.6078:kips Maximum shear.due to compression at: . .. .13,14 section bb,(SD3) Axial(Tension, -141.01 kips Maximum'axial due to tension at section: Section•b-b) b-b($P4) Axial(Comp,:Sectioni:0.00 kips Maximum axial due:to:compression at:: II b-b) section'bb Moment Load -121-7.52:kips4n Maximum•momentat.section:b-b:(SD4): : (Section:b-b) .... .Beam Moment 4978.46.kips-in Maximum momentat.beam:(not used for. design). .... ...... „ „ ........ .. .......... .................... .......... .......................................... Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS „,.„.......,.„..,..,..,„.„....„„„„,..„,......,....,....................„.....,...„,„„„,..„........„,.,,,.,„..,...„..„.,„.,,„,„,„,_„..,„„,.„....„.,.........„,...., ,..,,,„„,,.............,.........„...,...„„,„.„,„.......,..,....,....„., Beam Weld Limitations PASS Plate Shear Yield(Section a-a) 538.21 kips 2220.00 kips 0.24 PASS Plate Shear Rupture(Section a-a) 538,21 kips 2164.50 kips 0.25 PASS Plate Axial Yield(Section a-a) 169,46 kips 3330.00 kips 0.05 PASS Plate Tension Rupture(Section a-a) 169.46 kips 3607.50 kips 0.05 PASS Plate Flexural Yield(Section a-a) 0.08 PASS Plate Flexural Rupture(Section a-a) 0.08 PASS Plate Shear Yield(Section b-b) 60.78 kips 630.00 kips 0.10 PASS Plate Shear Rupture(Section b-b) 60.78 kips 614.25 kips 0.10 PASS Plate Axial Yield(Section b-b) 141.01 kips 945.00 kips 0.15 PASS 4110 1 : 1 Plate Tension Rupture(Section b-b) 141.01 kips 1023.75 kips 0.14 PASS I, Plate Flexural Yield(Section b-b) 0.17 PASS Plate Flexural Rupture(Section b-b) 0.14 PASS I Caam Weld Strength 9.84 kips/in 13.50 kipsAn 0.73 PASS •:::-::::,-:::::„„,„:„ Beam Web Yielding 169.46 kips 1981.24 kips 0.09 PASS IBF - 1 - Chevron: Gusset/Left BraceLRFD Vertical Brace Chevron Connection Report ...,, ,,.. , ,,... .. ... ... . , , , . ...„..... ....,,, ,, .. . . Material Properties: Beam Wt 8x71.................A992 , , Fy=50.00 ksi,,,,,,Fu s.65.00 ksi I Left Brace HSS5k5x6 A500 Fy s46.00 ksi Fu 558.00 ksi • Gr.B Rect Right Brace' ,,,,,,, HSS5*5x6 A500 Fy F.46.00 ksi ,, ,Fu=.58.00 ksi I . . Or.B . . Rest Gusset Pt.00*21 00k74.00 A572 Fy-50.00 kai.... .ru=65.00 ksi Gr.50 , .. .:: ..... ... ............. . .. ... . ..... . ...... ... . I . . „. ... .............. . . Input:Data: . Input Brace.Teil$10h:.:;0.00 kips User-input Tensile:Lead in Brace..... . Input Brace 1.10 kips User-input Compressive:Load in Brace , 1Compression Brace Axial:(Tension)4397.99 kips . .Brace:AXial 229.90 kips Design.Tensile Load in.Brace Design Compressive Load in:Brace (Compression) . INote:Unless specified,all code references are from AISC 360-10 Governing LC: N/A , 1 ' \ Limit State Required Available Unity Check Result -, Brace Weld Limitations PASS Gusset Plate Tensile Yield(Whitmore) 397.99 kips 389.37 kips 1.02 Gusset Plate Tensile Rupture(Whitmore) 397.99 kips 421.82 kips 0.94 FAIL PASS Gusset Plate Compression(Whitmore) 229.90 kips 228.49 kips 1.01 FAIL I Brace Weld Strength 397.99 kips 105.68 kips 3.77 FAIL :.:.:•:.:".4.k."." :•:. 4^..- 4....1 ,„ „,..„-":,i .‘" 4. :: .::.:-:.:.:.:•::-.:.:.:.:.::.:...:.:.::.:.:::.:•:.:•:.::::.::.:.:.:.:.:.:.:•:.::.:.::..:.::.:.:.:.:•:.::.:.:.:':::.:.:.:.:::::::.::::::::.:-::.:.:.:.:.:.:.:.:.:.::.::::::.:-:.:-:.::::. ::.:.::.:(ptch -'.:,.t.:.:v.1].:.!:m.:...r4v.4::::"."18:.:i::',.::.:-:.:-:.:-:.:.:.:•:•.:. 7:.:-:::...::.:.::.:.:.:-:.7:2:::.::.::.::.:..:...::.:: . :.:.: ::.:.:::.::.:..::.::.:.:.::.:.:.::::.::.:::::.:.:.:::.:.:.:•:.:.:.::.::::.::.::.:-::::::-:. . Sitigle::Fiii0..H:HH:H:H: . ::: :::::: :: i:i :: :ii. :::.:::.:: :: ::: ::: :.::::::.:::.::.:-::::::::::.::::: :: i:: :i.::.i:..:::*:.-i:.iit : ::: . :::::::::::::i::::::::::::::::::::::::::::..:::.. .:::..:: : 1 7: 2 ..::.::.::.::...:'..:.:.:.:.:•:.:.:.:.::..:.::::-:.:-::: 6::::•:::::.:::. .0) 1 :::;::.:::.:-:.:::.::.::.::::::::::::.:::.:::.::.:........ ....... .... .............................. ....... 1:,110q).:`...9.0•: :: ..E70!#!2 :;':, -.,!',1110..;*V-7.9j§IVOPg14:Hcir!.il.):..i2H: :-::.: isi]. sE.:H:H•:-,•:,:,:,,-:-,-:-:,:::-::.:H-:,-i.:::::.,-,-,,,,,: :, . ... . .. c ..... 1:.00 , , ,, , Electrode:strength.meffidentL(AlSCA4::;:;,table:::::: 843) ct. II1'00 Base.matenalprorationlactopere-arrangement ..th. of:AISC:14 Eq&9»4 '016 600 Weldllletisizein,sixte.enths:oratilhch ale in i)Rn 105L168 kips VVeldlength Weldistrength IBF - 1 - Chevron: Gusset/Right Brace LRFD Vertical Brace Chevron Connection IReport Material Properties: Beam •' , W18x71•" '• , , A992 Fy-50.00 kat ,, , Fu=65.00 ksi::• Left Brace: .HSS5x5x6 A500.. ry:=46.00 ksi ru.=58.00 ksi•• 4111 ( Gr.B I Rect.•. ........... . . . ...• ......... Right:Brace...... H885x5x6.. ..........A500.:::::Fy=::46.00 ksi... Fu=:58.00 ksi Gr.B Rect Gusset P1:00x21:.00x74.00: A572 .... y-..F -50.00 ksi... . Fu F.65.00 ksi Gr.50 Input:Data: Input Brace Tension• .0.00 kips User-input Tensile Load in Brace Input Brace 24.60:kips User-input Compressive Load in.Brace Compression :Brace Axial:(Tension)+397.99 kips Design Tensile:Load.in:Brace Brace Axial 229.90 kips Design Corhpressive:Load:in:Brace ••• (Compression) Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Brace Weld Limitations PASS Gusset Plate Tensile Yield (Whitmore) 397.99 kips 389.37 kips 1.02 FAIL Gusset Plate Tensile Rupture(Whitmore) 397.99 kips 421.82 kips 0.94 PASS Gusset Plate Compression(Whitmore) 229,90 kips 228.49 kips 1.01 FAIL v` Brace Weld Strength 397.99 kips 105 68 kips ...(-8.77 ) FAIL t- .........................................., * 1.392.* D1s* . . Single.Fillet ....:......:.......:...... . 1392 : �*0!6`'`FE7o*�o s/2;*1/16,gip 0 7!?(AISC'�ath pgti$.2e):.:. I .._.....Ci 1'00.•:.. . . t"lectrede strength OffieletstIAISC 14th table= - 8-3) 1a 00 1 ease materlalprcration;factor(rearrangfnef. :: " ofAISC!14th Eq./1942) 016 6 00 \. .a .........weldill et hze`in sixfeenfhs otananch L � .. .... c I cpRh .. . 105,68 kips` Weld:sfrength BF - 1 - Chevron: Seismic Report LRFD I Vertical Brace Chevron Connection Material Properties: Beam W18x71 A992 Fy-50.00 ksi Fu=65.00 ksi Left.Brace HSS5x5x6 A500 Fy:=46.00 ksi Fu 58.00 ksi Gr.B • Rect :Right:Brace •• HSS5x5x6••..•...... .•A500......Fy-46.00 ksi••• •Fu=58.00 ksi G Re• ctRect Gusset P1 00x21 00x74 00 A572 Fy 50.00 ksi:: Fu=65.00 ksi Gr50 I put Data: } 111:SCBF User Input • £ • In Seismic System Seismic System LIeft 170.00:in...::.: : : :User/npuf:Clear:Span:of:Left Brace:: : . ...Lright 170.00 in User Input:Clear:Span.ofRight Brace : Kieft 1.00 User Input Effective Length:Factor:of Left Brace , Kright 1.00.... .. ... ...... ..0ser Input Effective Length:Factor:of. •• Right Brace Ca Beam:Ratio 1.00 User-Input Ratio of Required:Strength to: 111 Available:Strehgth.. .. el, 12 I INote:Unless specified,all code references are from AISC 360-10 Governing LC: N/A I ILimit State Required Available Unity Check Result Controlling Load Calculation n/a Seismic Loading Directions n/a Seismic Load Distribution(Loading Direction SD1) n/a It Seismic Load Distribution(Loading Direction SD2) n/a Seismic Load Distribution(Loading Direction SD3) n/a I Seismic Load Distribution(Loading Direction SD4) n/a Seismic Load Distribution(Governing) n/a Seismic Workpoint Limitations PASS Seismic Yield Stress Limitations PASS Seismic Brace Slenderness PASS It Seismic Gusset Rotation Capacity/Clearance Check Left Brace Buckling Pass PASS Condition. 21g<=dh<=41g(AISC 341-10 F2643)(b)) dh-left 2,02 in Distance from end of left brace to hinge fine I tg 1 00 in Thickness of gusset plate 21g ZOO in Lower limiting thickness of the gusset plate 410 4.00 in Upper firniting thickness of the gusset plate ICheck Right Brace Buckling Pass Condition:2*fg<z.-dh<=441g(AISC 341-10 dh-rIght 2,02 In Distance from end of right brace to hinge Ilne I Seismic Beam Width to Thickness Ratios PASS Seismic Left Brace Width to Thickness Ratios PASS II Seismic Right Brace Width to Thickness Ratios PASS Seismic Weld Limitations PASS I II 1 I 1 I I4( I s 11 RISAConnection version 7.0.1 IIIRISA 02/23/2018 I BF - 1 - Bot Conn: 2D Views Vertical Brace Diagonal Connection Side view ' I 1 38.00 • 1 I g�py A £ A � kf.`isit / �/ { 4 • , ...,....,•••••-... -------„,„,••••••-••••••,•,,--- .4.„*. • 1. :::W:::::-::::moimgor..f::=:::=,.-:,-;;;;;;;.,;:.;*•;:.t::::,,,,...:.:,,,:;;'..„0=00....-0r.;:h.i0§0,. II $mut' Y„ if £ 9 % rd w Yw 1` CO � ," , i ,.14irf.yor, ,...,,,,,,a.,,,..,,,,,,,E.,,,,,,,,,,,,.::4fog.x.,:,,,,„,,,,,.... : , ... , ..., te, ,:',:„.$,.,:..‘,t4,,i, gotommisitsiglit,,,t„tiltr.:::..,..m.litt I cPU -"''''-'44's•fr,'' ✓ TE2 5.f t9 r� 4. i5or`✓ r N 'f/'/y II a� 5 / M . e , r i i 7 -zY 7 '''4'0`'3' _ riterrAllirgalisiaifffp'SJINEFF„ifigen L., s?,, :,.,44411.4?•-- '6;1 .ci..c'.c. •-.cci.iiii,,c,ic ::,, • � ` VjsoE.o' . 11 so,\ . < Pbgf fMM :.s. Eizi 3a� gix VKI :r. y�fx3i`` fi ✓9S6,f} l C yf'?£::K�jh F.. :: k RX 20 eiv Y �/ w2F�'g. NON �3' �ei.'�'C�S '� Y't S •u z `i>'Zjnv:rs. Rag:, _ :r ns i ex •> .r � Xi , ,....§,#� / � vY/ �i5 z ;rix. £t � z�y E f✓�. if.-44,;:-ti a e:ax-mzam �._} ? ... r 4 f--gh t'. `.t lz i(-1.... 4 ' i t 3P.:10ME>%:z:>%_"s:g:ssz.:: I f f S 5 1 111I I, 4 ( 4 'J ... RlSAConnection version 7.0.1 I02/23/2018 Global Parameters -Description: Project Title .... .... ... ...... .... New Project ... ... .. . ..... Company I Designer Job Number ::.:::::.::-:.:::.:.:::.:::.::::::.::::•:.:..:•:.:::•:.:::.:::::::•::-::•:::::•:.:•:.:.:::::.::::.::.:•:.:•:::::::::.::.:•:.:::.:::::.::::.:::::•:.::•::-::-:.:•:::::::::::•::::.:::•:.:::::.::.::: Notes III Global Parameters -Solution: Design Method AISC 14th(360-10): LRFD I Bolt Group Analysis Method - . Center of Rotation :.:.::::.:•:.::::::•::::.:.:..-:::.::::::::.:::.:::.:::::::::.:::.:::.:-:.::::•:.:::::.:.::::.:::.:.:::.:: Weld Analysis Method Center of Rotation Consider Bolt Hole Deformation? Yes: . .... .... .. .. . . . .. . . I/ Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No Plastic Considered? :-:::No.:: I BF - 1 - Bot Conn: Summary Report LRFD Vertical Brace Diagonal Connection . . . . .. . .. ..... . ....... . . . .. .. ..... . ....... . ... .. . Material Properties: Beam W18x71::: ..... . A992 . Fy=50.00 ksi. ....Fu=65.00 ksi if 115 Column Plate W16x77 .4,00: : AA959722 Fy=50.00 ksi•:::::Pu=65.00 ksi P0.75X5.00i1 Fry. ••:.50.00 kei Fu=65.00 kSi Gr.50 TOO Brace HSS5Z5x6 A500 Fy=46.00 kei.... .Fu..=.58.00 kSi 1 Top Gusset Gr.B Rect P0.50x18.54x38.00 A572 Fy=50.00 ksi Fu=.65,00 ksi 014 I Gr.50 . ........ ... .... .......... . .... . ... .. . . . .. . . ... ........... . .. ......... . ...... . ............. .. .. . ... .. . . .. . .. ... ... .. . ..... .... . .. ......... Input Data: Shear Load 2.40 kips User Input:Shear:Load 1 Beam Story Force -307.80 kips Design maximum beam story force ,I i Top Column:Dist Story Shear 100:00 in User Input Top:Column Dist. . ....... Column Force 40.30 kips User Input Column Force 9.42 kips User Input.Stoty:Shear Top Brace Axial L397.99 kips.. . . ... .Design:tonVIe.load in top brace I (Tension) Top Brace Axial 35220 kips Design'compressive load in.top brace.. (Compression) ..::. -;.::.,:.:.,,,:-.. ,,•,::.::.-..-:::-..::::.•::"-:::::::::',:;.":.:::;::::.:;::,.:-.,-..::': :-:•-,-.•:::::-.::;. •.::_::::::-:: ::::::::::::•••.:::::::."-..".:::.'::::::::-::::::: ::::':::::::-:.'::•-:',;:'.':'•:'-.::':::::::::::.'.:::'.':..:',':.'...:'...:-.:::...:::•-•::: I' ieiern io Input Data: Seismic System Ltop SCBF User Input Seismic System 114.00 in .. .. . ..... 'iAo input Clear:Span:Of:Top Brace.. Ktop 1.00 User Input Effective Length:F6dtot:of Top 1 ... .Ca Beam Ratio- 1.00 Brace User-Input Ratio:of Required:Strength:Ns Available.Strength Gusset:Hinge:Line :8*.tp Gusset Hinge Line Method for Brace Buckling Cheok Note:Unless specified,all code references are from AISC 360-10 . Governing LC: NIA .... ..„..., . . . .. .,......„,..,..,..„..„...,.„...,.„.„......„.„......, I Connection Controlling Limit State Max Unity Result Check ' ....................................................„........................„.„..............,..„,..„........,..........„.... _...................................... Beam/Column connection Weld at Beam 7" ..m•-•-- 1.86 FAIL .., I _______________________________________~______________.______._~~___~____---` I Top Gusset/Beam connection Beam Weld Strength 0.54 PASS Top Gusset/Column connection Column Weld Strength 0.50 PASS Top Gusset/Brace connection Brace Weld Strength 0.95 PASS =� Seismic Calculations Seismic Weld Strength otColumn(Top) 084 PASS ( -----'---------------'------'--------------------------- -'----'---'----'--------------- �N BF ~ 1 - Bot Conn: Beam/Column Report LRFD Vertical Brace Diagonal Connection ., � ~__~_~~^~_.-~,,~~~...~~.~_~~__~.~.~~'.^~~.~~~~~-~.~___'--~_~~_~,..~~~.` ^ Mateho|Pmpertieo* Beam mN8X71 /992--Fvr-.50.0Ohw......Fw=65.Dnkw= Column VMax77 /09 -'Fy�50D0hw Fum85�OhW�� 11 � --Plate P0J5x5.0Ox4.00 /572--Fy-50D0Nd Fu"O5.0Oksi= Gt 50 Top Brace HSS5x5x6 A500 Fy=46I0k� Fu~58l0h�''' �g Rect Gusset � 7�pPO A572 Fy-5O8ohW Fu�85�Qk��''> Illk �� G�5O ' ~~_. I Sheor(nompreaa|on)'97:38'kipo Calculated Shear due to Compression Brace ' _392.51 kips to.Compression �� m � cw1oad�g{8D� -~ Shear(Tenslon) '104.92kips.... . .. . .Cà!ãulátéd:Shéàr dUe to:Tension Brace:::. Loxding(SD1) : ..Axiai[Tession) '403.52KipS ..m.u..h,d.x../dv�6iJenSiOn8a,00 Loading'(80.1) Resultant Force. .410.g4Npm Calculated Maximum Resultant Force due to Brace Loading(sD:1) y8om�n��u�e�c '� ��3224k��in ' �m�u��xhnum'A0�m��due E�v�vh��((�O� �� Top Cu|umnDIst 1ODI0in User Input:Top:Column Dist Column Force::: . ..4Q3O.kipoInput : ..WrVAheor-- ' '9.:42NPl.:.:...... ::: ::.: u�er.k9Yt.MPIY3hPOIr.: :. :..:.::.1.:..::.: 110 Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A ' -- I Limit State Required Available Unity Check Result -~-~~~_~~~ ______---_-________ Beam Weld Limitations PASS ` Beam Shear Yield 104.92 kips 274.73 kips 0.38 PASS Plate Shear Yield 104.92 kips 315.00 kips 0.33 PASS Beam Shear Rupture 104.92 kips 267.86 kips 0.39 PASS | I Plate Shear Rupture at Beam 104,92 kips 307.12 kips 0.34 PASS -----~---'-~~~~~~~ ~^--~^--~~-------------~-'----------------~~---~~~---~-----'-----'---- Beam Axial Yield 403.52 kips 940.50 kips O.43 PASS I = Plate Axial Yield 403.52 kips 472.50 kips 0.89 PASS Beam Tension Rupture 403.52 kips 1018.87 kips 0.40 PASS Plate Tension Rupture 403.52 kips 511.88 kips 0.78 PASS I Compression Buckling of the Plate 392.51 kips 472.50 kips 0.83 PASS . . . .,.. . . . ... ..... . . .. .. .. . . . ,. , . Weld at Beam 18.13 kips/in 9.74 kips/in I Column Web Yielding 403.52 kips 450.45 kips 0.90 PASS Column Web Crippging 392.51 kips 421.25 kips 0.93 PASS BF - 1 - Bot Conn: Top Gusset/Beam LRFD Vertical Brace Diagonal Connection I Report __- Material Properties: I Beam W18x71 A992 Fy-50.00 ksi Fu=65.00 ksi Column W16x77 A992 Fy=50.00 ksi Fu=65.00 ksi 1 iiii • Plate P0.75x5.00x14.00 A572 Fy=50.00 ksi Fu=65.00 ksi ' Gr.50 Top Brace HSS5x5x6 A500 Fy=46.00 ksi Pu=58.00 ksi 1 Gr.B Rect i Top Gusset P0.50x18.54x38.00 A572: Fy=50.00 ksi Fu=65.00 ks' i I Gr.50 . . . , ... . ............ ...., ....,.;., .. .. -.......:.-;;;,::..;...................:::...--,.:::.....:::.::::..2...:::-.---::--:.::..:-- Input Data: Shear(Compression) 217.19 kips Cakulated Sheer due to Compreesion Brace Loading(SD3) Axial(Compression) 94.98 kips 'Calculated Axial due to Compression I Brace Loading(SD3) Shear(TenslCon) -245.43 kips Calculated Shear due to Tension Brace Loading(SDI,) IAxial(Tension) -107.32 kips Calculated Axial due to Tension:Brace Loading(SDI) : Resultant Force 267.87 kips Calculated Maximum Resultant Force due to brace Loading(S01) IIMoment Load -?31..P5 klPs-In Calcuiated Maximum Moment(SP(SDI,) Note: Unless specified,all code references are from AISC 360-10 Governing LC: IVA Limit State Required Available Unity Check Result Beam Weld Limitations PASS IPlate Shear Yield 245.43 kips 570.00 kips 0.43 PASS . . ................................................................. .... .. ..............,....,.........,.... ... .......................... ,..,..., ,.,. .................................................. .,.„...... .... Plate Shear Rupture 245.43 kips 555.75 kips 0.44 PASS Plate Axial Yield 107.32 kips 855.00 kips 0.13 PASS Plate Tension Rupture 107.32 kips 926.25 kips 0.12 PASS I Plate Flexural Yield 0.21 Plate Flexural Rupture 0.22 PASS PASS __. ,..... „„. ...... .............„................ ..... ... ,. .. ............„..,........................ .. . . ..... .. .........,...„... .. . . I Beam Weld Strength 267.87 kips 494.89 kips 0.54 PASS Beam Web Yielding 107.32 kips 1090.24 kips 0.10 PASS IBF - 1 - Bot Conn: Top Gusset/Col Report LRFD Vertical Brace Diagonal Connection I' Material Properties. Beam W18x71 A992 Fy=50.00 ks1 Fu 65.00 65.00 MI Column W16x77 A992 Fy=50.00 ksi F =65.00 ksi Ili Plate P0.75x5.00x14.00 A572 Fy-50.00 ksi F =65.00 ksi Gr.50 Top Brace HSS5x5x6 A500 Fy=46.00 ksi......Fu=58.00 ksi Gr.B I Rect 4(ri ' Top Gusset P0.50X18.54X38,00 A572: : : Fy 50.00 ksi F.U:=65.00 ksi 1 Gr.50 Input Data: I Shear(Compression) 86:42 kips Cal Wated Shear due to COMpf6S81Oh. Brace Loading(SD3) AxIal(Compression)• 84:71:kips Calculated Axial due to Compression Brace Loading:(SDS) Shear(Tenslon) -97,66 kips Calculated Shear due to Tension Brace Loading(SD1) ••. ••Axlal(Tenslon) -95:72.kips Calculated Axial due to Tension Brace: Loading(SDI) Resultant Force ...... .. 136 75 kips:..... :::::CsalCiilated.Maxiiiiiiiii Resultant.Force.. 'I due:to Brace Loading(SDI) :• .::Moment Load........ 81,64:kips-in .... . ..CAlculatedMaximum:Moment(SDI) ... ............................... .......... ..... . . . . ............................... .... Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A . .. . . . . Limit State Required Available Unity Check Result ! -, Column Weld Limitations PASS Plate Shear Yield 97.66 kips 278.10 kips 0.35 PASS Plate Shear Rupture 97,66 kips 271.14 kips 0.36 PASS .........,....,_.....,..„...,..„.„....,„...,..,..„,„........,..„......................„.......,...,„..........„.............„,..,.......„,..............................,„.....„......„.„.._....„....,...„„...........,„.....„..._.„,.......,.........„..„...,....,.... Plate Axial Yield 95.72 kips 417.15 kips 0.23 PASS . ......„.,.................„..........„.................„.....„.....................................„.................. Plate Tension Rupture 95.72 kips 451.91 kips 0.21 PASS Plate Flexural Yield 0.20 PASS Plate Flexural Rupture 0.19 PASS Column Weld Strength 136.75 kips 272.26 kips 0.50 PASS Column Web Yielding 95.72 kips 553.73 kips 0.17 PASS BF - 1 - Bot Conn: Top Gusset/Brace LRFD Vertical Brace Diagonal Connection Report . ....... . . . ...... .............. ............ . ................ ........ .. .. .. .... . ..... . . Material Propenies• Beam..... ...... . ..W16i71''''...... A992- Fy-50.00 ksi... .Fu-65.00 ksi Column... . .. •••W163(77 A992 Fy F-.50.00 ksi . F.0=65.00 ksi ** ...Plate P0.75*5.00*14.00 A572 Fy'.i.50.00 kst. . Fu=65.00 ksi Gr.50 Ili Top Brace HSS5x5x6 A500 Fy=46.00 ksi. .Fit=58.00 ksi Gr.B Rect Top Gusset P0.50*11154Z38.00 . A572 Fy 7=50.00 ksi.. .Fu F 65:00 ksi Gr.50 ............ . ........ .. ............. ............. . . ......... ............... . . .. . ........... ..... . ...... . ... . .. . . . ......... ..... ...... .... .... . . ... ..... . . „.. , .1 Input:Data: ' input Brace Tension::70.00.kips User input Tensiliti.Lo4dirlra06. .. . 1 Input Brace 24:60:kips User-input Compressive.Load in.Brace ......Compression Brace Axial:(Tension) 397.99 kips Design Tensile Load in.Brace -•• ••Brace Axial ......-- -- .352.20 kips Design Compressive'Load In Brace - ' -(Compression) ....... ...... ...... ... ... . . ........ . .......... ........... . ........................... ............... Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A _ . . Limit State Required Available Unity Check Result Brace Weld Limitations PASS Gusset Plate Tensile Yield (Whitmore) 397.99 kips 502.33 kips 0.79 PASS 4115 I I . -_____ __ . ,__-_-__ ____ _' __ -._______- Gusset Plate Tensile Rupture(Whitmore) 397.99 kips 544.19 kips 0.73 PASS Gusset Plate Compression (Whitnmm,a) 352.20 kips 407.73 kips 0.88 PASS I Brace Weld Strength 397.99 kips 417.72 kips 0.95 PASS IBF - 1 - Bot Conn: Seismic R°port LRFD Vertical Brace Diagonal Connection I I � Material Properties Beam VM8x71 A992 Fy-5o.0Okw--Fu=05.0Okai` N10x77 A992 Fy-50.00 ksi FLA=05.0oksi` IColumn Plate ='/572==Fv-5� �-Vn� -Fu�O5DOk�Gr.50 Top Brace H885v5x6 /500 Fv-4S.0bhsi--Pu~58.0Oksi�� acB I Top Gusset='=` =A572--Fy=50.00hsi--Fu=65.00ksi` -�� ' -'-------' - ------- GK5V-'- -------' ----- - --- -------' Input �� ---'-' - -----------'--------' -----� I SesnicSyw�m 3CBF i6o,�puSo�m�4y��m -''--Ltop 114.00 in User Input Clear Span Of Top Brace : Ktop 1.00 User Input Effective Length Factor ofTop i Brace � Brace I -m*Beam Ratio 1.00 to 1 Available Strength Gusset:Hinge Line 8^tp Gusset Hinge LineMethod for Brace i ---------' ---------- BucklingChvck---'------' : Note: Unless specified,all code references are from AIGC360-1O Governing LC: N/A 11 Limit State Required Available Unity Check Result ' | Controlling Load Calculation n/a IISeismic Loading Directions n/a Seismic Load Distribution(Loading Direction SDI) n/a I SeiomicLood Diatribution (Load1ng OinectionSD2) n/m Ge|ommk:Load O/at�bufion(Loading Dire�onSD3) n/a � I Seismic Load Distribution(Loading Direction SD4) nla Seismic Load Distribution(Governing) n/a U U Seismic Joint Fasteners PASS III SeiomioVVorkpointLimitotiono F��S Seismic Yield Stress Limitations PASS 1 Seismic Brace Slenderness PASS Seismic Rotational Ductility PASS / Seismic E;ussetRotation Copmoby/C|emnnnue PASS I 8eimmioCo|umnVVidthtoThicknawmRotioo PASS I Seismic8eamVVidthtoThiokneoaRotion PAG8 . �___' _�___-_--____-____---_-_'_-__-_-_____-_-_----____-_-_--___-___-___-_--_-----_ Seismic Top Brace Width to Thickness Ratios PASS ~= =`~^===="==="�=°=`=^=='`'='='="'~~"=~"~~~"'~=,====~===='==^^=~ Seismic Weld Limitations PASS I Seismic Weld Strength at Beam(Top) 1045.00 kips 1110.74 kips 0.94 PASS Seismic Weld Strength at Column(Top) 509.84 kips 541.92 kips 0.94 PASS ( I I I 't'tt-P+- qk,t Je-,t iIII,C- = c-/�', = ►1-17 Ve__ • ( �� - \4 1 C,1�• I `4 -ek. 1/ A 4I -t? �� fi 11',1 111 3kfl)c /zxSI►(... it, = 3‘SZ I',., z-u,. x.EIq I c/tS C10" l I I 111 I 1M 1\ TM RIPPEY BY'`li T DATE CONSULTING ENGINEERSI CHK BY DATE 7650 S.W. 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'". • ---- .r. 1 It '90 in 14.-404,,,-.• .:.'.::-. kFkagagaipmenti 1 II " - te:40 .. •.•-'•:::H.;:: V.PrIganilingli 1.1 •Nk.vv;65 N: :' : :.., 4A4AMZ:;.::-S---ERNEE:EEM£10 £ 10.-„,-,•••:,,,...•...„...v,; ........ •••,.... ,....,..„.„.„7.,,,,---...„.„ , taittmp..;.4,.. x„.„..,•:.,:.:..:.,.:•:-..-,„:„--„,..:.•::,,,..• •-•. 0, ..:•:•:•:.:„.:•:„„•:,•..44*,;,,..1,:-:.::•,.',?7,1'..-.';',V.:,";..,0;,,,,,s .... p1:47.3.0.AW :-:::;';'i:ii.',,,,i'....'...":„•-"•.:4"J::...,..:.,''..e. _.,,.:1 44r Ae'0::,.. `,:.:''',.',..3,,,.....:-.;•.:',..,":),,..,..',,,,,?.z.,.. ,.:.,.... 0 9E::A3Wii..A''' .4-'''' f'-':',:e"1"."'.!"''''...-:'''-r."''-,:: -''%'.:',.-:-:':',• 0 i ArA '.-AY*;.,',. , :'-''.itai'..-;,ik,.':-..:- :v.--•••..-i:,. i , ,,...,...,..,,...: . I..-0-.11Mak •,".$ I ; • ..,, , t '0,', 1 1 i , s * t t * i * 14,97 $, 1 1 ; I I . 1 elize4 I 111 R/SAConnection version 7.0.1 I IIIRISA 02/22/2018 Global Parameters -Description: ProjectTitle.... ..................._..... ......................................................................JLRI ............................... Designer RNT o um er. ..-:.:-. 16330 Notes I Global Parameters -Solution: Design Method AISC 14th(360-10): LRFD Bolt G roup Analysis Method Center of Rotation II .... Weld Analysis Method Center of Rotation Consider Bolt Hole:De`foirmation? : . .Yes:.: . Check Weld Filler Material Matching? Yes I .... .......... Check`Rotational Ductility?: Yes Full Shear Eccentricity Considered? No Plastic Panel-Zone Shear Deformation Considered? No:.: I BF 2 - mid conn: Summary Report LRFD Vertical Brace Diagonal Connection .Material Properties: Beam W16x57 A992......Fy=50.00 ksi..... Fu=65.00 ksi: • Column W1.0x68 A992 .....Fy=50.00 ksi .... Fu=65.00 ksi: Plate P0.75x5:00x12.50 A572 Fy=50.00 ksi..... Fu=65 00 ksi: Gr.50 Top Brace HSS3.5k3:5x4 A500 Fy=46.00 ksi..... Fu=58.00 ksi Gr B Rect Rect Top Gusset P0:38z15.00X14.97: A572 Fy=50.00 ksi..... Fu=65.00.ksi: Gr.50 Bottom Brace HSS3:5x3:5x4-A1085A500 Fy=:46.00 ksi.... Fu=:58.00 ksi: Gr.B `'a- Red ::::::Bottom Gusset P0.38x1.5.00k1:4:97 ::A572 Fy=50.00 ksi::::: Fu=65.00 ksi: ......................................................... ..Gr.50......... ............ ....................................................... .................. . ...... ........... ... ............... Input:Data. 111 Shear.Load 6.16 kips User.Input:ShearLoad Beam Story Force 5.67 kips Design:maximum beam story force I Top Column:DIst 100.00 in User Input:Top:Column Dist Column:Force 41:70 kips User Input Column:Force Story:Shear 31:50 kips User.Input Stoy:Shear Top Brace:Axial -187.40 kips Design(ensile:load in top brace (Tension) Top Brace:Axial 117.37:kips Design compressive'load in top:brace' ' (Compression) Bot Brace:Axial -199.00 kips Design tensile load in bottom:brace I (Tension) ......Bot Brace:Axial 123.62 kips Design compressive:load in bottom (Compression).............................. .......brace. ...... ................................... I :Seicmic Input:Data: ::::: :Seismic'System...... SCBF User.Input Seismic System Ltop 113.00 In User Input Clear Span'of:Top Brace ILboftom 113.00 in User Input Clear Span of:Bottom:Brace: Ktop 1.00 User Input Effective:Length:Factor:of:Top Brace Kbottom 1.00..... ... ... . .User Input Effective.Len9th:Factor of s Bottom'Brace : i 1 4,2 ICa Beam.Raho 100 User-InputRatio.of Required:Strength to: Available:Strength . ..:Gusset Hinge Line. .81p Gusset Hinge Line Method for Brace Buckling.Check f .. ..... . ....... ...... ......... . ..... ...... .. .. ..... . ... ... ... ............ . ................. Note: Unless specified,all code references are from AISC 360-10 Governing LC: NIA Connection Controlling Limit State Max Unity Result Check Beam/Column connection Weld at Beam 0.77 PASS Top Gusset/Beam connection Beam Weld Strength 0.64 PASS Bottom Gusset/Beam connection Beam Weld Strength 0.68 PASS ........ .... Top Gusset/Column connection Column Weld Strength 0.51 PASS I Bottom Gusset/Column connection Column Weld Strength 0.53 PASS Top Gusset/Brace connection Brace Weld Strength 0.87 PASS I Bottom Gusset/Brace connection Brace Weld Strength 0.92 PASS Seismic Calculations Seismic Weld Strength at Beam(Top) 0.99 PASS BF 2 - mid conn: Beam/Column Report LRFD Vertical Brace Diagonal Connection Material Properties: Beam W 6x57 A992 Fy-50.00 ksi......Fu=65.00 ksi::: i Column ........ ...W 0x68 A992 Fy F.50.00 ksi......Fu F 65.00 ksi: Plate P0.75k5:00)il 250- A572 Fy F.5000 ksi......Fu=65.00 ksi . . . .. .. .. . .. Gr.50 ... ... : - .. , . TopBrace. . . .....H8S3.556.5x4;..,... .A500 ".. Fy F.46.00 ksi......FU=.58.00 kSi: GLB Rect Top Gusset.•• ......P038X15.00k14:'97: -A572 Fy F.50.00 ksi Fu F 65.00 ksi Gr.50 Bottom Brace I-ISS3.5i.(3:5x4-A1085 A500 Fy F.46.00 ksi......Fu F 58.00 ksi Gr.B Rect Bottom Gusset P0.38k15.00Z1427i :A572 Fy F.50.00 ksi.. ...Fu F.65D0 ksi::: r.50 G .................................. ...................... . ........ ....................... Input:Data: shear(Conipe.e$0:41) 13478 kips....... .. .. ....................000:toCompression:::: 111 BraceLoading,(SD3) •••• -Axial(Compression)::0.00 kips CaltuNtedAxiatdue•to Compression Brace Loading .....Shear(Tension) -120.29 kips Calculated:Shear due to:Tension'Brace::: Loading(SDI) ......Axial(Tension) -46:59:kips Calculated Axial due to Tension.Brace:::: Loading(SD4) Resultant Force 137.41 kips Calculated Maximum.Resultant:Force 1 due:to Brace Loading.(SD3) .....Top Column:Mt 100.00in........:: :::,: User Input:TopColumn Dist Column Force 41.70:kip's User Input Column.Force Story-Shear 31:50:kips User Input Story.Shear , Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Column Weld Limitations PASS Beam Weld Limitations PASS 111 Beam Shear Yield 134.78 kips 211.56 kips 0.64 PASS 412 4, I I .,.................. .,..,.,......,...,..,............ .. ......„...... ,.„....,.„.........,..........,................ ....„„....,......-„- _.....„.........„. Plate Shear Yield 134.78 kips 281.25 kips 0.48 PASS IBeam Shear Rupture 134.78 kips 206.27 kips 0.65 PASS Plate Shear Rupture at Beam 134.78 kips 274.22 kips 0.49 PASS IBeam Axial Yield .............................,.....,............ . .............................. „................................................. 46.59 kips 756.00 kips 0.06 PASS Plate Axial Yield 46.59 kips . .......„.................................................,........„.,„.....„,....„.„...„....................... .............. 421.88 kips 0.11 PASS ......,....,...,.,..„......................... .„.,...,..„,......,.. ,.,.,.....,............,........,„„........,....................„..,..,...,..„...,....„„., ., ,-- Beam Tension Rupture 46.59 kips 819.00 kips 0.06 PASS Plate Tension Rupture 46.59 kips 457.03 kips 0.10 PASS Plate Flexural Yield 0.51 PASS . ...,.,. ,.,..,.,,,„....,.......,.....„...,.„.,......,...„.,,.,,......„,„......,.,, ,„...,.,,,,,.,,,,........... .. ..,...,....,.,.,,,,,,,....,..„.,............,..... Plate Flexural Rupture 0.48 PASS Plate Flexural Buckling 134.78 kips 216.58 kips 0.62 PASS Weld at Column 11.00 kips/in 16.70 kips/in 0.66 PASS 11, Weld at Beam 6.40 kips/in 8.35 kips/in 0.77 PASS Column Web Yielding 46.59 kips 442.98 kips 0.11 PASS BF 2 - mid conn: Top Gusset/BeamLRFD I Vertical Brace Diagonal Connection Report . .. I Material Properties: Beam W16x57 A992. .. Fy-50.00 ksi . ..Fu=65.00 ksi ::I Column W10x68 A992 ... .Fy-50.00 ksi .....Fu=65.00 ksi . . .:.... .-- - Plate P0.75x5.00x12.50....A572 ... .Fy=50.00 ksi .....Eu=65.00 ksi : - . . . Gr.50 I ... .. Top Brace HSS3.5x3.5x4 A500 Fy=46.00 ksi FLA=68.00 ksi . Gr.B Rect . . . . Top Gusset P0.38x15.00x14:97. :A572 • Fy=50.00 ksi . ...Fu=65.00 ksi. : 11 Gr.50 , .. . Bottom Brace H8S3.6x3.5x440 085 A500 Fy F 46.00 ksi F6=68.00.ksi ] Gr.B I \. Rect Bottom Gusset P0:38x15.00x14:97:::A572 Fy=50.00 ksi Pu 65.00 ksi :. Gr.50 . .. . . .. .......... .... .. ... ....... ......... . ... . .............. ........ .................1 II Input Data: Shear(COnipteSSIOn).46 74 kips Calculated.Shear due Jo:Compression. ..' Brace Loading(SD3) Axial(Compression)• 47 72 kips Calculated Axial due to Compression I Brace'Loading(SIDS) -••- •Shear(Tenslon) -74,03 kips CaloIllated.Shear dua.t0Teh&onsface.:: Loading(SD1) Axial(Tension) -76.19 klps Calculated Axial-due to Tension'Brace••• I ......Resultant Force 106.65 kips Loading(SD1) Calculated Maximum:Resultant.Force••• due to Brace L.oading(SDI) Moment Load .. .......-41;76 kips-in Calculated.Maximum.Moment.(SD9 ; INote: Unless specified,all code references are from AISC 360-10 Governing LC: N/A IBeam Weld Limitations smit State Required Available Unity Check Result PASS Plate Shear Yield 74.63 kips 168.38 kips 0.44 PASS IPlate Shear Rupture 74.63 kips 164.17 kips 0.45 PASS Plate Axial Yield 76.19 kips 252.58 kips 0.30 PASS I 4,11 ........,..... ..• I Plate Tension Rupture 76.19 kips 273.62 kips 0.28 PASS Plate Flexural Yield 0.32 PASS Plate Flexural Rupture 0.31 PASS Beam Weld Strength 106.65 kips 167.24 kips 0.64 PASS Beam Web Yielding 76.19 kips 442.20 kips 0.17 PASS BF 2 - mid conn: Bot Gusset/Beam LRFD Vertical Brace Diagonal Connection Report 111. . .. .. .. .... ......................._._. ....... _._... ......... ........_... . ..........,.... Material Properties: ::::::Beam WI6k57 A992 Fy 50.00 ksi......Fu F 65.00 ksi::: COlumn W1068 A992 ,.:::Fy=I 50.00 ksi......Fu 7 55.00 ksi::: Plate F0.75);c5.00k12.50, ' A572 Fy=50.00 ksi Fu=65.00 ksi •• I 1 ... .. ... . ,.., ... .,. ... ., .. . Gr 50 .. ... ... . Top Brace HSS3.5x3.5x4 A500 Fy-46.00 ksi......Fu=58.00 ksi,,, Gr.I3 111 Rect ..„ iili k ......TO):Guss.et . . ...Pa.35X1.5.00X14:97 A572 Fy-50.00 kti .....Fu=65:00 ksi::: Gr.50 Bottom Brace• • -HSS3.5x15x441/41085 A500 Fy-46.00 ksi Fu=58.00 ksi::: Gr.B .•t. Rect Bottom Gusset •PO 38Z15 00X14 97:- A572 Fy=50.00 ksi Fu-65.00 ksi Gr 50 ................................... ...... . . .................. .... ... .. ... .. . . .......... .................. tripUibaia. , Shear(Compression) 49;23 kips ... .. •••. ...Calculated:Shear due to.Compression 0E3race:1,0a:ding(SD1) Axial(Compression): 50;26 kips Calculated.Axial due to Compression Brace:Loading:(SDI) Shear(Tenildn).......' '79 25 kirii... . ..... ......................due.to]Tension•Brace::: Loading(SD3) Axial(Tension) 80 91.kips Calculated Mial due.to Tension Brace•••• Loading(SD3) I -•• •Resultant Force 113.25.kips Calculated:Maximum:Resultant:Force due:to.Brace Loading.(S03) , Moment Load -44;a4jcipsin Calculated:Maxim-Om:0)17)64(SD3) Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A .. „ .. ... .. • .. „..„ . ., . ., „.., Limit State Required Available Unity Check Result Ill „„.„,„...,......,„........,.........................,.....„.,....„._............„......„„.„.„„...,„,,...„..,..............„.............,...„.„....„,.......„...„.,.....„,..,...„,.,..„.„„„„„„,................„..........„...............................„,......„....„„.„_,„„„„„,„, Beam Weld Limitations PASS Plate Shear Yield 79.25 kips 168.38 kips 0.47 PASS III Plate Shear Rupture 79.25 kips 164.17 kips 0.48 PASS .„,..„„„„„„..,...„......„...„......„„,„„,.„„„,_....................„,„..„.„,....„,„_......,..,..„.„....„„„„..,..„„„„„„„,„„.,..,„ Plate Axial Yield 80.91 kips 252.58 kips 0.32 PASS Plate Tension Rupture 80.91 kips 273.62 kips 0.30 PASS Plate Flexural Yield 0.36 PASS Plate Flexural Rupture 0.35 PASS Beam Weld Strength 113.25 kips 167.26 kips 0.68 PASS .„„,.„.„„„.„.„.,...„...,................., Beam Web Yielding 80.91 kips 442.20 kips 0.18 PASS 111 ..,...„. ....,,„....„,„. „.„.„„„,............ ........,.........„... ... • ' , ,--"'-----'-"'---•,,,,,""*"'"-,,,'''-----"----",,,,,-"'---- BF 2 - mid conn: Top Gusset/Col Report LRFD 1 Vertical Brace Diagonal Connection et.`zs I I ......„..,................. ...........,... ......... .. „.... ..... . . . ................ .................... Material Properties. I i , : i i:',,. K,:i • Beam'....... . .. '••W16x57 A992 Fy-50.00 ksi Fu=65.00 ksi: : Column'''''''' •: :::W10x68''''''''::::•::::A992 Fy-50.00 ksi'' 'Fa=65.00 ksi: : Plate P0.75x5:00x12.50.•--A572.'' ''Fy=50.00 ksi :Eu.=65.00 ksi • Gr,50 ,.._ ... - - ..._ .... I ,..:. -:.... : ... .„ ... .... ::':::Top Brace HSS3.5x3.5x4 A500 Fy,46.00 ksi•. •Fu:=58.00 ksi: .. .... ... ... ,, „.„. :.: .. Gr.B ... Rect ... ... ...... ..... .... ... .. ... ... :.... Top Gusset P0.38x15.00x14:91.:A572''' ''Fy=50.00 ksi'' 'Ea.=65.00 ksi: : .:: ... I ,••.•.i.::::•. .::-.:: :::• : - - -- . „. •. ., Gr 50 Bottom Brace HSS3.5x15x4-A1085 A500 Fy-:46.00 ksi Fu-.58.00 ksi: Gr.B Rect I .I Bottom Gusset P0.38x15.00x14.97.•:A572 Fy=50.00 ksi'' 'Fix 65.00 ksi: . „......... . ..... ....,...., . .. .. . Gr.50 ............................ ..... .... ... ................ .... ........................... .................... . Input:Data: ...... 1 Shear(Compresslon):40 86 kips Calculated:Shear due to:Compression:. ...... Brace:Loading:(SD3) Akial(CorripfeSSIOn) 30 26 kips Calculated Axial due.to Compression Brace Loading( 3) , 1 ...................... -65.24'Iup.s Calculated:Shear due:to:Tension:Brace: :I Loading(SDI) AxIal(Tention) -48.32:klps CalculatedAzial.dua to Tantion•Brace Loading(SD1) Resultant Force 81:19:kips'••:••:.... ....Calculated-Maximum:Resultant:Force 1, I( Moment Load 23:12:kips-in due.to.Brace Loadmg($01) Calculated:Maximurri:ltelonientpi) Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result I Column Weld Limitations PASS Plate Shear Yield 65.24 kips 168.75 kips 0.39 PASS I Plate Shear Rupture 65.24 kips 164.53 kips 0.40 PASS ..,,,...,„,,„..„.„..,_....................,.............„..,„,„....,_.,.,......................„.„.,.„„,,..,.........„,............,..........,.„.„,.,„,.„..... , „„ . , ,„..,„....„.....,. , . Plate Axial Yield 48.32 kips 253.13 kips 0.19 PASS Plate Tension Rupture 48.32 kips 274.22 kips 0.18 PASS IPlate Flexural Yield 0.20 PASS Plate Flexural Rupture 0.20 PASS 1Column Weld Strength „._.,......,... „.,...,...,_„.„,..„.,„.. 81.19 kips 159.92 kips 0.51 PASS .,....,..,, ,...,...... . ...... , Column Web Yielding 48.32 kips 501.73 kips 0.10 PASS .11 BF 2 - mid conn: Bot Gusset/Col Report LRFD I .. ........... ....... . Vertical Brace Diagonal Connection Material Properties:Beam W1647 A992 Fy-50.00 ksi......Eu=65.00.kSil i I . . g .,.. •.•... Column Plate W10x68 A992 . ..Fy=50.00 ksi-••.-Fu=65.00 ksi.• 1 P0.75x5.00x1250....A572. . ..Ey=50.00 ksi•-. .Eu=65.00 ksi:: 1 r.50 Top Brace HSS3.5x3.5x4 A500- : •:Fy;7,46.00 ksi......Eu 7--58,00 ksi:: I ... ..• - • . Gr.B Rect : i :.:,,, i:::,.,•, Top Gusset P0.38x15.00x1497 :.A572 Fy-50.00 ksi Fu=65.00 ksi:: r.50 „... ...„ , I ... .......... , . „..„ ... Bottom Brace.....-HSS3.5x3.5x4A1085 A500. . ..Ey=46.00 ksi. ....Eu=58.00 ksi:: Gr.B Rect Bottom Gusset P0.38x15.00x14:97.:.A572. . ..Fy=50.00 ksi Fu=65.00 ksi:: Gr.50 - - ' ' - " . . I 4(v7 .................. . Input:Data• Shear(Compression):43;04 kips ' ' Calculated Shear due to Compression : Brace Loading:(S.Qf) i 1 Axlal(Compresslon) .31;87:kips Calculated Axial•due to Compression Brace Loading:(SDI) Shear(Tension) -69:28:kips Calculated.Shear due to Tension Brace Loading(SD3) 1 AxIaI(Tenslon):::: :::;51:3:1:kips CalculatedAkial':due:to:Tension Brace Loading(SDS) .. Resultant Force 86:21 kips Calculated:Maximum:Resultant:Force due.to trace Loading(SDI) Moment Load 24;55 kips-in Calctilated:Maximum:Moment:(5D3) Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Column Weld Limitations PASS Plate Shear Yield 69.28 kips 168.75 kips 0.41 PASS Plate Shear Rupture 69.28 kips 164.53 kips 0.42 PASS Plate Axial Yield 51.31 kips 253.13 kips 0.20 PASS 11 Plate Tension Rupture 51.31 kips 274.22 kips 0.19 PASS Plate Flexural Yield 0.22 PASS Plate Flexural Rupture 0.22 PASS Column Weld Strength 86.21 kips 161.40 kips 0.53 PASS Column Web Yielding 51.31 kips 501.73 kips 0.10 PASS BF 2 - mid conn: Top Gusset/Brace LRFD 11 Report Vertical Brace Diagonal Connection Material Properties: Beam W1.6x57 A992 Fy.F.50.00 ksi. .Fu=.65.00 ksi Column • W10x68 A992 Fy F.50,00 ksi. ....Fu=.65:00 ksi Plate P0.75x5:00x12.50.....A572 Fy=50.00 ksi. . . Fu=.65:00 ksi:. Gr.50 Top Brace HSS3:5x3:5x4 A500 Fy=46.00 ksi Fu=58.00 ksi , Gr B Rect :: ::Top G.usset..... ...P038x1:5.00x14.97:::A572 . . Fy=:50.00 ksi. ....Fu=.65:00 ksi.::; Gr.50 Bottom Brace HSS3;5x3.5x4=A1085 A500 Fy=46.00 MI Fu=58.00 ksi } '4s: Gr B Rect .. .Bottom Gusset :::P0.38k1.5..00)04$7:::A572.. ...Fy:=:50,00 ksi. ...Fu=:65:00 k$i::: Gr.50 Input:Data: Input Brace Tension 19.20:kips User-input Tensile Load in Brace ••• •Input Brace 29:40:kips User.-input.Compressive:Load in:Brace::: Compression Brace Axial(Tension);187.40 kips Design.Tensile:Load in:Brace Brace Axial 117.37 kips Design Compressive•Loadin Brace• ... (Compression) Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Brace Weld Limitations PASS 4, o I . ,. , , . , „ ., . , ... ,. . .„.. ,„, . , ,. ,. „, „,. ,.. • ' - ' Gusset Plate Tensile Yield (Whitmore) 187.40 kips 250.79 kips 0.75 PASS IGusset Plate Tensile Rupture(Whitmore) 187.40 kips 271.69 kips 0.69 PASS Gusset Plate Compression (Whitmore) 117.37 kips 226.84 kips 0.52 PASS I Brace Tensile Yield 19.20 kips 120.47 kips 0.16 PASS Brace Tensile Rupture 19.20 kips 100.92 kips 0.19 PASS Brace Weld Strength 187.40 kips 216.09 kips 0.87 PASS BF 2 - mid conn: Bot Gusset/Brace LRFD I Vertical Brace Diagonal Connection Report I Material Properties: Beam W16x57 A992 Fy=50.00 ksi Fu=65.00 ksi Column W10x68 A992 Fy=50.00 ksi.... Fu=.65.00 ksi. Plate P0.75x5.00x12.50 A572 Fy=50.00 ksi Fu=65.00 ksi I , Gr.50 Top Brace HSS3 5x3,5x4 A500 Fy=46.00 ksi Fu-=58.00 ksi Gr.B Rect I ‘ Top Gusset P0.38x15 00)(14 97 A572 Fy=50.00 ksi Fu-.65.00k , ', ",- Gr.50 Bottom Brace 1-1SS3.8x$,5x4 A1085 A500 Fy-46.00 ksi Fu=58.00 ksi '.,.., Gr.B , - I ',.. Rect Bottom Gusset P0.38x15.00x14 97 A572 Fy=50.00 ksi Fu=65.00 ksi Gr.50 Input Data. I Input Brace Tension -36 50 kips Input Brace 55.40 kips User-input Tensile Load in Brace User-input Compressive Load i Brace Compression Brace Axial(Tension)-199.00 kips. Design Tensile Load in Brace I Brace Axial 123.62 kips Design Compressive Load in B ace (Compression) i Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result IBrace Weld Limitations PASS Gusset Plate Tensile Yield (Whitmore) 199.00 kips 250.79 kips 0.79 PASS I Gusset Plate Tensile Rupture(Whitmore) Gusset Plate Compression(Whitmore) 199.00 kips 271.69 kips 0.73 123.62 kips 226.84 kips 0.54 PASS PASS I Brace Tensile Yield 36.50 kips 127.93 kips 0.29 PASS Brace Tensile Rupture 36.50 kips 107.06 kips 0.34 PASS Brace Weld Strength 199.00 kips 216.09 kips 0.92 PASS I BF 2 - mid conn: Seismic Report LRFD IVertical Brace Diagonal Connection Material Properties: I Beam W16x57 A992 Fy=50.00 ksi Fu=65.00 ksi Column W10x68 A992 Fy-50.00 ksi Fu-65.00 ksi Plate PO 75x5 00)(12 50 A572 Fy=50.00 Rs! Fu=65.00 ksi Gr.50 ITcP Brace 1-1553.5x3.5x4 A500 Fy=46.00 ksi Fu-55.00 ksi ! elis ( Gr.B 1 Rect � ° : • Top Gusset -- 90.38x15.00x14;97 iA572 .Fy=50.00hsi Eu=65.0Okw. Gr.50 111; m ' Bottom BraueO&5/5OO'� 'Fv=48�Ok� �Fu=5880kW' Gr.B � Rect ` ` Gusset �Fv'=50.00ksi Fu-O5.0Oksi' -- -------- — —'G�sP— — --' ' '' — — �~ ` ---------------'----�------------------- ]npuDota' Seismic System SCBF User Input I� �pp 11�U0m Unm�k�u lloax3pano[7ap8mm,--^ � --Lhnttom 113.00 in User Input Clear Span of BottomBrace.,' Ktop 100 User Input BfebtiwvLorigthFwOtO,Of Top Brace Khnttom 1.00 User Input Fffeetiye Length Factor'vf �� Bottom Brace Cw'Bewm'Rutim 1.00 ......... .. ... ... ..r-Input Ratio of Required Strength to: I Available -th Guu��HinQeUne'''8�p t A0` ,� �n� r Bxxoe Buckling Check Note:Unless opovifi*d.all code references are from AJGCBOO4O Governing LC: N/A I Limit State Required Available Unity Check Result ��-_'-.. '-___�-____-_---_-_--_--_--___--_--_-_----- -' CoutwoUingLoad Cm|cw|mUon n/a _~ Seismic Loading Directions n/a Seismic Load Distribution(Loading Direction SOi) n/a 1 Seismic Load Distribution(Loading Direction SD2) nia Seismic Load Distribution(Loading Direction SD3) n/a I Seismic Load Distribution(Loading Direction SD4) n/a Seismic Load Distribution (Governing) nia i11 Seismic Joint Fasteners PASS IP Seismic Workpoint Limitations PASS Seismic Yield Stress Limitations PASS i Seismic Brace Slenderness PASS Seismic Rotational Ductility PASS I Seismic Gusset Rotation Capacity/Clearance PASS Seismic Column Width to Thickness Ratios PASS Seismic Beam Width to Thickness Ratios PASS Seismic Top Brace Width to Thickness Ratios PASS Seismic Bo�omBrace VV�thtoThickness R�|oo PASS �� Check Seismic Top Brace Area REINF REQ'O I Check Seismic Bottom Brace Area REINF REQ'O Seismic Weld Limitations PASS I Seismic Weld Stran�th mtBaonm�op) 3U8.7O�po 312.50 kips 0.89 PASS __-_ _--_~_-__-.___~__~~-~__~~,.,~.~-_____~___- ... .... _~.._-____-__^~^-~--__--__-^^~-.~___._-__-^~.__- GainmioV@»|dGtnenQth atColumn(To[) 309.38 kips 313.18 kips 0.99 PASS i Seismic Weld Strength at Beam(Bottom) 308.70 kips 312.50 kips 0.99 PASS .�(� _~� � � I .� I . , . .. „, „,„ , . .,. , , , • . . , Seismic Weld Strength at Column(Bottom) 309.38 kips 313.18 kips 0.99 PASS I ... I I I I I I I 1 I 1 i 1II1 1 1 1 I 1 I I et, 33 I ( I I I I -_ _ 1 l C , I L c-', L,34 0 4-(--i.J-t-*-- 1-S K)‹ :. 3-7 . A ‘.4- / 7-4,7 I l2.",, 1Ila, /-31,, LL`, 1(9 f) I - 1 1 ,9 12-6 t'L> evt-.shy a(-t.. Et-ir _cc.. I (. req� , = -- -1.4 (Z•c,) r,QkL® I t'e7 t'w 7- ---->.(4)4-10 I ` - `L I Mkt , � �-- -- � I, 1 (,9 1 t co c —* O �'(4``e I I 1M KTM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 �/ Phone(503)443-3900 SHEET`/ OF_Ill I RISAConnection version 7.0.1 a IbRISA 02/22/2018 1 Global Parameters-Description: Project Title JLR Company TM Rippey Consulting I Designer RNT Job Number ::::::::::.::::.:.:.:.:.:•:.:•:.: :::.:.:::::::::::•:.::.:.:.::.:•:.:.::.:.:.:.:.:.:.:.:.:.::.:.::::-:.:.:.:.::.:.:.:.:-:.E Notes IGlobal Parameters-Solution: Design Method AISC 14th(360-10): LRFD I BoltGroUtiArialYSISMothod. Weld Analysis Method Ceriter of Rotation Center of Rotation Consider BOlt Hole Deformation? Yes. Check Weld Filler Material Matching? Yes Check Rotational Ductility?----....-....... ..... - . - -.........-............ - . -..:.yes..:-:.:.:.:.:.:.:.:.:.::.:.:.:.:.::.:-:.:.:.::.:-:.:-:.::.:.:.::::..::-:.::::.:.:.:.:.::.:.:.:.:.:.:.:.:.:-:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:•::::.:.:.:.: Full Shear Eccentricity Considered? No Plastic Panel-Zone Shear Deformation Considered? -.... .. No.:' - ...' . ........... .................... ..........“.“.................... ..... .....'...'...'....'....... BF 2 - Base Plate: LRFD Results ReportLRFD Single Column Base Plate Connection ... 1 I Material Properties: Column W10x68 A992 '''' Fy 50.00 ksi'' '''R.i•=65.00 ksi.:I , . .... .. Base Plate..... :::::p1.25x14.00x1400:: A36.. ..,.Fy,=..36. .00.issi ......F Li,•7 58.00 Issi:: , . ....... Input Data: ,.-.:.-- ,.-:•:::: nii :. . Axial -7190 kips Axial load:on the column Strong Axis Shear 0.00 kips Shearload 66 th#:ctilutnn:that causes--- strong axis.bending Weak Axis Shear. -. 0.00 kips Shearkad.on:the:colum nthat causes weak:exts:bending I . Or' ......Strong Axis Moment '0.00 kips-in Weak Axis Moment:::0.00 kips-in Column.moment about the:strong:axis; . COlumn.moment about the:weak axis ---„„----------- ------------- „;.„----.„..„--------. INote:Unless specified,all code references are from AISC 360-10 Governing LC: N/A : Limit State Required Available Unity Check Result I Geometry Restrictions„_„..„„ .....„„.„...... .... PASS ., ....,,,,,,,,,,,,,,,,,-,.,,,,,,,,—,,::.::;,:.,.:--.:::.-.:.--,:.,:,::;.,:„..,.:„„,:t;;,,,,,,,.r.,..,,,.,,:..:.„,,,„„..„:,.,.,::,,—,,..,,,„•.:.•:::-.;.-.;.-.:,-.,„,..„..„,:,,,,,,,,,,,,,,--,c,„,„,,-..„,„,„,;—,...,..,,,,,,,,,,,,,,,,,,,,,,,,,,„.--,„„ Plate Flexural Yielding(Tension) 50.60 kips-in 63.91 kips-in 0.79 PASS IAnchor Bolt Tension 17.98 kips 18.64 kips 0.96 PASS Anchor Bolt Shear 0.00 kips 22.37 kips 0.00 PASS • I Anchor Bolt Bearing on Base Plate Flange Weld Limitations 0.00 kips 29.82 kips 0.00 PASS PASS Web Weld Limitations PASS IColumn Flange Weld Strength 1.95 kips/in 6.96 kips/in 0.28 PASS Column Web Weld Strength 0.00 kips 103.49 kips 0.00 PASS I el-f&s— I J ''' 1 I I I / I I 2t Sri 4�� P ? r\ r, �,, �► 4 I1 4G'7 1 ,,e; 3 ,,, J.,. b t, > it, 1 ; i I rT� i ( A � s 2 11 1 1! �: " s is C ,i`� 2l 2, k. GOBI OJ. - 1 s L ` ; 4 it - 3. 2 = r Z� �v-� Q \,-\ Ck ) = 1'') -›'' co L , o� \s, '-) I I I 1 1E KTM RIPPEY F 3 Bc r DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 SHEET' Phone (503)443-3900 OF I x I I I - * T .43 ) _____:_-_---:-__ N4 I . ,_fs . ,- r.+5--7 EA :• ,. er,"(;) 3- c:. w 3 4,, _ ...1 t N NI 1N2 1 I I I I ZF- Feb 7, 2018 at 3:22 PM Grid R.r3d I 4,37 I R1SAConnection version 7.0.1 hIRIsA II 02/26/2018 i a Global Parameters - Description: II Project Title New Project Company Designer Job Number Notes I Global Parameters-Solution: Design Method AISC 14th(360-10):LRFD SoltliOliiiAlialYSIS:Method 'tentertifiRottion: Weld Analysis Method Center of Rotation — ' ' • Consider Bolt Hole Deformation? ---• ---••- --- --.•------:•Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No PlastlePanelZonwShear Deformation Considered?-------- - ... ..... -No-. -.... ..........-.............. ....... ---.-....--..... --... ..---...... -- ... --- ----- 1 BF 3: 2D Views Vertical Brace Diagonal Connection Side view 111 111 :,v-7, I IA,.41:-.4:: gEp PipliiiiniiitIVWVIS :!0iY.•'z'All :,;•:;!:::::li 4;,,c,;N.Poimilee.W.WAR....-",-* 8 ,',:tAka*.:-.1 K,:•:.m,,,::::::. 0.040.90,Astamfagratt, K - Ver-,`4"-: i::::::.a;! *twtbkriOgaieiiitrOntttt: - .'. ,..,,I1RiKiimiSi, wim: 1.0405#00w-44:1011--4,kiillow: -Ibi4:1,011 ki•,!::<,::,,,,:l 046,1fits:dmiiim,i491-bmigg -it,,,.4.4.4:.•,,-,• -.•:-•• ",:oeffiromp,:oun.4.-..v-latew • .2-4',----1 04';.: ::J.0:afi,::::',,u.amo'•,:tkwal '4 :m:.:,:,...,.7f,..'..- mow:.•,:miar.4,;;:-.,::: 0;,,,,,,;4:,-;;;kg;;Nit,„,.,„..„,, : 11. A.:.`..41,0 ,..,::::4v,“::•,:i:::::,,,,-,,,,N.:,:,::::::e.:,,:::=%,-;.00„...--,v,,,,::•,,,4:::„.-. •,:.:„...,,, ,,--4e..:,..'` * * * tgaidgig' * * * • '''44414, ...t, 1- i 26,071 7 1' I Front view 111 I 1 1 s I IBeam•-.•.--------- -,W16x57 A992 Fy:=50.00 kst -ELI.7.65.00 ksi: COlumn W10X45.. ........... A992 .. F.y.'r-:50.00 ksi :F.u.F.65.00.ksi. I: I Plate P0.50x5.00x12.00:: :A572 Fy:=50.00 ksi :EU:=.65.00.I<SI: Gr.50 .... .Bottom Brace HSS3.5x3.5x4 A500 :: Fy 46.00 ksl Fu 58.00 ksi: :f ::,:::::• Gr.B .. ..... . ..... •. ............••...••...: I :.': .. . .. .. ... . .. .. .. .. .. . .. .. .. . .. .. .. .. Rect Bottom Gusset P0.38x11.20x26.00: :A572 . Fy 50.00 ksl Fu=65.00 ksi::: .. . .. „ •- .. Gr.50 .. . . .. I Input Data: :;, Shear Load 14.75 kips User Input Shear Load •7,;,,.. Beam Story Force. . 99:43 kips Design.maximum beam story force.... ••• Top Column:Dist 100.00 in User Input Top:Column'Dist I Column:Force:: ::!: 18:71 kips ... ..StoryShear••.••- .... 10;90:kips User fhput Story.Shear Bot Brace Axial -187.40 kips User Input Column Force Designtensile load in bottom:brace ... .' (Tension) I ": :: Bot' :Brace.Axial 51.80.kips Design.compressive load in.bottom . ..(PPPIPr911).. .... .................. brace ................ ,... ............ ... ;;;;.::,7:,,':,:,;,,,,:,•::..:.7:,-;x:;::.:=::.:-;7.-7.:-.•.:7:;•:7•7::•:•:;•:;:;;;;:;•::'::':;:.:"=;•:::::,7=1::=;777::=:77;,-.::::::::::::;':::..:.::.:::::*::.:::: Seicmic Input Data: ...... 11Seisimic:System SCBF User Input Seismic.System Lbottom 175.00 in User Input Clear Span of:Bottom Brace Kbottom 1.00 User Input Effective Length:Factor of Bottom Brace ..........Beam:Ratio 1.00 User-Input Ratio of Required:Strengfh to. I ...... Available Strength Gusset:Hinge:Line:: alp Gusset Hinge LitteMethod for Brace Buckling Check 111 Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A 1 Connection Controlling Limit State Max Unity Result I --... . Beam/Column connection Plate Flexural Yield Check 1.01 ... ' FAIL Bottom Gusset/Beam connection Beam Weld Strength 0.53 PASS 1 Bottom Gusset/Column connection Column Weld Strength 0.43 PASS Bottom Gusset/Brace connection Brace Weld Strength 0.99 PASS Seismic Calculations Seismic Weld Strength at Beam(Bottom) 0.99 PASS . . . I BF 3: Beam/Column Report LRFD I Vertical Brace Diagonal Connection , I , Material Properties: Beam W16x57 A992 Fy=50.00 ksi . ...Eu 7.65.00.ksi Column WI0x45 A992 Fy=50.Q0 ksl . ...F.0 F...65.00.ksi Plate P0.50x5.00x12.00----A572 Fy-50.00 ksi : s::Fu=65.00 ksl:: • I Gr.50 Bottom Brace HSS3.5x3.5x4 A500......Fy-46.00 ksi Fu=58.00 ksi Gr.B .. .. :: :.• - - .. .. - Rect I Bottom Gusset P0.38x1120x26.00:::A572......Fy=50.00 ksi • •:•RI=--65.00 ksl Gr.50 Input Data: IShear(Compression) 77:45:kips Calculated:Shear due:to:Compression• •• Orate:Loading:(SD3) Axial(Compression): 110.11:kips CakulatedAxial:due to Compression::: Brace Loading:(SD.1) Shear(Tension) -2.58 kips......'..............................diiel&Tension:Brace III Loading(SD1) : AZial(Tension)......... 438.04 kips.. ..........Ca/CU/sited:M/6140e:to:TetiSicin Brede• -• Loading(S.D.3) •• Resultant FOrde....... 158.29 kips Calcuksted.MaXiMum:Resultant Force.. ..! 4,v? due to Brace Loading(SD.3) Moment due ecc 319.46 kips-in • Calculated:Maximum:Moment due EccentricitY(SD3) Top Column:Dist 100.00 in User Input:Top:Column Dist i 11 101 ColumnForce 18,71 kips WO Input Column:Force .... 4-•?!'11.P1)er.. . . .. iP;PPI.OP. ................V. or lopot.Sfp.ty:Stipor.. .. . .. ... . '', Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A I ... I Limit State Required Available Unity Check Result • ,,..,.„,..,..,..........,,,..,.........,.,.„,,,..,•••••,,,e.e e eee.....eee•,,,,,,,.,,•..„,...,,..,,,,,,,,,.,,,...,,,,,,.,.,•,..,..••..........-..-e.r•.e r,e•,.,•-e e e, a e ••e.r.r . , e e Column Weld Limitations PASS Beam Weld Limitations PASS Beam Shear Yield 77.45 kips 211.56 kips 0.37 PASS Plate Shear Yield 77.45 kips 180.00 kips 0.43 PASS ,,,,,,,.:.::;„:„..,„.„,:,„,„;;;;;;„,„„„x„:„.„...,„.,„:„,„.,,,,„.,„„,„=,:;;;;,,,,,,;;•:::::::::::::::::::::::„:::::::::,,::::::::::::::,--:::::::::,„„--:::::,,,,...:,,,,,,,::,,=,,,,,,:,,,,,,...::::::-....----,,,,,,,,,,,,::::::::::::::::::,,,,,,,,,,,,,,-,,, Beam Shear Rupture 77.45 kips 206.27 kips 0.38 PASS ,.,„,,,...•,,,,.„„.„,,,.......„.,„,,„,..,...„.,.,,...„,,,,,,,,.,,.,.,„....,,,.,..,..„.,,,,„.......................,.,.....,............,..„„,„,„,,.,,,.,.,,..,,.,,....„,,,,„,,,., Plate Shear Rupture at Beam 77.45 kips 175.50 kips 0.44 PASS Beam Axial Yield 138.04 kips 756.00 kips 0.18 PASS I Plate Axial Yield 138.04 kips 270.00 kips 0.51 PASS Beam Tension Rupture 138.04 kips 819.00 kips 0.17 PASS Plate Tension Rupture 138.04 kips 292.50 kips 0.47 PASS Compression Buckling of the Plate 110.11 kips 270.00 kips 0.41 PASS Plate Flexural Yield 1.01 FAIL Plate Flexural Rupture 0.89 PASS .....,„.....,,.,,,,,„:„.„,.„.„„.,„....,.,............,.,..,..,,,,...,..,,,....„,„,,,.,.,.....,.......,•,..„-..••-,,,,,,••••,••••••••-.••-•------•-------••••••••••--•-,-,----•--,---- Plate Flexural Buckling 0.99 PASS Weld at Column 13.44 kips/in 14.64 kips/in 0.92 PASS Weld at Beam 7.63 kips/in 8.35 kips/in 0.91 PASS i. ...::.:.]::01i0:=:0ft;.....q..t1,10 .,..":p10.:...:•:.:.:.:.::. :-::.--••..-. --.-:-: .: --::•:.:-:::.:•:.::.:-:....:.:.:..:.:-..:.]:H.H.:-::: :H.......::•: . :E.i:H:•E .i:i.::i.i:i. :H:H:i.H ::H :.:'H ---- - ---.-----•-," -'- -- ',--• - - ----. -:--..::.::-:'-:::-:--I.-1.i.:H:-......:.:.:.:.:.:.:•:.:-:.:.:...:.:.:.:.:.:.:.:•:.:1.:.:.:.:.::.::.:::-:.::::::.-..:.:•:.:-:.:.:.:-:.::.:-...:•:.::.:.:.:.:::.:.:.:•:.:: .::.:::.:.:.:.:....:.:.: •: Single Fillet ::.::::.::.::::.:::.:.:.:.:.:•:.:.:.:•:.:.:,:::.:•:.:.:.:•:.:.:.:::.:::.:::::::::::::.:-:.:.:.:-:.:7.:::.:::.:::.:::.::.:::::.:::::-:::.:: -:::::::::.:-::::::.::: I.': ,,..H...,:H.Hi:H:;.;:i•;:i.i:Hli: • .:.:.:::.-.1,f. 9i#,Jri,i*:,oA,?!,,,Feio,t;24.....1 ,A.,in 6I.;*,-..,00:76(AISCi ::it'ii.1iEcin tv.,24)::....:....:.:.:.:.:.:.:•:.:.::.:.:.:.:•:.::.:.:.:.::.:.:.:.:-..i.e.!...:•:.:.:.:...:•:.:.:.:.1:.:.::.: :::-::.:.::.:-:.:-..:.:.::.: ..-.......'..........:..:....:......-...-s.:...-'..........-.......•-.........-. ...:-.......--....:. -..... ... - -.:-::.::-:.:.... - -....-.:::::.::i-H.E.i.:'H.H:H. :.:.:.::: '.:1.:-:.::: :-...H:::H.ri.i:H:.: :H:i.:.1.:7.--..H:HIH Governing Loading DiteCtiohiSD3*-::H:-E•i::.:H.i::::• ....... ..... ... ..........:.............................. . . ... ............. .......... ..... ............. Ci1.:00 th. 8lectrodeiBtrengthicoeffiCiehr(AMC:14 table , , , , et 1;00 B.O$Oirnaterietprorationifactor'(ro4ortangetnenti I of AISC 141h&in i 942) 016 6:00 ,, size EU 'r6.3i1415Vinth. • ,,, Requitodwoldi,stros.$.por AlS.C.ii14......Egixi841 (pRn 8;i35;kips/in Mkt strength , ,• , , Column Web Yielding 138.04 kips 308.00 kips 0.45 PASS Column Web Crippling 110.11 kips 295.88 kips 0.37 PASS BF 3: Bot Gusset/Beam Report LRFD Vertical Brace Diagonal Connection ,...,.._.,.,.,..........,....._ .. Material Properties: W16x57 A992 Fy 50.00 ksi..... Fu 7..65.00 kti Column WI 0X45 A992......F.Y:.''.60..00 ksi Fu=65.00 ksj III Plate P0.50x5.00x12,00 A572 Fy-50.00 ksl. .. Fu tt 65,00 MI' Gr.50 . .. Bottom Brace HSS3.5x3.5x4 . .. ..A500 ... Fy--46.00 ksi. Fu=158.00 ksi.;: Gr.I3 4 iato . I Rect i • ....Bottom Gusset.... P0.38x1120x26.00 •:A572 Fy-50.00 ksi------Fu=65.00 ksi I " "" '' ' "- ' Gr.50 ' ' ' ' . . . .. . . . ....................... ... .......... .. .„...................... ............ .................. InPui:E4ta: .,..,. . ....Shear(Compression):33 26 kips Calculated Shear due:to Compression • •:i! a Brace Loading(SDI) I :::: :- - :: :: .. .. ::. • . . Axial(Compression)::17 33 kips Calculated•Axial due.to Compression Brace;Loading(SD1) • ... .. , .:.:. . ....,Shear(Tenslon).........t120.32 kips Calculated Shear due to Tension Brace. .. . ..: .. • - I Loading(SD3) Axial(Tension) 6270 kips CakiitatedAXialdtietOTeriSiOn:Brace:: Loading(SD3) . ....Resultant Force 135.67 kips CalculatedMaXimum:Resultant:Porde''• ; due:to Brace Loading(SD.3) i IMoment Load -171.52 kips-in Ca/cuiafed:Maximum'Moment pp3) i Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Beam Weld Limitations PASS 1 Plate Shear Yield 120.32 kips 292.50 kips 0.41 PASS Plate Shear Rupture 120.32 kips 285.19 kips 0.42 PASS I Plate Axial Yield -...,„... 62.70 kips 438.75 kips 0.14 PASS Plate Tension Rupture 62.70 kips 475.31 kips 0.13 PASS I Plate Flexural Yield 0.21 Plate Flexural Rupture 0.21 PASS PASS I Beam Weld Strength 135.67 kips 255.27 kips 0.53 PASS Beam Web Yielding 62.70 kips 679.40 kips 0.09 PASS IBF 3: Bot Gusset/Col Report LRFD Vertical Brace Diagonal Connection I :Material Properties: ' .....,Beam W16x57 A992 Ey=50..00 ksi......EU=:65.00 kst:: COlffmn W10x45 A992 Fy=50.00 ksi Fu=65.00 ksi II Plate P0.50x5.00x12.00 A572 Fy-50.00 ksi Eu•=65.00 kat Gr.50 ' Bottom Brace HSS3,5x3.5x4 A500......Fy-46.00 ksi......ELI'=58.00 ksi:: r.13 1 ERect .-' .' ..••.•Bottom Gusset...••P0.38x1120x26.00:••A572 Fy-50.00 ksi••'•-Fa=65.00 ksi : .., Gr.50 .. . I . ... .. .... ....................... ............................ .................................................... . . . .... :.''::;:;,.. InPuf:Paia: Shear(Compression) 10;12:kips Calculated:Shear due:to•Compression::: Brace Loading(SD1) ......AxIal(Compression): 10:67:kips............. . Calculated•Axial due.to Compression Brace Loading.(SDI) . I Shear(Tentidn)........ L3661:kipa.............. CalCUlatediShear ClUeleiTenSion Brace.: Loading(SD3) ......Akial(TentIOny••-'.... -:38:61.kipS'''''''''''''' Calculated AXialdUal to.TenSiOn:BraCe:" Loading(SD3) I Resultant Force 53;21 kips............... cOl.001.0tedltitaximum:ResUltant Force. .• due:to Brace Loading•(SD3) ......Moirer.11.WO_....... al;aa 443:o:41::::::::.::: coi.00latoq:Moxiinotn:Moinoti.t.l$Pa/..... INote: Unless specified,all code references are from AISC 360-10 Governing LC: N/A I ‹1,41 I Limit State Required Available Unity Check Result i Column Weld Limitations PASS Plate Shear Yield 36.61 kips 126.02 kips 0.29 PASS Plate Shear Rupture 36.61 kips 122.87 kips 0.30 PASS Plate Ami��Y�ld 38.61 kips 189.04 kips 0.20 PASS I -_______�-__ __----__.--~___-_-_-----_-_-.~'~~-~ ''.--''`-'..____--___-_._-_____-___--_-__ Plate Tension Rupture 38.61 kips 204.79 kips 0.19 PASS i 9|ote F|axurm\��m|d O.15 PAGS Plate Flexural Rupture 0.15 PASS Column Weld Strength 53.21 kips 124.54 kips 0.43 PASS I Column Web Yie|ding 38.61 kips 294.04 kips 0.13 PASS --'-------~---'---'-- ^~~~~~'- -`~--~-'-- -------~^-~~~-'~~-----~-------------------~-~--~~ BF 3: Bot Gusset/Brace Report LRFD .��. ~ " Vertical BracDiagonal Connectio ,,.-:-1,,,,:,,:,�-:,7:,7:,,:,:,,r�,:,:,*:r,,77,7,:,,:,:777:,:,7, ,:,:r7,��,,:,77777"7:777777�77.."::,,,- Beam wN6k57 A992 Fy=5O.00ke/ Fo�.65DOkSi�� Column N18h45 A992 Fv�5D.0Okm EoFO5DOkm.. Plate PO�Ox5�Ox lOQ A572 Fy=50.D0kw....: Fu=65{0��:: | I. Gr.50 � ,BOttOMB,ace,- 1-.1$5 .:5KS:5x4 A50V......Fy-.4G.0Vkw..... Fu7:59.00kSi:: G«8 Rect i I' ' �o�nmG^s��.:=PW�8x11�Vx2�00 : A572--Fv�5O�Ohw-' Fo=6�00��I: ! � Gr.50 1 ~ �� -------------' --� --� ------� ------ - -----. � �u h��Do�: �� ' -�putBrace 7enw�n`44VNps User-input7�ud�Load�B�ow �� , =Input Brace 8.60 kips User-input Compressive Load in Brace:: 1 Compression .. ... � � oeAuia|(Tenslpn)48I4Okips DonignIehsilel � Brace ��d8n*m, IAx�| �� 8Ok�o Dwm�x�mn9mw�h�1 �u� ��m -w� - ! ' Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A I Limit State Required Available Unity Check Result B race Weld Limitations PASS i II Gusset Plate Tensile Yield(Whitmore) 187.40 kips 227.34 kips 0.82 PASS i '�uaoetP|mteTensikeRupture( Vh�nnom) 187.4UWpu 24O.28Npo O.?6 PASG 1 Gusset Plate Compression (Whitmore) 51.80 kips 196.29 kips 0.26 PASS Brace Tensile Yield 4.40 kips 120.47 kips 0.04 PASS I Brace Tensile Rupture 4.40 kips 98.75 kips 0.04 PASS Brace Weld Strength 187.40kipo189.65 kips , � ----------'-------'-----------------------------'----�'- -----------� | �� BF 3: Seismic �� o� LRFD nn��.� I ^ Nn��8mo D��n�Cmme�o Material Properties: Beam m16X57 A992 Fy:=50J00hw--Fu=65.00kW " 111 Cm�mn� '-- -mNQx45 /992 Fy=5D�Oh� Fu=65�OkW `� Plate -:A572 Fy-50.00hW Pw~85.00ksi `� 442-- I I Gr 50 i Bottom Brace HSS3.5x3.5x4 /500==Fv'=46.00ksi--Pu=5880hsi=| G«13 , I m Ro i — —mottmmGummet P0.38x 1.2Qx2SQo`'A573 Py~51O0kSi' —Fu=05.0Okti``� ---------' ----'— ' Gr.50-- -'----'--- -� Input ------' — ---- - ----'---' ---- � IData:--meismic SCBFUser� 'tsork9ut Seismic System L6ouom 175.00 in User Input Clear Span of Bottom Brace ! , -,* ' --Kbuttmm ---- —1.00 User Input Effective Length Factor of I �umnnumva�� '�'�''��B=�mV�� 1oO Required Shwogth to�! Available Strength Gusset Hinge Line 8*tp— GussetHinge Line/Nothodfor Brace== Bucklin,g Check �� — - -''--'— — — ' — — -----'----- - - ^� Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A ILimit State Required Available Unity Check Result Controlling Load Calculation n/a ISeismic Loading Directions n/a Seismic Load Distribution(Loading Direction SDI) n/a I Seismic Load Distribution(Loading Direction SD2) n/a Seismic Load Distribution(Loading Direction SD3) dm Seismic Load Distribution (Loading Direction SD4) n/a I Seismic Load Distribution(Governing) n/a Seismic Joint Fasteners PASS I Seismic Workpoint Limitations PASS Seismic Yield Stress Limitations PASS I Seismic Brace Sienderness PASS °^.�=�.=�,°�'�, .� " `�==�=,�°="=�° ,.°°=°=~�,�==='==,=^~== Seismic Rotational Ductility PASS I 8oiomic��uosatRotot|nnCnpno�y/C|moranme PAGS Seismic Column VV|dthtoThickness Ratios PASS �� I Sm�m�BeomVNdthtoTh�knesoR�|mn PASS Seismic Bottom Brace Width to Thickness RatiosPASS i Check Seismic RE|NF I �ECy�_--__'--______.____--_—_--_---____—_--__'_-_'_—__„_—_„ ___---__—'_--„ Seismic Wel I Seismic Weld Strength at Column(Bottom) 231.05 kips 233.89 kips 0.98 PASS I I I I /-r~�� e1�� (, ( I II 47-yo C "4') I cz• --a ` _ PI p3 • P 1 1` 1' 150,k-1 '3(2>,%e3 S c I. G V e-ec .,E=- m -32-,Co. (e) = .42.41 t �� 14, 11 ..l2Q,� . 1 •V t- r1-1'�� 3`3..i.1‘<'- .. c -t- � - 'Z-If 1 f f _____ i` P.t12Lp el.-, K It 5 k\1.~ 21b ‘,t r-„,6(too) ,f 12. \ 14 I 94 3C , L; ° )(2 k \ = Z.,X94 I SL. / i ' -I,to I ?),5 19L s Zox21Xi1l'5 1.,35 I 1 I 1M KTM RIP �PEY gP.4 BY W'N t DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 A�r� Phone(503)443-3900 SHEET"ti 4 OF I Ex I M6 \,3 \(,),s---1 (,\c-i.) I t N6 I 41 70 NN I co 'cr vi, I 76 N ' IiM 5 :,:\ w z.c� 4 " N4 410 1 El IN I �� 4k i,1, 416) 1e. -N1 'N2 I I I SK- 1 Feb 26, 2018 at 8:42 AM IGrid Q.r3d Company : Feb 26,2018 IIIRISA si:innuzber .... 8:43 AM Checked By: A 1.4rmilicHify ra-0,4paNy Model Name . Hot Rolled Steel Properties Label E fksil G fksil Nu Therm(\1E..Densityfk/ft... Yieldfksil Ry Fufksil Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 1 fiEVeil 21:-:A572g0tOSIEN i:,','[,i.-.iE:,29..000N ifilli111i54:9N iil['.!Iiillt.3 i,,:iii.f.,11,:.Itilainglig-liliifiliii49 50iiit5iii 1.1 65 .--.:i].MiliJilliii!iiliEt 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 514:fill.,A.'506.1ftlitillIINil!!1:11200011 tilliti.SC SiligIilMiliM:il.i:16C:5SSEIgN .527 42 I'liNfii4linlifil Elf Stilitg.NIN.!ffialiN I 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 r...l'Itiii WitiiA533GMBEY,Igi ii,0290.0.6161041154iieggRiliiaiMig0:Bi65iliii:i2lilinilii49:iifil:Rili:i.10:iiiIatttigifil 1.6 60 IgMli1aii1;::':.Pri..li 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 1 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A fin21 lyy fin41 lzz fin41 J fin41 I 1 HR1A W16x57 Beam Wide Flange A572 Gr.50 Typical 16.8 43.1 758 2.22 M.Ig galii'..HR2Pi.Rif.i:JgriithilOX8.8.0:i.:l.:::4'i:i0dRiMNgiii::Wilgf.(4.66101A4120K$0,t1girli-0104111 19.9 134 394 3.56 3 HR3 HSS3.5x3.5x4 VBrace SquareTube..A500 Gr.B R... Typical 2.91 5.04 5.04 8.35 I 41911:lifiltiR41351.15UiliiiW21504II i:iliilliiBeamifiNi Wide Flange A572 Gr.50 Typicall'.iNim.:omilagsigi illgi112017t0 R.1:111::!0431[10 iFilitilliteg 5 HR5 HSS4x4x6 VBrace SquareTube..A500 Gr.B R... Typical 4.78 10.3 10.3 17.5 1 Hot Rolled Steel Design Parameters Label Shape Length[ftt Lbyy[ft] Lbzz[ft] Lcomp topfft Lcomp bot[ft]L-torgu... Kyy Kzz Cb Function 1 M1 HR2 15.5 Lbyy Lateral Igagg En1VI2E:ii.Egig RAIIHRZitilai,ligil56gg Rig;:!4RIIIIHRIZI•';:iiiiiggiagalig Rlati:VV:!;::n0 iitiliaiiiiitit iiiE MEESE itigliak Elitigtiiii fin -ELaterali 3 M3 HR2 15 Lb Lateral Witii:61MililfM4RIE ligi5aHR2 DE giiiilSnii:ii Eignigann i:ilniiiMER:gini llbii:Via Sigagagliii gigili.R1.10 g.,iiIiiiiiiii.:5:iginis IlifintlitItOtONE I 5 M5 HR4 21 Lbyy Lateral e.ig.i:AkiiikilOggiiiii:ii ni:',PIRIAIIIII: .RINIZIgiallgiiitiliiRigig.MilialigiM iNEEMPIER lEiN:Inizingigii Rigogig liguom vaignEig Tgliiiinic iuotoi* 7 M7 HR5 13.05 Lbyy Lateral 1111 8 INSIM$Igfig HR5 failit'i'lii4%08.:!llii PIER1111111 IIIIINSMO R,111.:REtjoysiiipmenifwas 1:1111gifigaggikaggfig igtigag 1;,gOtotqf II 9 M9 HR5 13.05 Lbyy Lateral I01015 Mb gagHRS IElig'NINE ighlgilignia gaIROMBE MIREIWVEBIIIMNIIRINIMRN gligiiiin 11101.01.Niggigiiii:'DOMiligil Laterall 11 M11 HR3 12.903 Lbyy Lateral 12 M12 EMPIR3IN .::::i:.l',42190.--ililiiillitili:Ealg5g...Faingilinii ttiViitai tiENNE:RIEN HiMMEN Inan inalitil:ingREN igotim 13 M13 HR3 12.903 Lbyy Lateral 14lil:gt.'51VI14aIllt HR3 12.903 MiNitilinfa ISINEMERE: iiiinktivoggimenum NINE iiiiimmIl ONER tems iLateral Joint Loads and Enforced Displacements (BLC '1 :DL) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/f... 1 N5 L Y -9.87 2SII•Eigingiii'iinigi;11i1;ini}ii2148.91REMENOMISCOMPIViinil'esilMsgiltiligN iiiiiiMMINNIVIAIMilillgIERIt MiligIRE111:0M;9i87igkilliiiitigallti: 3 N3 L Y -24.25 II 44A.:,iiingillginitiningEN4Regailinellagig iintigintatilligalilleikrig,eilitigIBININIffinfti.REINKINInaing.ganagglillo Joint Loads and Enforced Displacements (BLC 2 :SL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N5 L Y -12.33 ..V..311,::gginigiRifiTiitiiiiilliiiIIIMNEESSEeiniagifIRM Wgi.:!egiiikiiiiiiieriniakiii]iiiiiiiii REIBIEENNYOSSERREI itingiSiligigeg12t3.31REISERfigen 1 3 N3 L Y -9.19 ill141:5:.:Eig.,liElEgili:141:01.41019,11N4II:Niiii:II:gligaiiiiiitISREEE IVNIC:221::ilaitHRESSE SIMMEMISMERESERE titgliiiENSEN911011:11:EggriME!::11i RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid Q.r3d] Page 1 I el/460 i • Feb 26,2018 ICompany 'RIS Designer 8:43 AM I Job Number Checked By: FNEWTSCHEXCOMPANY Model Name 1 Joint Loads and Enforced Displacements (BLC 3 :E) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/f... I1 N5 L X 42.4 i, .. . Joint Loads and Enforced Displacements (BLC 5 :LL) IJoint Label L,D,M Direction Magnitudef(k,k-ft),(in,rad),(k*s^2/f... 1 N3 L Y -12.1 IMember Point Loads (BLC 1 :DL) Member Label Direction Magnitudefk k ftl Locationfft,%1 1 M5 Y 2 94 7 2. . ;(1116 >:Y , 2.9:4 14. 3 M6 Y -3.29 7 0M6. y ; Y 3.29. . .nitlOgini:itgifilgilMOENNA:wimiliptemii111.5. Member Point Loads (BLC 2 :SL) I 1 Member Label Direction Magnitude'.k,k-ftl Locationfft,%1 M5 Y -3.68 7 ii.:2 . , M5 3.68 . € , .... 14. :: Y. 3 M6 Y -4.11 7 I Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 4 4 I ~aL SL 4 4 3 E EL 2 4 gi. . ..., :: . ... . :NU... . V11L 5 LL LL 1 1 Load Combinations I !Descrption Sol...PD..SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 1.34D+LL...Yes Y 1 1.34 3 1 2 .2 5 1 :7.E,.:..'Yes .Y:;: . :3. 7.... 3 .76D+E Yes Y 1 .76 3 1 I Joint Reactions (By Combination) LC Joint Label X fkl Y fkl Z111 MX rk-ftl MY rk-ftl MZ fk-ftl 1 1 N1 -34.839 -12.094 NC NC NC 0 iiiliantliiiiti13.SEMENNENZiiRiiiiiggiaigini.316i41k061i0i0:.:M.N1.11.7159!iiiiiit ,:;. : ....0.. 0.; .<., . 0 i> ,: ... . 0.:: .*. :: I 3 1 Totals: -79.7 119.665 0 4. . 11 1` . . . ...:; COG (ft), X> 7.4:51 Y 20.9:02 Z..:0: figaginajt I IRISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid Q.r3d] Page 2 Feb 26,2018 I ICompany I RIS& Designer : 8:43 AM Job Number Checked By: A NEmssr.,x,:lr:.K comra>oy Model Name . Joint Deflections I LC Joint Label X fin.' Y[in] Z[inl X Rotation[rad] Y Rotation[rad] Z Rotation[rad] 1 1 N1 0 0 0 0 0 -1.041e-03 '2 1- N2 ::<:. 0 0.4: .. . :::.... ... 0:: ,..0.::. 0 .... 9.809e-04: 3 1 N3 .192 -.005 0 0 0 -1.007e-03 <4. ` 1 N4 182 039 0 0' 0 -9.74e-04 1 5 1 N5 .369 -.007 0 0 0 -9.736e-04 ig 6.1 . , :;1 ........N6. .3.57... . . , A.053 > .. . 0': ...:. .. Q> 0; 9.672. 04 7 1 N7 .087 -.015 0 0 0 -4.462e-04 8 1 x :.:1 . .. . .... NB. : <:. .:..,273. �' .025 . . 0<' 0 .: . ': 0:; �4,363'e 04 Member Section Forces LC Member Label Sec Axialrkl y Shearrkl z Shearrkl Torque[k-ftl y-y Moment[k-..z-z Momentrk-... 1 1 M1 1 13.474 .018 0 0 0 0 >. ........ .' 2.... .., 13122 .018 `_0. 0 0 ..07.. .:: 3 3 12.771 .018 0 0 0 -.141 4 4 12.419 X01.8 ;:;0 ;;:0 0: -.21.1>.... : 5 5 12.067 .018 0 0 0 -.281 :.004 : . 0 0 0' 0 .. ..... 1 .:;98.3.56.:. ; 7 2 98.004 .004 0 0 0 -.014 3 . 97.653.. ..ii.... .:;004 0 ..,. ..<: -... .:0: 0 ..029...... ::: 9 4 97.301 .004 0 0 0 043 I .10...:.. ; S 96.95 : ;004 , .. ..:0, .... : :0 .. . .:. 0 .057 11 1 M3 1 6.363 -.019 0 0 0 -.281 12 2` 5 023 : E :019 a a 0 211 13 3 5.683 -.019 0 0 0 -.141 14 .<:: 4 5.3 2 < w 0 .°. ., . >'0 ..... >:ir . . ....:.0. i .ill':, .0'7 15 5 5.002 -.019 0 0 0 0 1..` M4 1. . . 36 705> »004 =: 0 0. . . :..:. . _. 0 . Iat ::...... ... ......:.. . . .. .: ': .057 . 17 2 36.365 -.004 0 0 0 -.043 li'iifi18 .... .... 36..026:` ,iiiiiii.§Z.400411§1611141141141 iiiin.igglEleggit ilaMINCRIgil029... ., 19 4 35.684 -.004 0 0 0 -.014 ii1Zaw 5..iT,i',Miiii::35.344;': ,. :.:.004. :'<` :.:.... '0` ..... ':....., OE.... ?....a<: - 21 1 M5 1 11.447 5.298 0 0 0 0 122g . 12 ....i':11447 4.987 =0 0 : ........ 0 . :':::iiigg4009:03:V. 23 3 11.447 0 0 0 0 -35.997 1'4141: .:1:1,447:: . .,..:4487 0 . . : .426.9.98 25 5 11.447 -5.298 0 0 0 0 i&Ogi Iiiii.145EM6 1 18 929 . 6.435 0 aill:Pligili fligiregOlgtiiIIN ligSgilittgilliiiiggik 27 2 18.929 5.633 0 0 0 -30.628 28... ..::; '. 3 Vil.....:18,929:: ..... . ..0 a afillm...... .... ..:0. 0: 40.837 29 4 18.929 -5.633 0 0 0 -30.628 ':;•'.i.':30:;--i-.. . ..� s 18 929: :+�035 . ;0 . ..: ;o ;0 : o 31 1 M7 1 -43.217 .091 0 0 0 0 32 .....: ........ ', Z 43 2fi2> :,a3 .. f. 0 ....... .. ... <'0 ., . ......:0 :. :.... ...197....:::: 33 3 -43.307 -.032 0 0 0 -.193 34 4.:. -:43 353. 093 :0 :0 0: >014 .....:_ 35 5 -43.398 -.155 0 0 0 .416 36 1. A . :. ..M8. li 1 . . .:56.051.;:. . . ;123 , 0. . 0 0 . .'::. . ...?0. . ...:.. • 37 2 56.005 .062 0 0 0 -.301 ::55.96:::: 0 :..... 0 4 ! 0 . .... .. : . ..402 RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid Q.r3d] Page 3 II Company p Y : Feb 26,2018 IbRIsA Designer Checked ke Job Number Checked By: A fiEM%T<:C-3EK COMPANY Model Name IMember Section Forces (Continued) LC Member Label Sec Axialrkl y Shearrkl z Shearlkl Torquerk-ftl y-y Momentrk-..z-z Momentrk-... i 39 4 55.914 -.062 0 0 0 -.301 40... ;<:. . . .. . 5 55..869`: -,123 0 0 0 0. 41 1 M9 1 55.276 .123 0 0 0 0 1',42. 52 '55.321 ::= .:.:::.062 : ... 0 ..... , 0 ...:: ;0:. ... .: x30;1. ..:> I 43 3 55.367 0 0 0 0 -.402 44: .. . . : ;11iii;6541210,1'.i'll'..i:.1ERD5V10:.002 0.. 4... 0` . RIMPg114..FIIII 45 5 55.457 -.123 0 0 0 0 46 1. M10 1 -43 953' 091 0 : } 0', iliMi]l:iillii:i.:IDEMIliaL 47 2 -43.907 .03 0 0 0 -.197 48 3 .:43.862;: .032 ;;:0 ,.... .0IPIRRIFSE11111111•INAMOVISI 49 4 -43.816 -.093 0 0 0 .011 ::50 M ..:..... . ..:..... . 5 43 771:.. ..E. :;155 ..:': ;0 .. . li Riaiiiiki-gitiggi161111.iii Ritigliallelie.: ..4:1:6 :.... : 51 1 M11 1 -22.924 .056 0 0 0 0 52 2 .22 95 1019 0 :=0 'R.. .. ': 0: ..12 53 3 -22.977 -.019 0 0 0 -.12 54..... .. 4..... -23.004i ::::056.. ' ;>0 : ...giViiiiitiKliliMifie,g ... . 0': ,002 55 5 -23.031 -.094 0 0 0 .244 56 1:... ... . M12....... .: 'I: 29.305: 076 .4.nif.MiNifi.t,%140,0.0 '. .. 04 I 57 2 29.278 .037 0 0 0 -.181 3 ..29.252:'.:... ..... 0 ....... . 0 58... :':: T <:.. .. 0 ;;... .:.24.2 .......:. 59 4 29.225 -.037 0 0 0 -.181 60 20198 ,075 0 0 : 0 61 1 M13 1 28.839 .075 0 0 0 0 <62. . ..;. ! :: : 2. .....28.$66.;;. :....1.037. .... 4: ...:.: . . : .,.:0 0 ...:;... .. .181 63 3 28.893 0 0 0 0 -.242 64 . . : . .-.037 ....0r . ...181 ....:.. ..:_4 ;.:�8 910.::: . . ...r.0 ... .... . ... 0 . ...... 65 5 28.946 -.075 0 0 0 0 66.1 .1<:, . . ..;. .. .M 14. w 1' ... X23 364`. :;:056 0 . ... :0 _...... _0 .. .. IiiligligiORREE I 67 2 -23.337 .019 0 0 0 -.12 3 -23.31 -.010 :I 0 .. .. . : 0 : 4:' ........ . .. .12:........ 69 4 -23.284 -.056 0 0 0 .002 ilatirligififin 5. -23.257:: -.094ggiS1 Igigig:ill:1:10111illit liiiiiikilitg1011111§111511111iNIZIE1111110:114411111.4 I MemberA/SC 14th(360-10):ASD Steel Code Checks (By Combination) I LC Member Shape UC Max Locrftl Shear UC Locrftl Dir Pnc/om Ikl Pnt/om rkl Mnyy/om...Mnzz/om... Cb Eqn 1 1 M1 W10x68 .033 0 .000 0 y 409.223 595.808 100.05 212.824 1.667H1-1b* 2 ...1 _: ..:..M2, . ..:W10xfi6. ......:.240 . garaRi itigi0001.Nj i'.§Etfliiitig i5A.409:1223J sUt.i.aoa i.:100f051 212.824.1::067 i H<1 .1a I 3 1 M3 W10x68 .015 0 .000 0 y 419.098 595.808 100.05 212.824 1.667 H1 1 b* tiRCiiiillAiii!:iM4 W.10x68.. .. . 0$$. 0 ;...000 0 v 41:;9 098.595.808 100.05 .212 824 '1 667 Hl 1 b 5 1 M5 W21x44 .668 10.5 .037 21 y 48.995 389.222 25.426 73.648 1.136 H1-1a 1 M . '1N.1 O. 6x57 . ....f 1$6... .10.5... :: .043..::: ..0 i .Y..31'8..7..4.7.':502.904,..47.156. 261..976 igligt.10,:.Iffili b I7 1 M7 HSS4x4x6 .389 13.05 .005 13.05 y 59.755 120.216 13.392 13.392 2.134 H1 1a 8.6. 1 . .M'8.. . HSS4x4x6. . .963 5.389 0.04 : 0. v.. 59 755.:.:120.216 13.3`92. .:13..392 1:.1.36 H1 1a 9 1 M9 HSS4x4x6 .953 6.661 .004 0 y 59.755 120.216 13.392 13.392_1.136 H1-1a ' 10 1 M10 HSS4x4x6 392 13 05 005 f.;133)..5. v ,5`9,755. !f204101 13.3:92.. 13.392 2A34... Hi-la 11 1 M11 HSS3.5x3.5x4 .314 12.903 .004 12.903 y 31.588 80.156 8.034 8.034 2.097 H1-la 12 . .1:: :....M1>2 tSS35x3;5x4 ..9.53 ... 6.183. 04.3._.: .0.. .:. y. 3:11588. >80.156': . 8.034. 8.034.. 1:.136 H1-1a`: 13 1 M13 HSS3.5x3.5x4 .941 6,721 .003 12.903 y 31.588 80.156 8.034 8.034 1.136 H1-1a I14 1 M14 .. HSS35x3;5x4.....317 .., 12.903 IiRtoto12.90:3 v. .31.588. 11:01,A5aiii 8.034 2.097 HI-la' I RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid Q.r3d] Page 4 ei tel 1 I I tr ' c� If 6M -7�r1 A--t-- I a!,Ct 5c,.ra° (.o u_. / i P-1.... :� '7aC,, I `1� L- 4 ?.?0. = 'Zq, I - ' - oy LI I i 1112, �M Axi�t 5 Ri 5� C-0 1., A.p41 pet. `" ,/' c ,(2.. CS. 5 /—.1S, 4 - Ch ji �.._._. act i '> 23,0 (to d v ill • I 1M i _ TM RIPPEY BY `"T DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 972231 Phone (503) 443-3900 SHEET 4,�"j� OF I RISAConnection version 7.0.1 I IIIRISA 02/26/2018 I BF 4 - Top Conn: 2D Views Vertical Brace Diagonal Connection ISide view I I ii off.. / ., :" NVIi aS�r € cry 3�/ "y ftSSi �� v � ' N jf r r .} s , , n4,, M a ' a : e at :g{ r '� tan, I to gnA T4 ¢ 4 ?`i # M s': 0' ;fa y 6s ' � 1Lg 1ri . ' 3 .A.Vs, 7 ,W� £ dein :maxsA� 4 _N? �34 l f � Y14:::N Ar1 ". h se`:: , _ y J as' U � st zAar ��x _ M /`rr7 .aS/s2,, Z' i55,f`:� ars. ..«$x r V 9 s3o .�.o M N � �s2f� . . '..,..........0,203,--",,"-;fFHS R A y ,a�'r ,, q fSCy K� i y � i . E. Y°"r I »Srz i� ' � a r �f E dm-a � ' ifi t� ¢trf �: b � 3 Uzthj it) f%f: ".4.1 .I :i ,�a h :' yY1 an .. - F\ ,& „„,„„....,„„.,.."‘,...„y, E ', i : f fl , jg t S NiVikAW F a f x i. 4,00 _ l I I I I4,6--c RISAConnection version 7.0.1 02/26/20181 I Global Parameters -Description: 111 Project Title . .. .. . . . . . . . . . JLR .,... ....... ........ .......:.. t pp Y 9 Designer RNT Job Number:.::::. :- ... ..:1.6330. ... Notes II Global Parameters-Solution: Design Method AISC 14th(360-10): LRFD Bolt Group Analysis Method:.: ..Center bf`Rotation. .. ... Weld Analysis Method Center of Rotation II Consider Bolt Hole.Deformation'2..:::: ,. .. Yes ' :::.-.: . Check Weld Filler Material Matching? Yes Check;Rotational DuctHity? :;.;;. ::: Yes .::. .:.::: :: . Full Shear Eccentricity Considered? No Plastic:Panel-Zone Shear:Deformation,Considered?.: No:.: BF 4 - Top Conn: Summary Report LRFD i Vertical Brace Diagonal Connection Material Properties: I Beam W16x57 A992... . Fy-50.00 ksi - F0 .65.00 ksi. Column WI0x68 A992 Fy=.50.00 ksi: : ::Fu=.65.00 ksi: : Plate P0:75'5:00x12.50... A572.. -Fy=50.00 ksi::::::Fu=65:00 ksi: : • Gr.50 ;r; Bottom Brace .....H:SS3:5'3;5x4 A500 Fy:=46.00 ksi......Fu=58.00 ksi: Gr.B Root I • Bottom Gusset P0:38x11:79'24.00:: A572Fy: 50.00 ksi......Fu=.65.00ksi: : Gr.50.... ...... . ...... ..... ...... ....... ... ... . iriput:Data. Shear:Load 6.00.kips User Input Shear Load Beam Story Force 102.73 kips Design maximum beam story force Top.Column:Dist 100.00 in User Input Top:COIuthri Dial Column:Force.......'' 36:70:kips User Input Column'Force Story:Shear 42:40:kips User Input Story:Shear .......Bot:BraC:e:Axial.........-1.$7.40 kips Design:tensile.load in botto►.n:brace (Tension) Bot Brace:Axial 67:77:kips Designcompressive:loadinbottom .... . (C.ompression) brace iictnio'input Data: • Seismic System SCBF User Input'Seismic System Lbottom 153.00 in User Input.Clear:Span:of:8ottom:Brace::: Kbottom 1.00 User Input Effective:t e'ngth Factoref. .. Bottom.Brace Ca:Beam:Ratio 1.00 User-Input'Ratio:of Required Strength to: Available:Strength Gusset:Hinge:Line::::8*tp Gusset Hinge'Line:Method for Brace Buckling'Check Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Connection Controlling Limit State Max Unity Result CheckI Beam/Column connection Weld at Column 0.94 PASS 4r ... I I Bottom Gusset/Beam connection Beam Weld Strength 0.54 PASS IBottom Gusset/Column connection Column Weld Strength 0.44 PASS Bottom Gusset/Brace connection Brace Weld Strength 0.95 PASS Seismic Calculations Seismic Weld Strength at Beam(Bottom) 0.99 PASS BF 4 - Top Conn: Beam/Column Report LRFD II Vertical Brace Diagonal Connection .,....... _...,. ,...,...,.„ ... .„.,.„...„_.....„,....,...„.... . . . ,.... „...„...,..„,„_.,...... .,.„..„.. .....,.,.„ Material Properties: I Beam W16x57 A992 Fy=50.00 ksi Fu=65.00 ksi ' CON M 11 W10x68 A992 Fy=50.00 ksi Fu=65.00 ksi :• Plate P0.75x5.00x12.50••••A572 Fy=50.00 ksi......Fu=65.00 ksi::• Gr.50 . „. II . . .... ... . . .. Bottom Brace. . .FISS3.5x3.5x4 .. • A500 Fy-46.00 ksi. Fu=58.00 ksi::: . . . ... . ., 3r$ .. Rect -,-.- • Bottom Gusset P0.38x1179x24.00- A572 Fy-50,00 ksi Fu=65.00 ksi •: ::.:: II Gr.50 -• ,•• Input beta: . ,,,.. Shear(Compresslon) 71.24kips Cakulated:Shear due to.Compression-- - I : AxIal(COmpreSSIOn) 117.69 kips Brace-Loading(SD3) Calculated Axial due to Compression Brace Loading:(SD1) Shear(Tenslon) .... . -17 59Aipe...... .. . .. Cakillated Shear dileto:TeriSIOnBrabe. I ..A x I a I(Te n s I o n) -144.10 kips Loading(SD1) Cakulated Axial due.to Tension Brace Loading(SD3) .. ..Resultant Force 180.75 kips CalcOlatertMaXimum.ReStiltaht Force. .. IMoment due ecc. .... 296.30 kips in due.to Brace Loading(SD3) Calculated Maximum'Moment due BOcentricity(SD3) Top Column Dist 100.00 in User Input:Top-Column Dist I ColumnForce .. .... 36,70.1aps User Input Column.Force Ptc4FY.4.4Pgr...... ...... 42.40KOs ... . 1,4Pr./IVY(: tP/Y:S.11P01 I Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A ILimit State Required Available Unity Check Result 1 Column Weld Limitations Beam Weld Limitations PASS PASS Beam Shear Yield 71.24 kips 211.56 kips 0.34 PASS IPlate Shear Yield 71.24 kips 281.25 kips 0.25 PASS Beam Shear Rupture 71.24 kips 206.27 kips 0.35 PASS I ...,,,.,.,,,.,.......„,„,„„.............._,„.„....,..„,„...,..._,..._...........„.......„„.........,,..,...„.,,.,,.„,......„..........„„._....,........„..,„.„,„,.„......„..................._-...„,„„...............„..._,_..,. Plate Shear Rupture at Beam 71.24 kips 274.22 kips 0.26 PASS Beam Axial Yield 144.10 kips 756.00 kips 0.19 PASS IPlate Axial Yield 144.10 kips 421.88 kips 0.34 PASS Beam Tension Rupture 144.10 kips 819.00 kips 0.18 PASS I Plate Tension Rupture 144.10 kips Compression Buckling of the Plate 117.69 kips 457.03 kips 0.32 421.88 kips 0.28 PASS PASS Plate Flexural Yield 0.38 PASS 1 Plate Flexural Rupture 0.34 PASS Plate Flexural Buckling 0.61 PASS I /1(53 . ......,.,....„...„.. .„.....,,.,..,.......,.,„...,..,.......,......................,......,.. . 1 Weld at Column 13.11 kips/in 13.92 kips/in 0.94 PASS Weld at Beam 160,75 kips 234.95 kips 0.68 PASS ' I Column Web Yielding 144.10 kips 442.98 kips 0.33 PASS Column Web Crippling 117.69 kips 555.55 kips 0.21 PASS . .. .......................................................................................,......................,................................,.................... BF 4 - Top Conn: Bot Gusset/Beam LRFD Vertical Brace Diagonal Connection Report I • Material Properties: Beam W16X57................ A992......Fiy:F..50.00 ksi.... Fu=65.00 ksi: .. ..•Column W10X68 A992 F9-50 00 ksl.... Fu 65.00 ksi Plate P0.75x5.00x12.50::: A572.....:Fy:=50.00 ksi:::: Fa=65.00 ksi. 0'4.50 I Bottom Brace FISS3.•5x3:5x4 MOO......Fy:=46.00 ksi ••. Fu:::58.00 ksi: .. ...... Gr.B Rect ... ... . :.„.„ ,... .. : „,.,,..„ ....„, .. . . ... Bottom Gusset P0.38x11:79x24.00:: A572::::::Fy:=50.00 ksi.. . Fa=65.00 ksi: l' .. .. . .. .. . .. Ge.50 .. .. ... ... ,...„ -.:.„. ,. .,.,...........,.,.,...,..............,...„.,...,.,.„.,.,.,.,...,...........,.,......,.,,,..........,.....,.....,...,.,.,..............,.......................................,.......,.........,...,.,...,.,................ .. .................................... ................... ................................... ................... Input Data: . ...Shear(Compression):40 96:kips Calculated:Shear due lo Compression BraceLoading:(SD1) . ...Axial(Compresslon)..23 59:kips CalculatedAxial due.to Compression BraceLoadingi(SD1) Shear(Tension) -113 26 kip ........ .....................Shear diiel&Tension Brace: Loading186.1) 111 . ...AXIal(Tenslon) 6524 kips......... ...........................to TeriaiOn,Brace Loading(SD3) Resultant Force 130.70 kips Calculated ... due:to.Brace Loading(SD3) Moment Load._ ......7145..00.kips-.in. .. ......P.OW/1400:M0.4tPYTOMPIPPOt:PPN.... Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Beam Weld Limitations PASS 1 I Plate Shear Yield 113.26 kips 270.00 kips 0.42 PASS Plate Shear Rupture 113.26 kips 263.25 kips 0.43 PASS I Plate Axial Yield 65.24 kips 405.00 kips 0.16 PASS Plate Tension Rupture 65.24 kips 438.75 kips 0.15 PASS Plate Flexural Yield 0.22 PASS . . . . . . .....................„...„..„........,. Plate Flexural Rupture 0.23 PASS Beam Weld Strength 130.70 kips 239.89 kips 0.54 PASS II Beam Web Yielding 65.24 kips 636.40 kips 0.10 PASS . , . . ... .,.. I BF 4 - Top Conn: Bot Gusset/Col ReportLRFD Vertical Brace Diagonal Connection I Material Properties. Beam W1647 A992 Fy 50.00 kSi::::: PU: :65.00.kti ••••.•COltimn W10x68 A992......F9'.=50.00 KS'..: Eiii''.'.:55.00.....: ::•:::Plate.......... •••,P0.75x5,00x12.50'---A572 Fy 50.00 ksl Fu-65.00 ksl • Gr.50 Bottom Brace HSS3.5x3.5x4 A500 Fy-=46.00 ksi..... Fu=58.00 ksi:::i I 4,,c5 4 I Gr.6 Rect IBottomG.usset :P0.38x11,79x24.00 : A572 . .. Fy:_.50 00 ksi Fu=.65.00 ks : Gr.50 Input Data: Shear(Compression) 14.70 kips Calculated Shear due to Compression I • Brace Loading:(SD1) .. . .. .. Axtal(Compression): 14,96 kips Calculated Axial due to Compression Brace•Loading(SDI) Shear(Tension) -40:64 kips . Calculated:Shear due to Tension Brace : I Axtai(Tenston) 41•37 kips Loading(SD3)Calculated Axial due to:Tension Brace • Loading(SD3) ...... IResultant Force. ..... 57:99 kips: : Calculated:Maxtmum:ResulfantForce due:to Brace Loading(8D3) Moment Load"" 32,6.3 kips-in Maxirnum.Momen.f.(Sp3).. INote: Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result IColumn Weld Limitations PASS Plate Shear Yield 40.64 kips 132,68 kips 0.31 PASS I Plate Shear Rupture 40.64 kips 129.36 kips 0.31 PASS Plate Axial Yield 41.37 kips 199.02 kips 0.21 PASS I Plate Tension Rupture 41.37 kips 215.60 kips 0.19 PASS Plate Flexural Yield 0.16 PASS Plate Flexural Rupture 0.16 PASS IColumn Weld Strength 57.99 kips 131.35 kips 0.44 PASS Column Web Yielding 41.37 kips 426.38 kips 0.10 PASS I BF 4 - Top Conn: Bot Gusset/Brace LRFD Report Vertical Brace Diagonal Connection Material Properties: I Beam W16x57 W10x68 A992 Fy:=50.00 ksi .....Fu:_65.00. ksi Column A992 Fy:.50.00 ksi Fu=:65:00 ksi Plate P0.75x5:00x12.50 •••A572 Fy=50.00 ksi......Fu=.65.:00.ksi Gr.50 I Bottom Brace HSS3:5k3;5x4 A500 Fy-46.00 ksi Fu=58.00 ksi ! Gr.B , Rect .......Bottom G.uss.et P0.38x11 7:9a4.00::i A572: :: Fy:_:50.00 ksi......Fit=:65.:00:ksi I Gr.50 Input:Data: Input Brace Tension: 23:00 kips User-input Tensile Load in Brace Input Brace 29:30 kips User-input Compressive:Load in Brace Compression ... .racex al:(Tension).187.40 kips........... .Design:Ten§ile:Load.in Brace Brace Axial 67:77:kips Design Compressive Load in:Brace 1 (Compression) Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A ILimit State Required Available Unity Check Result Brace Weld Limitations PASS 7 Gusset Plate Tensile Yield (Whitmore) 187.40 kips 234.93 kips 0.80 PASS Gusset Plate Tensile Rupture(Whitmore) 187.40 kips 254.51 kips 0.74 PASS I Gusset Plate Compression(Whitmore) 67.77 kips 205.64 kips 0.33 PASS Brace Tensile Yield 23.00 kips 120.47 kips 0.19 PASS Brace Tensile Rupture 23.00 kips 99.52 kips 0.23 PASS Brace Weld Strength 187.40 kips 198.21 kips 0.95 PASS • I BF 4 - Top Conn: Seismic Report LRFD Vertical Brace Diagonal Connection Material Progenies: , Beam W16x57 A992 Fy=50.00 ksi Fu=65.00 ksi Column W10x68 A992 Fy=50.00 ksi. Fu=65.00 ksi Plate P0.75x5.00x12.50 A572 Fy=50.00 ksi Fu=65.00 ksi Gr.50 Bottom Brace HS83.5x3,5x4 A500 Fy=40.00 ksi Fu=58.00 ksi Gr.B Rect Bottom Gusset P0.38x11.79x24.00 A572 Fy=50.00 ksi Fu=65D0 ksi Gr.50 Input Data: Seismic System SCBF User Input SelsmiP System Lbottom 153.00 in User Input Clear Span of Bottom Brace 1 Kbottom 1.00 User Input Effective Length Factor of III Bottom Brace i Ca Beam Ratio 1.00 User-Input Ratio of Required Strength to • Available Strength Gusset Hinge Line 81p Gusset Hinge Line Method for Brace B u c k l i n g . I Note:Unless specified,all code references are from AISC 360-10 Governing LC: NM Limit State Required Available Unity Check Result Controlling Load Calculation n/a I Seismic Loading Directions n/a Seismic Load Distribution(Loading Direction SDI) n/a I Seismic Load Distribution(Loading Direction SD2) n/a • • • _„„.„ ..„.....„,., „.„ , , _. , ,„.„,., .. ... ,,,„,,„,„.„,„ ,, . ....„ ,,.„„,„„ ,_ . . ,„, Seismic Load Distribution(Loading Direction SD3) n/a Seismic Load Distribution(Loading Direction SD4) n/a 11 . . Seismic Load Distribution(Governing) n/a Seismic Joint Fasteners PASS ,,,,,,,,,,,,,,,,, . :"•:,,,,,„,„,;,,,,,,,,.,, . -..,-, --.,--.,,...,,,,,,;,,,,,,,,,,.,. ; - :.-,,,.....,,,,,,,,;;;;;;,-,..,.„-, . -... ,..-....-;.,,'4;1,,,,,,,,,'.' , :'-',..,...,-,,,.:::,;,'W;.-, Seismic Workpoint Limitations PASS Seismic Yield Stress Limitations PASS Seismic Brace Slenderness PASS Seismic Rotational Ductility PASS Seismic Gusset Rotation Capacity/Clearance PASS II Seismic Column Width to Thickness Ratios PASS Seismic Beam Width to Thickness Ratios PASS I Seismic Bottom Brace Width to Thickness Ratios PASS &4,5(... I I _--___-_-__— Check Seismic Bottom Brace Area REINF REQ'D I 'Seismic Weld Limitations PASS _.-_____-___.____---�~-~ ___-_-__ Seismic Weld Strength at Beam(Bottom) 495.00 kips 501.00 kips 0.99 PASS ISeismicWeld 243.24 kips 246.23 kips 0.99 PASS ! | I I I I I I I I I I I � I I I RISAConnection version 7.0.1 IIIRIsA 02/26/2018 111 I BF 4 - mid conn: 2D Views Vertical Brace Diagonal Connection . ...........,...,.,...............................,...„....., ........,,.,....„,_____ . 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II'':i:k.....:57:iltRIP :' ::' :,72Mgailit4'.101#45,,,IVWX CO4lataig;5,.i. ... gia,,,'i-'KZ* -• '-' *•1,,,,,,k.13,,:,,,:]Ki2:}:tIt'A.,...N41/4*,1,Pipse,s*..:,..,:v,iikz,,,i.4.:- I" '..t•P'-'!.."%':--'''i ,i'."2''''';'''''''''''':':','Y',';'4'-'''''''''''- .;:;:'...1, '.citi&By.k(e,,,,..-$. ',.',,,.....:.-%:•:>A!"..''''''.::,,,:e);M::];'.%4Orr..: i%!: 34:'],-,'-:j10gif iA .* 40.."..'L,,*',:••••e.::- 1,...... ..'...':',';...-',.:- .'.'-.;-'-....,;.:;:w;-,r,:.,:::-.0.:::j-..?..:;.1.....-,;.31,...,:::::,,..,;.i*:„4„,,e;. r•w---....: ,,,,,, ..L,,,,,;.; .....,....,,,iv.,:,?....;,,,,,,...,.:-...,:„..,•:::i.....,,,,,,..;,,,,mt::•,,,,,,,,,,,,,:,,„::,,e,..,„. , , vi ,. I .:. ,....'`..1.!......:fr - :.;'.:....2.-:::,= .....;'30...','!'.'.!..:::::.*:',..-.., -,4",il.,','.:-.,:;i ]...',:,:i ! ...,:.:fki,ilif..!: :-'-...' ,,,';.; .;,- I tato 0:,...:'1:• Wii.1',:g..A.a::,:t:::::,..: ',04 t I oi.,x,,-,..,.,::-w?:fg..!:.,,,AE.,...,:::,:...:::.e.:.,..:-::,....,.4,,,,:h.. ....:2,,, -.,.... ..-----,,-,,,,-...,.. • .0,-,' -',,,601 1.::!,.§-:%'... ..•.--,.-.::.,:',n,..,..w:•,i,::::::z. ::::.i.i],(-,. -9:-....-,..,:..::,:, ,,:,,,,,...,4 _ ".'i'.1::1-0Eit. .-...--(,::!:'fi.'w1:!;::: :,Nikm.i:,.,:::h.,.,, *::?g,....:i,:,1„.,..]k '',. '......':-..i.:;e:-.. , .....,:f: ..„,,,,y, x..7A.71,,,. g....0$piffni 1 t '.;%il',"W.0:4,,. 1 I I 'ANAve '•3*07-, % 4 p i No:,- -,:v• • 1 * ; . I * ;* i i 4 i 4 I I I I I R/SAConnection version 7.0.1 IIRISH 02/26/2018 IGlobal Parameters-Description: Project Title JLR Iotnpany. -. .. TM:::Rippey Consulting Designer RNT o " umber. Notes Global Parameters -Solution: Design Method AISC 14th(360-10): LRFD I Bolt:Group Analysis Methoii :: Center.of Rotation.. Weld Analysis Method Center of Rotation Consider Boit Hole Deformation'? . :Yes.• .. . .. _.._........... .: Check Weld Filler Material Matching? Yes ICheck Rotational.Ductility? Yes Full Shear Eccentricity Considered? No Plastic Panel-Zone,Shear Deformation Considered? ::: No I BF 4 - mid conn: Summary Report LRFD Vertical Brace Diagonal Connection I ,Material Piopeities: Beam WI6x57.......... . .A992 Fy-50.00 ksi .....Fu=65.00 ksi Column W10x68 A992::: ::Fy=50.00 ksi .....Fu=:65.00 ksi : Plate PO:75x5:00x12.50 •A572 Fy=50.00 ksi .....Fu=.65.00 ksi Gr.50 Top Brace HSS3:5x3i5x4 A500:•: ::...Ca Beam Ratio .:: : 1.00 User-Input Ratio of Required.Strength to Available Strength Gusset Hinge Line 81p Gusset Hinge Line Method for Brace.... ... ............. ........... . . . . . . . ... .... Buckling Check... ....... ................. 1 111 Note: Unless specified,all code references are from AISC 360-10 Governing LC: NIA Connection Controlling Limit State Max Unity Result I Check Beam/Column connection Weld at Beam 0.95 PASS Top Gusset/Beam connection Beam Weld Strength 0.54 PASS _______...,........„.,..,-„,„____.....,,..,..„.,„.____,_____„.,..,„_,_,,...............___...,..„..,..,.,,......„,„„..„.........................„.„.„„.....,..,...._...._..„_..................„,, Bottom Gusset/Beam connection Beam Weld Strength 0.93 PASS Top Gusset/Column connection Column Weld Strength 0.46 PASS I Bottom Gusset/Column connection Column Weld Strength 0.61 PASS Top Gusset/Brace connection Brace Weld Strength 0.94 PASS I Bottom Gusset/Brace connection Brace Weld Strength 0.97 PASS Seismic Calculations Seismic Weld Strength at Beam(Bottom) 0.99 PASS I BF 4 - mid conn: Beam/Column Report LRFD Vertical Brace Diagonal Connection ,.......,. .. ........ . ....... .. .. .. .......... .................. .... . .......... .... ....... .. ..... Material Properties: .. . Beam W16x57 A992 .... Fy=50.00 ksi.... .Fu=65.00 ksi Column W10x68 A992 Fy=50.00 ksi. .. •Fu...:65:00 kei'•I .. . .Plate P0.75X5:00X12.50 A572 . Fy=5000 ksi. Fu=65.00 IW: Gr.50 . . . . , . Top Brace HSS3.5k3.5x4 A500 Fy F 46.00 ksi.... .Fu=5800 ksi•:. I GE13 • Rect Top Gusset P0.385(11i79Z24.00' A572 Fy=5000 ksi .. .Fu=i.65.00 ksi .• Gr.50 - .•,. - . . ..BOttom Brace...... HSS4X4X6 A500 Fy F 46.00 ksi. .. .Fu=58.00 ksi::: GO Rect -• •Bottom Gusset P0.38X16.73X28;00 ':A572 Fy=50.00 ksi ... .Fu=65.00 kSii ::.., Gr.50 Input.Data: Shear(COMPreSSIOn)-126.10 kips CaktihOtedSheOtkielO'COMPression Brace Loading:(SD3) Axial(Compression)::51i97.kips Caktgatted:AXIairdie to Compression...... Brace Loading(SD1) ......Shear(Tenslon) -99:72:kips Cakulated:Shear due to:Tension Brace::: Loading(S01) ... .. Axlal(Tenslon) -113.70 kips CakulatedAxial due to Tension.Brace:::: Loading(SD3) Resultant Force 169.79 kips Calculated Maximum.Resultant Force due.to Brace Loading:(SD3) I Moment due ecc 517.40 kips-in. Calcideited:Maximum.Moment due Eccentriciry(SD3) ......Top Column:Dist 100.00 in WO.Ifiptit ToACokiinn Dist Column Force 98.40:kips User Input Column Force Story:Shear 42.40:kips User Input:Story:Shear Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A 1 Limit State Required Available Unity Check Result Column Weld Limitations PASS 111 Beam Weld Limitations PASS I el I*) .. ... .... . . ..... ...... ,....... .,....-,..... , Beam Shear Yield 126.10 kips 211,56 kips 0.60 PASS IPlate Shear Yield 126.10 kips 281,25 kips 0.45 PASS Beam Shear Rupture 126.10 kips 206.27 kips 0.61 PASS I Plate Shear Rupture at Beam 126.10 kips 274.22 kips 0.46 PASS Beam Axial Yield 113.70 kips 756.00 kips 0.15 PASS Plate Axial Yield 113.70 kips 421.88 kips 0.27 PASS IBeam Tension Rupture 113.70 kips 819.00 kips 0.14 PASS Plate Tension Rupture 113.70 kips 457.03 kips 0.25 PASS ICompression Buckling of the Plate 51.97 kips 421.88 kips 0.12 PASS Plate Flexural Yield 0.64 PASS I Plate Flexural Rupture 0.58 PASS Plate Flexural Buckling 0.71 PASS Weld at Column 13.73 kips/in 16 70 kl /iin 0.82 PASS I kips An Weld at Beam 7.97 kips/in 8.35 kips/in 0.95 PASS Column Web Yielding 113.70 kips 442.98 kips 0.26 PASS i IColumn Web Crippling 51.97 kips 555.55 kips 0.09 PASS 1 BF 4 - mid conn: Top Gusset/Beam LRFD Report Vertical Brace Diagonal Connection Material Properties: Beam W15x57 A992 Fy=50.00 k§i Fu=.65.00 ksi:: '••• •Column W10z68 A992 Fy=50.00 ksi.. . Fu=.65:00 ksi:. Plate P0.75x5:00x12.50 A572 Fy=50.00 ksi.. ..Fu=.65.00 ksi : Gr.50 I .. . ..Tog Brace HSS3:5x3;5x4..... A500. ... Fy=.46.00 ksi. .Fu=58.00 kSi I Gr.B Rect Top.Gusset P0:38x11:79x24:00 A572 Fy=50.00 ksi.. ..Fp=..65:00 ksi. Gr.50 ; .. . ..Bottotti.Brace.......H$34x4x6........... A500. .-.-Fy=46.00 ksl Fu=58.00 ksi i Gr B I Rect .... ..Bottom Gusset P0.38x16.73x28.00 A572 .Fy=50.00 kst. . Fu 765.00 ksi : I Gr.50 Input:Data: I Shear(Compression) 40.96 kips Calculated:Shear due to Compression ••i Brace:Loading:(SD3) IAxlal(Compresslon) 23.59 kips Calculated Axial due to Compression Brace:t eading(SD3) Shear(Tenslon) -113.26 kips Calculated Shear due to Tension Brace.:: Loading(SDI) Ixlät(Tension) -65.24:kips Calculated Axial.due to Tension.Brace• Loading(SDI) Resultant Force 130.70 kips Calculated:Mazimum:ResultantEorce due-to Brace Loading(SDI) IMoment Load -145.88 kips in Calculated Maximum Moment(SDI) , Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A ILimit State Required Available Unity Check Result Beam Weld Limitations PASS SCI .„,........„„..„,,,.. ..............,........,.....,...,............„......„„,.„......... .....,.,..... ..... , . .. ,..,......,.......... ........... .............. I Plate Shear Yield 113.26 kips 270.00 kips 0.42 PASS Plate Shear Rupture 113.26 kips 263.25 kips 0.43 PASS I Plate Axial Yield 65.24 kips 405.00 kips 0.16 PASS Plate Tension Rupture 65.24 kips 438.75 kips 0.15 PASS Plate Flexural Yield 0.22 PASS .„.................,....,._.........„.............,,.......„..,..,.„„,......„,„„„,.„,.,„„„..,.„....„,.,.„,............,....................„,....,. .,....„........ Plate Flexural Rupture 0.23 PASS Beam Weld Strength 130.70 kips 239.88 kips 0.54 PASS I Beam Web Yielding 65.24 kips 636.40 kips 0.10 PASS I BF 4 - mid conn: Bot Gusset/Beam LRF D Vertical Brace Diagonal Connection Report I ........ .... .... ...... . .......... ............. . . . . . . .... . .. ... ... . . ......... . Material Properties: Beam W16x57 A992 Fy=50.00 ksi Fu=65.00 ksi :: Column W10x68 A992 . ..Fy--,50.00 ksi . Fu•,:65.00 ksi Plate P0.75x5.00x12.50. A572 . .Fy=50.00 ksi . Fu P 65.00 ksi :: Gr.50 . . - • .. .Top Brace HSS3.5x3.5x4 A500 FY..'46.00 ksi . Fu=58.00.ki I ' . . • Gr.B ..,, .. • Rect Top Gusset P0.28x11,79x24.00: .A572 Fy-50.00 ksi. . Fu,=,65.00 ksi ,.. ''. . Gr.50 . .. Bottom Brace HSS4x4x6 A500 Fy,46.00 ksi Fu=.58.00 ksi . I Gr.B .--: Rect ..... Bottom Gusset P0.38x16.73x28,00:.:A572. . .Fy-50.00 ksi. ::: Fu=65.00 ksi :: Gr.50 ...................... ......... .... . .. ......... . ..... .. ............ ... ... ..„ ..... .. ........... ...... ... ...... .. . .... ........... :Input:Data: Shear(Compression):78.08 kips Calculated:Sheardue.to Compression: Brace Loading fSD1) ......Axial(COMpteSSIOn) 40..65 kips.... .......... CalCiilated Acial.dueto.Compression Brace Loading(SD1) Shear(Tension) 185.07 kips Calculetted:Shoor due to Tension Brace :: Loading(S03) 1 .....•Axial(Tension) -96,34'klps Calculated ibdatdua to Tension Brace• •• Loading(SD3) Resultant Force 208.65 kips Calculated Maximum•Resultantforce due.to.aracol„oecling(SD3) Moment Load -168:77 kips-in Calculated Maximurp:/V/pment(SD3) Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Beam Weld Limitations PASS I Plate Shear Shear Yield 185.07 kips 315.00 kips 0.59 PASS Plate Shear Rupture 185.07 kips 307.12 kips 0.60 PASS 1 Plate Axial Yield 96.34 kips 472.50 kips 0.20 PASS Plate Tension Rupture 96.34 kips 511.88 kips 0.19 PASS .........,...,..„.....,_...,....,„„„„„„„........„...........,„_,.......„.„...,..„..„,.„.„,„..,..,„„,...,„..„..,„.„,...„..,...,...„.„,....,..„„„....„,..._„„„,..........„.,..,....„.........,....,.,......„,„.„.„.„....,„...,_............................„.,............., Plate Flexural Yield 0.41 PASS Plate Flexural Rupture 0.42 PASS Beam Weld Strength 8.13 kips/in 8.78 kips/in 0.93 PASS I Beam Web Yielding 96.34 kips 722.40 kips 0.13 PASS j 4L I I I BF 4 - mid conn: Top Gusset/Col Report LRFD Vertical Brace Diagonal Connection I Material Properties: Beam W16x57'' ' ' A992 Fy-50,00 ksl Fu-65,00 ksi : Column W10x68''''. ..• ...A992 Fy-50,00ks1 :Fu=65.00ksi :: Plate P0.75x5.00x12,50 A572...'' Fy.:-:-50.00 ksi : Fu=65.00 ksi :: %' Gr.50 Top Brace HSS3:5x3:5x4 A500 '''' Fy:=46,00 ksi : :Fu=58.00 ksi :: Gr.B Rect ''..''Top Gusset P0.38x11;79x24.00 :A572 ''' Fy.-50.00 ksi Fu=65.00 ksi :: Gr.60 Bottom Brace HSS4x4x6 A500 Fy:=46.00 ksi Fu=58.00 ksi :: Gr.B Rect I Bottom Gusset P0.38x16.73x28.00:::A572..... Fy.=50.00 ksi Fu=65.00 ksi :: Gr.50 Input Data: I ' Shear(Compression):14 70 kips Calculated Shear due to:Compression: Brace:Loading:(SD3) Axial(Compression): 14 96 kips Calculated Axial.due.to Compression Brace:Loading:(SD3) I Shear(Tenslon) -40 64 kips....... . . ...Calculafea:Shea due:fo:Tension Brace :: Loading(SD:1) Axla(:Tension) 41;37:kips Calculated A:xialdue:to Tension Brace Loading(SDI) Resultant Force 57,99:kips Calculated Maxlmum:ResultantForoe due:to.Brace Loading(SD1) Moment Load 32.63.kip s-in Calculated Maximum Moment SDP INote:Unless specified,all code references are from AISC 360-10 Governing LC: NIA Limit State Required Available Unity Check Result IColumn Weld Limitations PASS Plate Shear Yield 40.64 kips 132.68 kips 0.31 PASS IPlate Shear Rupture 40.64 kips 129.36 kips 0.31 PASS Plate Axial Yield 41.37 kips 199.02 kips 0.21 PASS I Plate Tension Rupture 41.37 kips 215.60 kips 0.19 PASS Plate Flexural Yield 0.16 PASS Plate Flexural Rupture 0.16 PASS IColumn Weld Strength 57 99 kips 127 33 kips 0.46 PASS Column Web Yielding 41.37 kips 426.38 kips 0.10 PASS I BF 4 - mid conn: Bot Gusset/Col Report LRFD IVertical Brace Diagonal Connection Material Properties: i W16x57 A992 Fy=50.00 ksi..... Fu=.65.00.ksi::: IBeam Column W10x68 A992 .....Fy.=50.00 ksl . Fu=65.00 ksi::: Plate P075x5.00x12.50 A572 Fy-50.00 ksi . Fu=65.00 ksi::: Gr.50 Top Brace HSS3.5x3,5x4 A500 Fy=46.00 ksi..... Fu=.58.00 ksi :: I Gr.B Rect Top Gusset P0.38x11:79x24.00 •:A572 Fy-50.00 ksi:• Fu=65.00 ksi: Gr.50 Iq,43 Bottom Brace HSS4x4x6 A500 Fy F.46.00 kst : F.6 0 58.00 ksi: i I Gr.I3 Rect Bottom Gusset P0.38X16.73x28.00 :A572 ••• Fy 7=50.00 ksi . Fu=65.00 ki: Gr.50 . ,. . .... . .. . . . ... . ... . .... .. .. . . . .. .............,..,..,,..„....,....................,.,........„.........,.....„.„.„........, . . ... ............_- • •-•--- -••• .....-•.... •....•••• ....,,.....,..,....,.....„,..„...,..,...„. ..., .. „....„..,.„.„.„,„..„..,..„.....„...„.„.„.„.... ..., ,..„ ..,..„. •.•„...„.„.......,,...„.,..,.........• Input Data: .. . . . ..... ................... 37,33 kips ' ' CalcUMted Shear dile to Compression . Brace:Loading:(SD1) I . . . . . ......Axial(Compression): 25,78 kipg' ..............................to Compression :.•:.•:. ...i .: . .. . .. . Brace-Loading.(SD1) - . Shear(Tension) -88:48:kips Calculated.Shear due:to.Tension.Brace. I , '.-.. Loading(SD3) Axial(Tension) -61;10 kips Calculated.Axial due.to Tension Brace. Loading(SD3) Resultant Force 107,53 kips Calculated Maximum ResultantForce due.to Brace Loading(SD3) i Moment Load 50 87-kips in Calculated Maximum Moment(SD3) Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Column Weld Limitations PASS i I .......„,„„......„...,......„„„_„„„....................,..„_________....._........„,,„.„, ,,„„ .„ .. „,„„„. .„, Plate Shear Yield 88.48 kips 188.18 kips 0.47 PASS Plate Shear Rupture 88.48 kips 183.48 kips 0.48 PASS Plate Axial Yield 61.10 kips 282.27 kips 0.22 PASS Plate Tension Rupture 61.10 kips 305.80 kips 0.20 PASS I Plate Flexural Yield 0.29 PASS 1 Plate Flexural Rupture 0.29 PASS Column Weld Strength 107.53 kips 177.20 kips 0.61 PASS Column Web Yielding 61.10 kips 542.32 kips 0.11 PASS I BF 4 - mid conn: Top Gusset/BraceLRFD Vertical Brace Diagonal Connection Report 111 mmoiAl.orop:41-ties: Beam W16x57 A992 Fy-50.00 ksi......Fu=:,65.00 ksi I Column W10x68 A992 Fy=50.00 ksi Fu=65.00 ksi : -• -- -. Plate P0.15x5:00XI2.50 A572 Fy=50.00 ksi . . Fu=65.00'ksi Gr.50 •.:i :,,: • Top Brace HSS35X3.5x4 A500 Fy=46 00 ksi- .••Fu=58.00 ksi : 1 ••• Gr.13 Red ::-.. . Top Gusset . P0.38x11/9x24.00 . A572 Fy=.50.00 ksi......5u F 65.00 ksi - I - - , . - : .- .. • Gr.50 .. .. , . •.- ,.., • Bottom Breed.......HSS4X4X6 A500 Fy=46.00 ksi Fu F 58.00 ksi -.,..c. Gr.B •: Rect Bottom Gusset P0.38x1.6.73k28.00 . A572 Fy=50.00 ksi. .. Fu F.65.00 ksi .. I Gr.50 Input Data. Input Brace.Tension:: 23,00.1cp.s User-input Tensile Load in 5 faCe.. . . . I Input Brace 29.30 kips User-input Compressive Load in.Brace :1 compression Brace Axial(Tension)-187.40 kips Design'tensile:Load in.Brace Brace Axial 67,77.kips Design Compressive Load in.Brace..... .. (Compression) I II Note: Unless specified,all code references are from AISC 360-10 Governing LC: NIA ICheck Result Limit State Required Available Unity „„„..,„,..,..„.,,.,„,„.....„........„.„....„...„..„.,...„.......„..„...,..„.....,.......„......„.......,....„,....,....„.,..„.......„...„.........„...........,............,.„,..„...........,..„..,„„...,...„.......„.„:„:„:„...,...„............„. , Brace Weld Limitations PASS Gusset Plate Tensile Yield (Whitmore) 187.40 kips 236.00 kips 0.79 PASS Gusset Plate Tensile Rupture(Whitmore) 187.40 kips 255.67 kips 0.73 PASS I Gusset Plate Compression(Whitmore) 67.77 kips 206.58 kips 0.33 PASS Brace Tensile Yield 23.00 kips 120.47 kips 0.19 PASS I Brace Tensile Rupture 23.00 kips 99.62 kips 0.23 PASS Brace Weld Strength 187.40 kips 199.42 kips 0.94 PASS IBF 4 - mid conn: Bot Gusset/Brace LRFD Vertical Brace Diagonal Connection I Report . . ..... . ...... .............. ..................................... . . . ........... ....... ................ Material Properties: Beam W16x57 A992,,,,,,Fy-50.00 ksi: ::::Fu i=65.00 ksi:: I 4,- ig: Plate Column W10x68 A992 Fy;=,50.00 ksi, ,,,,Fu P 65.00 ksi:: P0.75x5.00x12.50...:A572 Fy=50.00 ksi, ,,,,Fu 7=65.00 ksi:: : Gr.50 .. .. . .:-.!... . . .„ .. .. ..:..,..., .. ... ... .. .. . .. ... TOO Brace H SS3 5ka 5x4 A500 Fy=46 00 ksi, ,,,,Fu=58.00 kSi .. .. I - „ .,,, .. . .. :,.:: :: :.. .. .. . .. . Gr.B Rect Top Gusset P0.38x11.79x24.00:::A572 Fy!--.50.00 ksi, ,Fu=65.00 ksi:: .„ .. . .. ... . - r• Gr.50 „. .. .. ,.. I •-, .. ••••"BOttOni Brace,,,,,,HSS4x4x6 A500 Fy F.46.00 ksi, ,,, Fu. *:58:00 ksi. Gr.B Gr.B Rect Bottom Gusset P0.38x16.73x28.00:r:A572 Fy=50.00 ksi, ,,,,Fu=65.00 ksi:: I P...O...P ia .................. .............................. .............. .. ....... .................. IInput Brace Tension -43.30kips User-input Tensile:LOad in Brad Input Brace 55.50:kips User-input Compressive:Load in:Brace. I compression ::...:.Brace Axial:(Tension)4307.83 kips Design.Tensileload in.Brace......... .. • •-••Brace Axial 129.87 kips Design:Compressive 1..CaCfinBrace •-• •• ] I .... .(pompr.fssion) Note:Unless specified,all code references are from AISC 360-10 Governing LC: N/A I .. .. .....„.......„.„.,„„.... Limit State . . . Required Available Unity Check Result Brace Weld Limitations PASS IGusset Plate Tensile Yield (Whitmore) 307.83 kips 349.48 kips 0.88 PASS Gusset Plate Tensile Rupture(Whitmore) 307.83 kips 378.60 kips 0.81 PASS I Gusset Plate Compression(Whitmore) 129.87 kips 292.09 kips 0.44 PASS Brace Tensile Yield 43.30 kips 197.89 kips 0.22 PASS Brace Tensile Rupture 43.30 kips 172.77 kips 0.25 PASS I Brace Weld Strength 307.83 kips 317.81 kips 0.97 PASS IBF 4 - mid conn: Seismic Report LRFD Vertical Brace Diagonal Connection I I Material Properties: Beam W16x57. . A992 Fy-50.00 ksi Fu 65.00 ksi Column W10x68 A992 Fy=50.00 ksi Fu 7 65.00 ksi I Plate . :P0.75x5.00x12.50 A572 Fy 7 50.00 ksi Fu 7 65.00 ksi i ' ..•.:- Gr.50 . , Top Brace . .HSS3.5x3.5x4 A500 Fy 7 46.00 ksi Fu=58.00 ksi I , • Gr.B Rect Top Gusset P0.38x11;79x24.00 • A572 Fy 7 50.00 ksi Fu 7 65.00 ksi Gr.50 ;•,. ; .., , Bottom Brace .1-ISS4x4x6 A500 Fy=46.00 ksi Fu=58.00'ksi I •.• Gr.B Rect Bottom Gusset P0.38x16.73x28.00 . A572 Fy=50.00 ksi Fu 7 65.00 ksi Gr.50 I "•••"'''' ''' •" ' '' "" '" •" ' ' ' .. ''' :'.:, '' '': ..,...:,'''''.,:.: ': Input Data: . Seismic System:: . SCBF User Input Seismic.System Ltop 153.00 in User Input Cleat Span of Top Brace I Lbottom 158.00 in User Input Clear Span of Bottom Brace: Ktop 1.00 User Input Effective Length Factor of Top brace Kbottom 1.00 User Input Effective Length Factor-of i I Bottom Brace '' ••'• ''' ' ' ' . .Ca:Beam Ratio 1-.00 User-Input Ratid of Reeluired.Strength to- Available-Strength Gusset Hinge Line. 81p Gusset Hinge Line Method for Brace I Buckling Check Note: Unless specified,all code references are from AISC 360-10 Governing LC: N/A I . '.. Limit State Required Available Unity Check Result ...„..„.......„..............„.'''''„.„„„,...„..„..„...,...............,.'.''''',.....'''''.,''.''''''''.„....,...,„„.„.,„'.''....','''''''.,,...,........................,„„,„„„„,,....„...,.„.,..,,........„...........,,,..„..„.,„........................._...„,,..,,,.,..,.,,..,.„„„„...,.,,,... Controlling Load Calculation n/a I Seismic Loading Directions n/a Seismic Load Distribution(Loading Direction SDI) n/a Seismic Load Distribution(Loading Direction SD2) n/a Seismic Load Distribution(Loading Direction SD3) n/a Seismic Load Distribution (Loading Direction SD4) n/a Seismic Load Distribution(Governing) n/a Seismic Joint Fasteners PASS I Seismic Workpoint Limitations PASS Seismic Yield Stress Limitations PASS I .::,:,,,:.,,,,,,,.....-----...----„,,,,.,-,,,---..,...,....--,,—,,,,--------.,,.............................. ...... ......„.., ........„...............„.....„„,........,...„,..,...,,,,..„.................... Seismic Brace Slenderness PASS . , . ,. .. _ „„,.... ..„„,...„„.., .,.......„.,...„...„.,,„.... . ... Seismic Rotational Ductility PASS Seismic Gusset Rotation Capacity/Clearance PASS I Seismic Column Width to Thickness Ratios PASS Seismic Beam Width to Thickness Ratios PASS I - ,.... .. Seismic Top Brace Width to Thickness Ratios PASS .,,,,,,,,,,,,,„..„.......„,.„,,,,,.,. . .........., ,..„„„,,.„.................„„,.,...„....,.......„,,,,,,.,..„ ,,.,.„.„,..,.,,,,,,.,..........,..„„,,...,.. Seismic Bottom Brace Width to Thickness Ratios PASS Check Seismic Top Brace Area REINF REQ'D , , , , , , • , , , Check Seismic Bottom Brace Area REINF I REQ'D 4,64. I '--_---_-_- _ Seismic Weld Limitations PASS Seismic Weld Strength otBeam(Top) 495.00 kips 501.09 kips 0.99PASG � G��m�V�|d��(�|umn�� .�� 2�23N� 0.99 �� Seismic Weld Strength utBeam(Bodon) 577.50 kips 584.60 kips 0.99 PASS Seismic Weld Strength at Column (Bottom) 345.00 kips 349.24 kips 0.99 PASS I N� 4 �--- ?L y\ C.lti C^..(�..� .. Y E em,-, d i______,, X , M6 • I 1 I co I 2 ,►g 2 I S 7 30.6k � M5 •«� I 01 24 I SQs I 0 N I 2 0,7 2 I 4\ 'ice I I ' 1 2 1 Loads: BLC 3, E I SK- 1 Aug 7, 2018 at 6:00 PM Grid 20.r3d ' Company Aug 7,2018 I ' R Des JobiNuergn6:00 PM 'SA Number Checked By: ' A NEMETSCHEK COMPANY Model Name . IHot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[in2] lyy[in4] lzz[in4] J[in4] I 1 HR1A W16x57 Beam Wide Flange A572 Gr.50 Typical 16.8 43.1 758 2.22 2 HR2 W10x68 Column Wide Flange A572 Gr.50 Typical 19.9 134 394 3.56 3 HR3 HSS3.5x3.5x4 VBrace SquareTube..A500 Gr.B R.. Typical 2.91 5.04 5.04 8.35 4 HR4 W16x57 Beam Wide Flange A572 Gr.50 Typical 16.8 43.1 758 2.22 1 5 HR5 HSS3.5x3.5x5 VBrace SquareTube..A500 Gr.B R.. Typical 3.52 5.84 5.84 9.89 Joint Coordinates and Temperatures Label X[ftl Y[ft] Z[it] Temp[F] Detach From Diap... 1 N1 0 0 0 0 2 N2 14.3 0 0 0 3 N3 15.5 0 0 4 N4 140.3 15.5 0 0 5N5 0 32 0 0 6 N6 14.3 32 0 0 I 7 N7 7.15 7.75 0 0 8 N8 7.15 23.75 0 0 IJoint Boundary Conditions Joint Label X[k/inl Y[k/inl Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Fixed Fixed Fixed 2 N2 Reaction Reaction Hot Rolled Steel Design Parameters ' Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft]L-torqu... Kyy Kzz Cb Function 1 M1 HR2 15.5 Lbvv Lateral 2 M2 HR2 15.5 Lbyy Lateral I M3 HR2 116.5 Lbvv Leal 4 M4 HR2 6.5 Lbyy LLateral al 5 M5 HR4 14.3 Lbyy Lateral 6 M6 HR1A 14.3 1 1 1 47 Lateral I 7 M7 HR3 10.544 Lbvv Lateral 8 M8 HR5 10.544 8.9 8.9 Lbyy Lateral 9 M9 HR5 10.544 8.9 8.9 Lbw Lateral I 10 M10 HR3 10.544 11 M11 HR3 10.917 LbLbyyVv Lateral 12 M12 HR3 10.917< Lbyy Lateral 13 M13 HR3 10.917 Lbvv Lateral 1 14 M14 HR3 10.917 Lbyy Lateral Member Point Loads I Member Label Direction No Data to Print... Magnitude[k,k-ft] Location[ft,%] Member Distributed Loads(BLC I :DL) Member Label Direction Start Magnitude[k/ft.,.. End Magnitude[k/ft.F.... Start Location[ft.%j End Locationjft.%] I1 M6 Y -.52 -.52 0 14.3 2 M1 Y -.88 -.88 0 14.3 IRISA-3D Version 16,0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid 20.r3d] Page 1 Company Aug 7,2018 I I'IRI S Desiger 6:00 PM S Job Nunmber Checked By: ANEMETSCHEK COMPANY Model Name I Member Distributed Loads (BLC 2 : SL) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F.... Start Location[ft%] End Location[ft.%] I 1 M6 Y -.65 -.65 0 14.3 Member Distributed Loads (BLC 5: LL) I Member Label Direction Start Magnitude(k/ft.... End Magnitude[k/ft,F.... Start Location[ft.%] End Location[ft,%] 1 M5 Y -.63 -.63 0 14.3 I Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... I 1 DL DL -1 4 2 2 SL SL 2 1 3 E EL 2 4 W WL I 5 LL LL 2 1 Load Combinations I Description Sol..PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact..BLC Fact,BLC Fact...BLC Fact.. 1 1.34D+LL... Yes Y 1 1.34 3 1 2 .2 5 1 2 7E Yes Y 3 .7 I 3 .76D+E Yes Y 1 .76 3 1 Joint Reactions I LC Joint Label X[k] Y Lk] Z jkJ MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N1 -24.907 -31.094 NC NC NC 0 I 2 1 N2 -37.193 160.143 0 0 0 0 3 1 Totals: -62.1 129.049 0 4 1 COG (ft): X: 6.216 Y: 21.018 Z: 0 Joint Deflections I LC Joint Label X[in] Y jin] Z[in] X Rotation[rad] Y Rotation[rad] Z Rotation[rad] I 1 1 N1 0 0 0 0 0 -1.452e-03 2 1 N2 0 ` 0 0 0 0 -1.434e-03 3 1 N3 .257 .006 0 0 0 -1.243e-03 4 1 N4 .254 -.048 0 0 0 -1.227e-03 I 5 1 N5 .474 .003 0 0 0 -1.02e-03 6 1 N6 .468 -.066 0 0 0 -1.006e-03 7 1 N7 .113 -.012 0 0 0 -8.669e-04 8 1 N8 .359 -.027 0 0 0 -7.857e-04 1 Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Momentik-...z-z Moment[k-... I 1 1 M1 1 -4.363 .11 0 0 0 0 2 2 -9.284 .11 0 0 0 -.428 3 3 -14.205 .11 0 0 0 -.856 ' 4 4 -19.126 .11 0 0 0 -1.284 5 5 -22.632 .11 0 0 0 -1.712 6 1 M2 1 119.498 .11 0 0 0 0 7 2 119.147 .11 0 0 0 -.425 I 8 3 118.795 .11 0 0 0 -.85` 9 4 118.443 .11 0 0 0 -1.275 RISA-3D Version 16.0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid 20.r3d] Page 2 ' q .7o I ICompany Aug 7,2018 ''R' A DesiNgne6:00 PM S Jobumrber Checked By: I A NEMETSCHEKCOAIPANY Model Name . I Member Section Forces (Continued) LC Member Label Sec Axialfkl v Shearfkl z Shearlkl Torauefk-ftl v-v Momentfk-...z-z Momentfk-... 10 5 118.092 .11 0 0 0 -1.701 11 1 M3 1 6.904 -.104 0 0 0 -1.712 12 2 6.53 -.104 0 0 0 -1.284 13 3 6.156 -.104 0 0 0 -.856 14 4 5.781 -.104 0 0 0 -.428 15 5 5.407 -.104 0 0 0 0 16 1 M4 1: 43.594 -.103 0 0 0 -1.701 17 2 43.22 -.103 0 0 0 -1.275 18 3 42.846 -.103 0 0 0 -.85 11 19 4 42.472 -.103 0 0 0 -.425 20 5 42.097 -.103 0 0 0 0 21 1 M5 1 7.194 5.052 0 0 0 0 22 2 7.194 2.526 0 0 0 -13.546 i 23 3 7.194 0 0 0 0 -18.062 24 4 7.194 -2.526 0 0 0 -13.546 25 5 7.194 -5.052 0 0 0 0 26 1 M6 1 13.966 6.459 0 0 0 0 I 27 2 13.966 3.23 0 0 0 -17.319 28 3 13.966 0 0 0 0 -23.092 29 4 13.966 -3.23 0 0 0 -17.319 1 3 301 M7 1 5 13. -36966.441 -6.034595 0 0 00 0. 0 0 0 32 2 -36.469 .01 0 0 0 -.059 33 3 -36.497 -.016 0 0 0 -.05 I 34 4 -36.524 -.041 0 0 0 .025 35 5 -36.552 -.067 0 0 0 .168 36 1 M8 1 55.195 .062 0 0 0 0 37 2 55.162 .031 0 0 0 -.122 I 38 3 55.128 0 0 0 0 -.163 39 4 55.095 -.031 0 0 0 -.122 40 5 55.061 -.062 0 0 0 0 I 41 1 M9 1 54.788 .062 0 0 0 0 42 2 54.821 .031 0 0 0 -.122 43 3 54.855 0 0 0 0 -.163 44 4 54.888 -.031 0 0 0 -.122 45 5 54.922 -.062 0 0 0 0 46 1 M10 1' -36.803 .035 0 0 0 0 47 2 -36.776 .01 0 0 0 -.059 48 3 -36.748 -.016 0 0 0 -.05 I 49 4 -36.72 -.041 0 _ 0 0 .025 50 5 -36.693 -.067 0 0 0 .168 51 1 M11 1 -21.28 .038 0 0 0 0 52 2 -21.31 .012 0 0 0 -.068 53 3 -21.339 -.014 0 0 0 -.066 54 4 -21.368 -.039 0 0 0 .006 55 5 -21.398 -.065 0 0 0 .147 I 56 1 M12 1' 27.283 .051 0 0 0 0 57 2 27.254 .026 0 0 0 -.104 58 3 27.224 0 0 0 0 ' -.139 59 4 27.195 -.026 0 0 0 -.104 I 60 5 27.165 -.051 0 0 0 0 61 1 M 13 1 26.93 .051 0 0 0 0 62 2 26.959 .026 0 0 0 -.104 63 3 26.989 0 0 0 0 -.139 I64 4 27.018 -.026 0 0 0 -.104 65 5 27.047 -.051 0 0 0 0 66 1 M14 1 -21.604 .038 0 0 0 0 RISA-3D Version 16.0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid 20.r3d] Page 3 4,1 1 Aug7,2018 g ICompany'�'�� Designer he PM k Job Number CCheckeed By: ANEMETSCHEK COMPANY Model Name Member Section Forces (Continued) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[k-...z-z Moment[k-... 67 2 -21.575 .012 0 0 0 -.068 68 3 -21.545 -.014 0 0 0 -.066 69 4 -21.516 -.039 0 0 0 .006 70 5 -21.487 -.065 0 0 0 .147 Member AISC 14th(360-10):ASD Steel Code Checks I LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om[k]Pnt/om[k]Mnyy/om...Mnzz/om... Cb Eon 1 1 M1 W10x68 .027 15.5 .001 0 v 409.223 595.808 100.05 212.824 1.667.H1-1 b 2 1 M2 W10x68 .296 15.5 .001 0 ` y 409.223 595.808 100.05 212.824 1.667 H1-1a 3 1 M3 W10x68 .018 .516 .001 0 v 389.251 595.808 100.05 212.824 1.667 H1-1b* 4 1 M4 W10x68 .112 0 .001 0 y 389.251 595.808 100.05 212.824`1.667 H1-1b''' 5 1 M5 W16x57 .099 7.15 .036 0 v 217.313 502.994 47.156 219.374 1.136 H1-1b 6 1 M6 W16x57 .107 7.15 .046 ' 0 y 361.176 502.994 47.156 261.976 1 H1-1b �< 7 1 M7 HSS3.5x3.5x4 .475 10.544 .003 10.544 v 43.04 80.156 8.034 8.034 2.404 H1-1a 8 1 M8 HSS3.5x3,5x5 .918 5.053. .002 0 y 61.057 96.958 9.503 9.503 1 H 1-1a 9 1 M9 HSS3.5x3.5x5 .914 5.492 .002 10.544 v 61.057 96.958 9.503 9.503 1 H1-1a 10 1 M10 HSS3.5x3.5x4 .476 10.544 .003 10.544 y 43.04 80.156 8.034 8.034 2.404 H1-1a 11 1 M11 HSS3.5x3.5x4 .283 10.917 .003 10.917 v 41.157 80.156 8.034 8.034 2.164 H1-la 12 1 M12 HSS3.5x3,5x4 .677 5.231 .002 10.917 y 41.157 80.156 8.034 8.034 1.136 H1-la 13 1 M13 HSS3.5x3.5x4 .671 5.686 .002 10.917 v 41.157 80.156 8.034 8.034 1.136 H1-la 14 1 M14 HSS3.5x3.5x4 .284 10.917 .003 10.917 y 41.157 80.156 8.034 8.034 2.164 H1-1a a I I I r I I RISA-3D Version 16.0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid 20.r3d) Page 4 14, -71-- X I k M3 =i q, 416 � I 2 ). Ort ' 1 2 I 1 I I Loads: BLC 3, E SK- 1 Aug 8, 2018 at 7:58 AM Grid R,r3d ;11_, Company Aug 8,2018 I I'I a Job umDesiNgnerber 7:57 AM R'SA Checked By: ANEMETSCHEK COMPANY Model Name Hot Rolled Steel Properties I; Label E[ksil G[ksi] Nu Therm(\1 E..,Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt I A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 i 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 I 6 A53 Gr.B 29000 11154 .3 _ ' .65 .49 35 1,6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets I Label Shape Type Design List Material Design Rules A[in2] Iyy[in4] lzz[in4] J[in4] 1 HR2 W10x45 Column Wide Flange A572 Gr.50 Typical 13.3 53.4 248 1.51 2 HR3 HSS3.5x3.5x4 VBrace SquareTube..A500 Gr.B R.. Typical 2.91 5.04 5.04 8.35 I 3 HR4 W16x57 Beam Wide Flange A572 Gr.50 Typical 16.8 43.1 758 2.22 Joint Coordinates and Temperatures 1 Label X fftL Y fftl Z[ft] Temp[F] Detach From Diap... 1 N1 0 0 0 0 2 N2 24.75 0 0 0 3 N3 0 15.5 0 0 4 N4 24.75 15.5 _ 0 0 5 N7 12.375 7.75 0 0 Joint Boundary Conditions Joint Label X fk/inl Y[k/inl Z fk/inl X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot,[k-ft/rad] i 1 N1 Reaction Reaction Fixed Fixed Fixed 2 N2 Reaction Reaction II Hot Rolled Steel Design Parameters Label Shape Lengthfftj Lbvviftl Lbzzfftl Lcoma toDlftl Lcomo botfftlL-torau... Kvv Kzz Cb Function 1 1 M1 HR2 15.5 Lbvv Lateral 2 M2 HR2 15.5 Lbyy Lateral 3 M3 HR4 24.75 6.2 24.75 Lateral 4 M4 HR3 14.601 Lbyy Lateral 5 M5 HR3 14.601_ Lbvv Lateral 6 M6 HR3 14.601 Lbyy Lateral 7 M7 HR3 14.601 Lbyy Lateral 11 Joint Loads and Enforced Displacements (BLC 3 : E) Joint Label L,D,M Direction Magnitude[(k.k-ft).(in.rad).(k*s^2/ft... I 1 N3 L X 10.9 Joint Loads and Enforced Displacements (BLC 5 : LL) Joint Label L,D,M Direction Magnitude[(k,k-f),(in.rad).(k*s^2/ft... I 1 N3 L Y -7.6 2 N4 L Y -31.5 11 RISA-3D Version 16.0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid R.r3d] Page 1 4,74 Company Aug 8,2018 I 'IRI ° Designer 7:57 AM SA Job Number Checked By: II ANEMETSCHEK COMPANY Model Name . IMember Point Loads (BLC 1 : DL) Member Label Direction Magnitude[k.k-ft] _ Location[ft,%] 1 M3 Y -2.6 6.19 2 M3 Y -26 12:38 3 M3 Y -2.6 18.57 I Member Point Loads (BLC 2 : SL) Member Label Direction Magnitudefk.k-ft] Locationfft,%1 1M3 Y -3.2 6.19 2 M3 Y -3.2 12.38 3 M3 Y -3.2 18.57 Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,... End Magnitudejk/ft,F.... Start Locationfft,%] End Location[ft.%] 1 M3 f Y -.3 -.3 0 20.75 IMember Distributed Loads (BLC 5: LL) Member Label Direction Start Magnitude[k/ft,.., End Magnitude[k/ft,F,... Start Location[ft.%] End Location[ft.%] 1 M3 Y -.24 -.24 0 20.75 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 3 1 2 SL SL 3 3 E EL 1 4 W WL 5 LL LL 2 1 IILoad Combinations Description Sot..PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 1.34D+LL... Yes Y 1 1.34 3 1 2 .2 5 1 2 .7E Yes Y 3 .7 i 3 .76D+E Yes Y 1 .76 3 1 IJoint Reactions (By Combination) LC Joint Label X[kl Y[k] Z[k] MX[k-ftl MY[k-ft] MZ[k-f] 1 1 N1 -3.356 16.984 NC NC NC 0 2 1 N2 -7.544 52.419 0 0 0 0 3 1 Totals: -10.9 69.403 0 4 1 COG(ft): X: 16.254 Y: 15.197 Z: 0 iJoint Deflections LC Joint Label X[in] Y[in] Z[in] X Rotation[rad] Y Rotation[rad] Z Rotation[rad] 1 1 Ni 0 0 0 0 0 -2.488e-04 2 1 N2 0 0 0 0 0 2.336e-04 3 1 N3 .046 -.011 0 0 0 -2.488e-04 4 1 N4 .043 -.028 0 0 0 -2.336e-04 5 1 N7 .02 -.012 0 0 0 -1.345e-04 IRISA-3D Version 16.0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid R.r3d] Page 2 4,7S Company Aug 8,2018 I'IRI SA Designer 7:57 AM Job Number Checked By: ANEMETSCHEKCOMPANY Model Name . Member Section Forces LC Member Label Sec Axial[kl v Sheariki z Shear[k] Torque[k-ft] y-y Moment[k-...z-z Moment[k-... 1 1 M1 1 19.011 0 0 0 0 0 2 _ 2 _ 18.776 0 0 0 >0 0 3 3 18.541 0 0 0 0 0 4 4 18.306 0 0 0 0 0 5 5 18.071 0 0 0 0 0 6 1 M2 1 47.58 0 0 0 0 0 7 2 47.345 0 0 0 0 0 8 3 47.11 0 0 0 0 0 9 4 46.875 . 0 0 0 0 0 10 5 46.64 0 0 0 0 0 11 1 M3 1 3.722 14.869 0 0 0 0 12 2 3.722 10.422 0 0 0 -78.244 13 3 3.722 1.852 0 0 0 -103.47 I 14 4 3.722 -6.718 0 0 0 -75.676 15 5 3.722 -12.721 0 0 0 0 16 1 M4 1 -3.927 .066 0 0 0 0 17 2 -3.955 .022 0 0 0 -.16 I 18 3 -3.982 -.022 0 0 0 -.16 19 4 -4.01 -.066 0 0 0 .002 20 5 -4.038 -.111 0 0 0 .325 21 1 M5 1 8.977 .088 0 0 0 0 I , 22 2 8.949 .044 0 0 0 -.242 23 3 8.922 0 0 0 0 -.322 24 4 8.894 -.044 0 0 0 -.242 I 25 5 8.866 -.088 0 0 0 0 26 1 M6 1 8.423 .088 0 0 0 0 27 2 8.451 .044 0 0 0 -.242 , 28 3 8.479 0 0 0 0 -.322 I 29 4 8.506 -.044 0 0 0 -.242 30 5 8.534 -.088 0 0 0 0 31 1 M7 1 -4.453 .066 0 0 0 0 32 2 -4.426 .022 0 0 0 -.16 I 33 3 -4.398 -.022 0 0 0 -.16 34 4 -4.37 -.066 0 0 0 .002 35 5 -4.343 -.111 0 0 0 .325 A Member AISC 14th(360-10):ASD Steel Code Checks LC Member Shape UC Max Locfftl Shear UC Loc[ft] Dir Pnc/om[k]Pnt/om[k]Mnyy/om.. Mnzz/om... Cb Eqn 1 1 M1 W10x45 .090 0 .000 0 v 212.075 398.204 50.649 115.243 1 H1-1b* 2 1 M2 W10x45 .224 0 .000 0 y 212.075 398.204 50.649 115.243 1 H1-1a 3 1 M3 W16x57 .427 12.375 .105 0 v 73.442 502.994 47.156 257.65 1 H1-1b 4 1 M4 HSS3.5x3.5x4 .066 14.601 .005 14.601 y 24.675 80.156 8.034 8.034 2.095 H1-1b` 5 1 M5 HSS3.5x3.5x4 .397 6.997 .004 14.601 v 24.675 80.156 8.034 8.034 1.136 H1-1a 6 1 M6 HSS3.5x3.5x4 .379 7.605 .004 0 y 24.675 80.156 8.034 8.034 1.136 H1-la 7 1 M7 HSS3.5x3.5x4 .068 14.601 .005 14.601 y 24.675 80.156 8.034 8.034 2.095 H1-1b 111 I I RISA-3D Version 16.0.3 [P:\...\...\STRUCTURAL\CALCS\Show Room RISA files\Grid R.r3d] Page 3 4/1(1' r I WP\--A,A- bk5ISc,:A IWT, wP,1� bt... II VI L. per. ,. ,. `�/.?l > ' c,-;Y� ., i z, "I w,A-( £h cl..f.bt: © . CI) / ' c---. r, ►t (�t�c , a, E SA (,+J( G 10 v' t vi f i Lo? D 1'z...0 cv\,.30,- e1 �� t o loos (et (0 sc.: - ) \6. -e,"- t`° 1 '. -f °K.)&tiaVik 1,42 .inftik- , (9,6ekzA 4 -2„-%.,1 Z-ci .5 . 1 i - 2s,ct - Z-1Iz - c ca,� 2 4t3•3 45 1:1 - 2,-t J4 1 3 -- 6S , - c=.$ ' 1 ----T--4-(. Z C› 1 7_006 1 II •ew P„ P e4,� -7_ ,c, �- ^ Is ,1- 1��2� ��,� - ®.oc, I - I I I irf M Vr K �-TM RIPPEY I r 57OJVWt4 BYThI I DATE CONSULTING ENGINEERS CHK BY DATE 1 7650 S.W. Beveland St, Suite 100 JOB NO 1(03Q Tigard, Oregon 97223 Phone(503)443-3900 SHEET l ( OF 5.16 ( I 1 (( ', v.)t 1 I r.. T,O,WALL PANEL i I � 'INTI ft+3i'-1 Ys .0 11 T.O.STEEL(MIN.( 4 t_ JijI QA E ti 00 B.O.CEILING Itillfr°0--- 0‘1 " _ — L Zo PLF v � AQ Q amu. _ --7r; ,?ks I oak.- uti � `�I' dxo 11 5 ft+1.,9" r '/7tt‘ tl2 t PLc 6,00St:"t•31 M ncd = ZZLg".) a. ,_ io.SLAB ... In 1 )Wali Section I - • 12`l qt. a' 441 ®c,Zoo 1t e_.1. (.,,° I) 4vJ 1I 112 (41.9,v r. ^ (, 'i°1 (9(,— i TOP, >7 C....; ct, S3' 2-1,9 ( t.3 3 = 29 1'(-k-- t,.... P r to( i -t-,_ T yc .- , n , - ( a 2. I °% 6 1 IT\A? O RIPPEY BYVt'i DATE YY CONSULTING LTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 141? Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 5I1."— OF I T ,l T.0_WALL PANEL --- 4►-`1 VEL+34'--l)4 40 • ' A T.O.STEEL(MIN.) .. .................... ......... .................. ........ 11 lil 111 w H a. B.O.CEILING .: Sc?kS; f,, ,,,..qoets , s- I III ,B.O.GYP.BD. - •,/` tif EL+14'-9" -- lc SA19 w 11 . I111, ,.T.0_SLAB l�-- - -_ __EL+TO W-TT nAWall Section ` AA I I I 11 :MK TM RIPPEY BY DATE ONSULTING ENGINEERS CHK BY DATE I, 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET 3 OF 1 I t 1 I ,. w \% eV =60-2- 3 - t 0 , 0(.0 (,'z) v,x o ca Cp!„..??3,-, SSS 3 k3-n-1((,-i h c 2 Cs.•� �w r'(.iu- G( 2,G,,co 1 Ls--xcc ((1. CIVFyi = k% ,R,k- Iv. I •I.-r'l a ,( . I 5L. r 1-i` ' r Z0 1,.. (,.2.O eciF ) W z 4 X(, 2 , 461- , 4q,, (.L� s ( , .) ,,,o,,,z , 1 L- c, w , = ooh P's( (u L-t) S-3 /s,S.0 V 7 ,'1 CZ fGam' ,- c% OA I i I c,1,'k1 by 1 : 1j2,5 L. , r2- v), k,.. ,,e ,A 1 r 5 P Q 2 �I r k--t= 1 c.ria I l�4x.,�'l 2. 1 P . 2i III 1M 1\ 'TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET OF II I I G4 -- w15-61(.. Zs` L cc0,2 WZA1+c- IW = 1 , 1 ( -1 k,,,1 r 2v 2?(-t7 V m . - 4i t U - '2,..P Z. C 1-2. c 1 het , 1 w\c- I 0 , R ('5-0 27 : l s 8,-1-‘ -\``. W X1'1 1`fir; - -I (.7Fi LI el,11 • 0 1 , S ` / e `1 I IJ /1},, .k9 L FL ,22 11) . C, .,c w vcr,xt..-t LL I I I ihEAK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 _.._— SHEET CO C- OF Title Block Line 1 Project Title: I You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:20 MAR 2018, 1:04Pb1 f de P 12016 ProlectS\1633Q MbG Landrover WA•SCIS ftUCTU11101 CA1-CS1sho mom walls ea6 eek earn .qMtcftCALC,INC 198, 2b17 8utkf 1D 1712. ..4er1017:.1210 Lie,# KM0600i5621iceneeTMRIPPEy.CONSULTING ENGINEERS Description: Grid 16 vert -- CQDE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: ASCE 7-10 Material`-Propertites Analysis Method:Allowable Strength Design Fy:Steel Yield: 36 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi ' Bending Axis: Major Axis Bending W(1.15) W(0 1416) W(o.o177) O O O b O O e O :..t.`4».>.r.,:......................:..: 7........ ii ,(r. .:::.::.: :._ ..F. a .,,k.., .,._..::::::::._:..:........vim. �3> %.+�tyi:'..... ...... ......:4. V .�d :. �c.... .:....i....:F3.CYw:.. .. > .. d `N4twk Igtz. • C8x11.5 C8x11.5 Span=9.330 ft Span=9.080 ft .AppliedLoad5 , .. Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: W=0.01770 ksf, Tributary Width=8.0 ft Point Load: W=1.150 k @ 1.50 ft I Load for Span Number 2 Uniform Load: W=0.01770 ksf, Tributary Width=1.0 ft ii- 11 DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.526: 1 Maximum Shear Stress Ratio= 0.065 : 1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma:Applied 9.101 k-ft Va:Applied • 1.483 k Mn/Omega:Allowable 17.299 k-ft Vn/Omega:Allowable 22.764 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 9.330ft Location of maximum on span 9.330 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.458 in Ratio= 153>=120 Max Upward Transient Deflection 1.458 in Ratio= 153 >=120 Max Downward Total Deflection 0.875 in Ratio= 256 >=180 Max Upward Total Deflection -0.087 in Ratio= 1246 >=180 IlliR'42.0:ralt.:NIOITAI.Olttiirsgri0OtkOntniTINIMiliiMaglAiltiiiENigii Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span W Only 1 1.4579 0.000 0.0000 0.000 2 0.0000 0.000 W Only -0.1458 3.850 Vertical<Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.222 -1.590 Overall MINimum 1.900 -0.716 +D+H +D+L+H,LL Comb Run(*L) +D+L+H,LL Comb Run(L*) +D+L+H,LL Comb Run(LL) +D+Lr+H,LL Comb Run(*L) +D+Lr+H,LL Comb Run(L*) +D+Lr+H,LL Comb Run(LL) +D+S+H 5; ...n4n 7 frli"+n 7sn1+FI I I r'.nmk Rijn I. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: Iand then using the"Printing& Title Block"selection. Title Block Line 6 Printed:20 MAR 2018,1:04P1,4 Jsi@�� kr Fila P 12016 Protects116330 tvl1G Landrover WA SQISIRUC1'URAUCALCSIstiow room watts ao6 ENEEkCAL0 140 1983 21117,6uiiil.10.17,12.14,Ver10 9712.10 I Lic ##:KW4ll6002662 tcensee r •NS i 1 Description: Grid 16 vert Vertical,Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+H,LL Comb Run(L +D+0.750Lr+0.750L+H,LL Comb Run(L I +D+0.750L+0.750S+H,LL Comb Run(*L +D+0.750L+0.7505+H,LL Comb Run(L* +D+0.750L+0.750S+H,LL Comb Run(LL +D+0.60W+H 2.533 -0.954 I +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H,LL Com 1.900 -0.716 +D+0.750Lr+0.750L+0.450W+H,LL Corn 1.900 -0.716 +D+0.750Lr+0.750L+0.450W+H,LL Corn 1.900 -0.716 .1 +D+0.750L+0.7505+0.450W+H,LL Comt 1.900 -0.716 +D+0.750L+0.7505+0.450W+H,LL Comt 1.900 -0.716 +D+0.750L+0.7505+0.450W+H,LL Comb 1.900 -0.716 +D+0.750L+0.7505+0.5250E+H,LL Corn I +D+0.750L+0.7505+0.5250E+H,LL Corn +D+0.750L+0.750S+0.5250E+H,LL Com +0.60D+0.60W+0.60H 2.533 -0.954 +0.60D+0.70E+0.60H Ony L Lr Only,LL Comb Run("L} Lr Only,LL Comb Run(L*) Lr Only,LL Comb Run(LL) L Only,LL Comb Run CO L Only,LL Comb Run(L*) L Only,LL Comb Run(LL) S Only W Only 4.222 -1.590 I E Only H Only I I I I I I I, I t;',1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. III Title Block Line 6 Printed:20 MAR 2018, 1:44PM Stye' e1M�1 Pde P1201€Prolects116330 Iv GLandrover`WASOIS)iWCTUW+ICALCSIshowroomwallseo6 . .. ..BNeRC t INC 1983 2017,Budd 10171210,ver10.17,1210 Lie.# KW-06002662 Licensee TM RIPPEY CONSULTING ENGINBBRS'' Description: roof joist at wall brace ,- G.e,\y Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material:Properties . . . Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 000a004Lengths First Brace starts at 15.670 ft from Left-Most support Regular spacing of lateral supports on length of beam=15.670 ft D(0.16)5(02)W(0.624) Vj'k : - - v - 3' 1*+w S,3t_.._.:..: -V-:-r : .Svv .'.. v`..2AZJ:-4Y'.>.' ,- .a\ ':'?."::iiE t; i::::$:::rR:i.:i ,-..S:u>x:.,.:: .t m`:t �y .>' ,.�.».-.::..: .\a'.a:::`.�»v.::..-.:'fF.\. 4.:'k%<::::a.?::i::::i::::1}...�`L` :.>::�c:::.':.}:fi:.3: .:xf'�..-iY. .� d..� ,:.G,'.S<?i�`?:�+2:»� ;?i -:--_- o-3., ,:h.,:: F: ..» '3:,,. n T...,1.... h:::::::22::; W24x62 > I Span=47.0 ft I Appliied'Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.020, S=0.0250, W=0.0780 ksf, Tributary Width=8.0 ft DESIGN;:SUMM'ARY Desi.n OK Maximum Bending Stress Ratio = 0.816: 1 Maximum Shear Stress Ratio= T.� 0.068 : 1 Section used for this span W24x62 Section used for this span W24x62 Ma:Applied 163.135 k-ft Va:Applied 13.884 k Mn/Omega:Allowable 199.936 k-ft Vn/Omega:Allowable 203.820 k Load Combination +D+0.750S+0.450W Load Combination +D+0.7505+0.450W Location of maximum on span 23.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.529 in Ratio= 368>=360 Max Upward Transient Deflection 1.529 in Ratio= 368 >=360 Max Downward Total Deflection 1.450 in Ratio= 389 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max."-"Deb Location in Span Load Combination Max."+"Defl Location in Span W Only 1 1.5311 23.634 0.0000 0.000 I Vertical lUid1 i15 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.664 14.664 Overall MINimum 2.256 2.256 D Only 3.760 3.760 +D+S 8.460 8.460 +D+0.7505 7.285 7.285 +D+0.60W 12.558 12.558 +D+0.450W 10.359 10.359 +0+0.7505+0.450W 13.884 13.884 +0.60D+0.60W 11.054 11.054 +0.60D 2.256 2.256 S Only 4.700 4.700 W Only 14.664 14.664 7r (A I n'1 I I I n t-(,.. tk0t._ w ct tl , I Lr �4,Ip3 i Fp : ►`i,,"7 ( c ' ) (, 'CI:. e.,) : 4° _et,F W\� .l® M X r. cti24` '\(- A x m I (24z Ll 42:2:7 IN\\ (0,21 '``' \N(tVi‘Iy CIq-2PoY _. 12J� Ftis(i C. x- .0:1c, 4-- I, kv I I I 1 Y 1 TM RIPPEY11111\ BY I�1 DATE CONSULTING ENGINEERS CHK BY DATE I 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 511 OF a I 1 I ( i �, 3 r 1 1__ i 4 r Al co1.1 1� 600vo. z ‘ A'i yam . , s 0r t 2.,c-3GIci , P l-n \K \� 0 v,) ,A \,..\ -\.- W A;..,t:c,_ 1 (tt,4 $t I 1M KTM RIPPEY BY a It4 r DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET I I SOF Il)(-)'‘) (1x_ ,�V 1 I j AGC' ` i' 1 l VN-,F- ; 1 .(2'. 1 -3 (5) 1,G) (9OOS 62 ,+2, n A << : [(di ,1 " `"- i llL -is 3 alic„, -r a1 ivy ( - -', 1,1 ``- ) Y-•-t.. LI , 5q • 14 _ 4 . 41„" -v- (,„o o `- i 2-' r4. ` cl,\k I6, (l (- `l 4l4-0 I 11 �r DATE CONSULTING ENGINEERS 114 CHK BY DATE 1 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET 5. I ( OF 1 I I 41 I 6,?A 1 ( z1 -.J _ ga (c.,. 7i) k 11 ,7 ( 6.31 rt,,' -= 2 ie• v 1 kE mac"' I 6(7 a-3 ", -1 0 5 c,, I --t. v ‘) v ,4,-- on tit-----t---4 I I l'''S/IK iiviRI PEY BY POT" DATE CONSULTING ENGINEERS I CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET 51 t tOF I I (,o 1C. ‘ = V? 1 !` ` I ( 3IY -<5tr,$) -'c _ ' Lv 1 2(,‘I )' t,k.e20) _ I t 4 1S 'Pw4= 14,E tpl = Ho ?c - o,s4 a v .._,_„= • ./-z..:4 I i ''''' Tt-'-''-` n�c;, 0 L a 10 x I S ISO _2 3 c V40 : \IA Otel- C1,04t) -41,2041, 1-( c-- (r( o)' 1 ,t1 Il ' (F f ,rr T Qh TM RIPPEY BY(r (kJ' DATE 111M K CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ITigard, Oregon 97223 t Phone (503)443-3900 SHEETS of MIL '. I www,hllti.us Profis Anchor 2.7.3 1 Company: Page: 1 Specifier: Project: jir Address: Sub-Project I Pos.No.: GRID 26 BRACE Phone I Fax: I Date: 4/9/2018 E-Mail: 11 Specifier's comments: k 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2 3/4) i� �f £'r ii t//9 ;zs.iossy��/�!»».�/iii:< Effective embedment depth: hef=2.750 in.,11,,,,,,,=3.063 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 6/1/2016 5/1/2017AFIE* Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: lx x ly x t=4.000 in.x 18.000 in.x 0.500 In.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fc=4000 psi;h=5.500 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.lb] I p ig t 1,•t • •• 0co t • _;......--- "a ..--i fixi. > ---- - eP� t s' ye wiikA b1Cix...^"�" yi0sYl N: . F rirYs : �r• ,,,_•-�' I.'''. ,� s ., • 7 b e sr rgE � t vyt C5 '>• P 1 `M: ,_ / 3 t.. ,W k h ! af iin . I ktgall •Mjit eN 9 i r ` ,:::01 hfi, '!;;A g0--n: 6>%,tlJ 7.k l �tL. .�,/i,, .t. n"k Ci�6j x � 1,..*�'x-/1'c �, hyo V' /y II t, .�jx' ii"f.3 :+t R' ,n • N\ i nI h � e`%i Input data and results must be checked for agreement with the existing conditions and for plausibility! 1 1 PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti Is a registered Trademark of HiltI AG,Schaan rYl I www.hilti.us Company: Page: 2 Profis Anchor 2.7.3 Specifier: Project: jlr Address: Sub-Project I Pos.No.: GRID 26 BRACE I Phone I Fax: E-Mail: I Date: 4/9/2018 2 Proof I Utilization (Governing Cases) IDesign values[Ib] Utilization Loading Proof Load Capacity i3N/pv[%] Status I Tension Pullout Strength 1418 2594 55/- OK Shear Steel Strength 1418 2337 /61 OK 111 Loading PN (3v ‘ Utilization DN,v[%] Status Combined tension and shear loads 0.547 0.607 5/3 81 OK I 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! I 4 Remarks; Your Cooperation Duties I • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. I • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I I I $ I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HMI AG,FL-9494 Schwan Hill is a registered Trademark of HIII!AG,Schaan SI' I C1�L 41(J L� I 111 I 31,33 61'x)) I I I I I I 1Mi M RI PEY BY� 1`� DATE ]YYYL CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET d1 OF Gt f2v #° DL 21, 3 1 c (.wco -DL K 24k, 0 3 5 L = gin•(1`.. LL ,v ( 100') -i .c? r' c ) = 45 1 a 22 ,_Go) co-/ (41 yr 3 a' !0,5),11-) h 33,3 IL L. too') TM RIPPEY H BY ats— DATE CONSULTING ENGINEERS 1901 t ISA / L lNJ CHK BY DATE 7650 S.W. Beveland St,Suite 100 PB NO 6 550 Tigard, Oregon 97223 Phone (503)443-3900 SHEET of 6.11 . I I I I_ V-k V 1 IQ ti 6 - - B FTG, S - I k0 4 \C,‘,70LL 4. It,5 ' Ccg.;ce i) 'LL r- 1&b . _ _ UU i I '1 7 r.L.:- =---- ye; (is,51-to,li-)C,,lc) 61) ,---. \0, oAsk\4 I kc.,. ( ,S ) 41- ,-I PQv') 6 G PT- r 0 L 1, 1 i' 6(.. LI, , 414r`a s b c_ = 5(.y2,o4 to : t 1 ? .-)e(,?c .,,pc,.._ I I 1 I\A i ., TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223111 Phone(503)443-3900 SHEET(.0t 47.'" OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: I and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: >tile P12016 Proteatsi16330 MDG Lendrovet WA SQCSTRUCTURALICAID^siSt,ow Room eo6 I General 00 nr.g ENERCAL i 1 su, 101711 >1 01 . 1:30 c NC 983 2.6:i . a 30, erf 71 •Ltc,# KW.66.602562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Grid N!Q frame footing ICotte References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 I Gerletal It fprrilatlon Material Properties Soil Design Values = 2 ksf fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No I Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth I Analysis Setting: Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. Allow press.increase per foot of depth 0.0 ksf Min Allow%Temp Rein!. = 0.00180 when footing base is below 0.0 ft Min.Overturning Safety Factor = 1.0 :1 I Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears =Yes 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No I Dimensions Width parallel to X-X Axis = 6.5 ft Z I Length parallel to Z-Z Axis 6.50 ft Footing Thickness 14.0 in a "' .'''-" , '..111711Mi5,,.1*.lt-illi:::s.:?::11„.1.:A?::kti6:-.!,Mk:,1;';-.:-:1-7..;i:.. .. .x........ .......:.... Pedestal dimensions... xt px:parallel to X X Axis = 14,0 in �,,, , I pz:parallel to Z Z Axis Height - - 14.0 in s 1.0 in Rebar Centerline to Edge of Concrete.., - -a . i,r " 3.0 ine .z,::-. ,. at Bottom of footing = ........ :i \t; �::,�....:_. :.:;IW 99 111 Reinforcing 6 , Bars parallel to X-X Axis I Number of Bars = 7 # Reinforcing Bar Size 5 Bars parallel to Z-Z Axis Number of Bars = 7 .:F . ' III Reinforcing Bar Size = # 5 f f. ...................... . 3.mto r I � CJmi::: ,��mek�ct x"I'L�47/ f`�tx35{ ,vux Bandwidth Distribution Check (ACI 15.4.4.2) kx �'""" Direction Requiring Closer Separation n/a I #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads; Lr L S W E H ID P:Column Load = 44.10 31.50 0.0 14.340 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0,0 _ 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft I M-zz 0.0 0.0 0,0 0.0 0.0 0.0 k-ft V-x 0.0 0,0 0.0 0.0 0.0 0.0 0,0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k I Cf2 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& 1, Title Block"selection. 11/ Title Block Line 6 Printed:19 DEC 2017,3:12PM �7$:11�P�I. Oat,t1(,� :. >ib 1M2016 P ts116330 MDGlandrover WA SQISTRUCTURAL CALL$\Show Roon eo6 ENERCALG,INC 1983;2017,Bald 10111130 Yer1017;1130 Lic.##:KW-06Q02S62 Licensee;TM RtRPEY CONSULTING ENGtNEER5 Description: Grid N/Q frame footing DESIGN SUMMARY ...... ... ... Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9795 Soil Bearing 1.959 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift 111 PASS 0.5423 Z Flexure(+X) 8.695 k-ft/ft 16.034 k-ft/ft +1.20D+1.60L PASS 0.5423 Z Flexure(-X) 8.695 k-ft/ft 16.034 k-ft/ft +1.20D+1.60L PASS 0.5423 X Flexure(+Z) 8.695 k-ft/ft 16.034 k-ft/ft +1.20D+1.60L PASS 0.5423 X Flexure(-Z) 8.695 k-ft/ft 16.034 k-ft/ft +1.20D+1,60L PASS 0.3957 1-way Shear(+X) 32.513 psi 82.158 psi +1.20D+1.60L PASS 0.3957 1-way Shear(-X) 32.513 psi 82,158 psi +1.20D+1.60L PASS 0.3957 1-way Shear(+Z) 32.513 psi 82.158 psi +1.20D+1.60L PASS 0.3957 1-way Shear(-Z) 32.513 psi 82.158 psi +1.20D+1.60L PASS 0.5131 2-way Punching 84.309 psi 164.317 psi +1.20D+1.60L I I I I I I I • 1 I I 6,.4 I VS0‘L.. °Cter— 2 cwc1jbl6) t e �L 7 IP L. .' 3�, ►c_ x2 L-k....- = N Z, I,� C� C • ‘ r lc- , r 1 1 tit.,1- X 4-11 ^� S1� CJ I 1 6 t-\bL cl Co12. < 1-1, o'1- IJez..V.-- I I Z 1\21 1 1\ TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 �1 _' Phone(503) 443-3900 SHEET lsr6 OF t I s®t,L..- e 1' ,C-, v_ w( `ri, 4 r3c#0,® Lc k. (\',o-4-,t4 505) b + 0,1E'gs. l ► o : fp - 1ss.-,a I c ?„..1.,t.,762. roe?F < ,(7,' , 4va_6_ 4 ' (4,.13 4,1, ticIr 41 _( c-2,2_,.. o ‘o'5 F 1M ATM RIPPEY BY2t(--) 1 DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET (•a OF : 1,01 'G1, C( a -i-bitsio to + .51...J pQE, +- 71J L. + a1S S I Pt)l- w 1 ,0-1(1 7_7) I1 , Co ro 1 p/ , R ("'?3 4. 61 : 1( ( r 6o - v- -I Pk Pz _f 5L .. ?cam 'P z 0 L 3 LL : ((IC,. ,4. 4 2 1 I e 10' S o'i-t ?5 -: ‘1 (q44z ) (''° 7--/e-t-t'#) V......, L_. r � � SLS - L I I r r lEAK TM RIPPEY BY ZIA rr DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET ' OF I II N r" 1 ' 't e5 °,.� I I; Y ' x 0l, 2,28 4 4, .2,,-a-g '7 I 1 E --1-1,-2-- -,c.,2-.41 -- -US b(o -6 Z, • P k,-IS SL .4- ISl<- I (.I1 � _•: 1- ,2, ' k AT ,,, v a so ,5 kk l /2,a >< Z I' I 11\ ii A t TM RIPPEY BY I DATE CONSULTING ENGINEERS CHK BY DATE I 7650 S.W. Beveland St,Suite 100 )0B NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 6.a OF ( !� I I Coi/N 'Tt) , pc -c„„ra. JC„ I 1 ecit,c, 1 111 � vv2 4 ' = tet 0\c-` 1 04 • r 6ZM qk i l 2, i I 1M KTM RIPPEY BY 1 r DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET 41( OF I I I ('z- LL = tt',-) C « = • I.U , i If I I I I ' ' KTMRIPPEY BYJ � DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard,Oregon 97223 SHEET i ' Phone(503) 443-3900 ( OF 1 I I 17l r 2o1 e-T. ?s 2,0 P L= T o sL 7 ZS a r ----› 'L _ b s---2-1- Go s' V� TL = Zqz („3 ) I I I 15 cart-I s • G-" '4 1' k 1 t''' ( Y —4 124)c 5S 1-5 > ► � )</--z- I I c Vr-1 IJ (w/o ?,ra-Lc , read {c --,1,---- k-' 101< 2,"if le- -1,--' - 1 r i �, . an W 10 I V-vc. - C %gyp PROT,- at, Q o.� CON 1_ cI, l �-1/ " 20,\9q `a C,, Al, TUR ' ' EXPIRES:, - ZJ I I 1M A. TM RIPPEY J L-'6— ?k1� V ,OV-,) BY Fes" DATE CONSULTING ENGINEE2Sr- Nit-, 1� 1 -i CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 16330 Tigard,Oregon 97223 Phone (503) 443-3900 SHEET1 I( OE 7.3 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Printed:28 FEB 2018,10:26Ary1 Steel d � Fth P\2016 Prptects116330 MOG Landr wr WA'SQISTRUCTURALtCALCStPasion Cad 1Pes�on ec6 Iiii ... . .... ........ ENERCAIC INC 9983 2o17r Build 101712.1:0,Ver101712.ID . I Li el # KW-06002662 Licensee:TM RIPPEY CONSULTING ENGINEERS; Description: 52'roof beam ICalculations per RISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 giSttiatOtiOliFtVIS.irtjOSMIN:MiggfingiaigAin:gginiMiN III Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D(0.2)S(0.25) a _ o v, o D -:;a;:;. .:.,.•2>�33i,-.$',, d.w n,�,o.. `--ce � s..�-:,:.. .,:._... �of-µ-.'4 :•`ak ,2..x.,. ._:.��.. ,,:'F'N. .2 -:,4.: 2-i£:: L.. Kik:-'•H _ �v\f. ! ::�.... ..,:-.. .,;,. � ..... .:�`if:". ice': :,,..,% ..�r f�f�: .,..._.... ..k .,..........,-._,.....<..,+^.:>.«.;::;�;isx. .,._F.::.:::::::.. _i?<: ..Y ;>?xy`«. -'k�.�i i£:;m`#;-,i.�+s�_ ..::.. ... �- .r<,s:.0 sz,::>.:..,�:;�<:<;::::::2<2;;?>:<os.::..asri�s:::,:iu•>2,s::, .}h<s.:.. a4.'•sz` W24x55 Span=52.0 ft REA06.0itMOOONMENEMEINIMERMERM Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=10.0 ft I ._DESIGN:'SUMMAR'Y = --------0.078 e _ 1 ....__.. Desi.n OK Maximum Bending Stress Ratio = 0.511 1 Maximum Shear Stress Ratio : Section used for this span W24x55 Section used for this span W24x55 I Ma:Applied 170.739 k-ft Va:Applied 13.134 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +p+S Load Combination +D+S Location of maximum on span 26.000ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.054 in Ratio= 591>=360 Max Upward Transient Deflection 1.054 in Ratio= 591 >=360 I Max Downward Total Deflection 2.132 in Ratio= 293 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 1100..iiiiiti101.4iiiiibliffatkit0.6iMMONIIIMIIIIIIIIIIIE I Load Combination Span Max.'''Deft Location in Span Load Combination Max.'+'Defl Location in Span P +D+S 1 2.1324 26.149 0.0000 0.000 CiiiiyottooguRoottoosomme,:i;!,,mmanisisti:::,1:1:mi.4iogSupport notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Overall MAXimum 13.134 13.134 Overall MlNimum 3.980 3.980 D Only 6.634 6.634 +D+S 13.134 13.134 +D+0.750S 11.509 11.509 +0.60D 3.980 3.980 S Only 6.500 6.500 1 I I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 FEB 2018,10:35Ah1 S @@� fitle ;p 12:18 p olects116330-tv�0 Lsndrever WA Sg1STNUCT RA1.1CALCsl?awfiott`Cabs Pae6on eo6 6 IERCAL:G.INC.1983 2017,Build;10.1712..10,Vet'.10111210.; Lic #:KW-06002562 Licensee TM RIPPEY CONSULTING ENGINEERS: Description: 25'roof beam 1.!:!;110040#0.E.EPONO#CENIEMBEIgeiffiglelillaillIG Calculations per AISC 360-10, IBC 2012,ASCE 7-10 1 Load Combination Set: ASCE 7-10 Material Properties . Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending s e D(O.2)8(0.25) v a I VER.n 7 • ` .^� ::€ x ^1Z s z z E ,}`y3z , i ,s 1- W1 4x22 � ) Al Span=25.0 ft I :illiAiSklikikt0i4.1COlingignaiNgetitgliggligin Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, S=0,0250 ksf, Tributary Width=10.0 ft litiogstoffsommAgtosteggliggeoggoiliggisDesi•n OK Maximum Bending Stress Ratio = 0.445: 1 Maximum Shear Stress Ratio= 0,094 : 1 Section used for this span W1 4x22 Section used for this span W14x22 Ma:Applied 36.882 k-ft Va:Applied 5.901 k Mn/Omega:Allowable 82.834 k-ft Vn/Omega:Allowable 63.020 k Load Combination +D+S Load Combination +D+5 Location of maximum on span 12.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.382 in Ratio= 784>=360 Max Upward Transient Deflection 0.382 in Ratio= 784 >=360 Max Downward Total Deflection 0.722 in Ratio= 415>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 OVOratt Mg)00-Ant bet100100CoiNsmaNinatimagivia Load Combination Span Max.°-"Def Location in Span Load Combination Max."+'Deft Location in Span +D+S 1 0.7223 12.571 0.0000 0.000 iim:yottootiRo4otiooc,:iii:.;:lintivpiii.:a:9:::,gil.,tilmuomisoniiSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.901 5.901 Overall MINimum 1.666 1.666 D Only 2.776 2.776 +D+S 5.901 5.901 +D+0.750S 5.120 5.120 +0.60D 1.666 1.666 S Only 3.125 3.125 I I 1,3 I I I ivy 11..,.v0(N1 t,( V Stc,.Q ,"12 2 Swat-14G;; v L,) C.t S I �G 2. q Op22-1 ..,- - ,2,,..3— n so v va.� A-r G \,o �. , : 3,S StveA ‘,41c a W psi 'c�� Wim,-\ ��-�.-„L- ,0 � t b P 1 ^'G+{ J 4gj'�L-) 4,` . I l t61-k--- �i , I` fir'kI c...16'' "fe I, S 114e-u t- a•, b C , l ,7 Cu sc k' ') 1 ►eC^s "r1.7-L ice' I R , (' (v1,, ) = 1°2,71 VL,--V 0 s).. i /) I3-2 .s' f 1 tIA4=- - - ' 2� _ ___________ (t) y. w 1 : (-1-1x20)-1-(7.i.(161 ') 1-1.,a i e7 A 1111EAKTM RIPPEY t---1`°- - e V I, k..-t-0 `' BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W, Beveland St,Suite 100 JOB NO 2 a I Tigard,Oregon 97223 - Phone (503)443-3900 SHEET 8.1 OF 8.28 I I I I W al's (,tom to. 6 I "P 2.0P A s?, (Ar.„e.„,r % 021) 4- /61 iot„F- ( k /C / k77 ! 7, III I aG/4 w1 '3n4e? (ey\ n ) �®/ . VE„ !I God I r r54 ( t l 3-7 3 • P's- I i l Y 1TM RIPPEY BY DATE YYN., CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB No 1 Tigard, Oregon 97223 C, Phone (503)443-3900 SHEET C 7 OF I' 1 �� 2- WAS irC v"" r b L= 12x o k W3 ZS — ti 6i k fir+ r C� , h �s r (o.�tt'{ 2i t, Lo GAS CS. I I, 1 ,2 +I CO , y 0 ek rc t✓5�©'� I1F iTM RIPPEY BY Z1'41' DATE CONSULTING ENGINEERS CHK BY DATE I 7650 S.W.Beveland St, Suite 100 _ JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 85, OF i' I I p' --1 i -- I 1 g (c A ) -: kc` col Pw3., 7 A �` / QQ 5 i,0 = 2,11,-, C l„AA r. mw«t 1.,.1e-I. U ft, ) I I I 1 I I I I I 1M K TM RIPPEY BY DATE I CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 10B NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET g. of Ex 1 I 14s 4/2 N2 w N4 1 1 i 1 - 3 I i A " 2 . c I Envelope Only Solution SK- 1 Apr 12, 2018 at 1:50 PM Grid A Frame.r3d I Company : Apr 12,2018 IIIRISA ZI:ruMber :: 1:51 PM Checked By: 1 ANEMETSCHExcompAtly Model Name : I Hot Rolled Steel Properties Label E[ksil G rksi1 Nu Therm 61E..Density[k/ft... Yieldiksil Ry Furksil Rt I 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 NIEZENI..:ii:fii:1116572066.0tiliEig29.0.00gii..IN-i1115*-0i;iilini•i.4:-.i-fli-iiIii'f.i.i ii:,..i,111.,•i!'i:i$51Eggli',,:1101.11,149..Egil...41.1'.',iii:iNiSar,ii'm i'itif:',144,1,:mo!9.'1..S.1511P:111:N'f-g•li1iAiE1::::gi'i.:0 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 tigr:A8005dCIBIRNDil E20000filiEi gi11154',iiiiill:i::Nii:iiiiiiial:Miiiii'a ilgggi,66:::.gi:!ii...iiii:li::::giiiii521iie:;.:.',..g:gi.i.ii42ii',"jtiT.9:::':' 1.4 58 Iii•ii:g':::10:1',!!iii.:ig I 5 A500 Gr.B Rect 29000 , 11154 .3 .65 .527 46 1.4 58 1.3 NiteRifi:EgigiA88-i;i0.:itglii:iiigiiiii,29000in ii:E11154VE i:iiiiiiiIiita'AilaitiE:!:iiii'iTe•--0-.44-,Vi:10',4ViTNI:11,1:!•:i.igi'ii'i::':35kililli:iiii 1.6 60 Niill:ii',i:',-,liZig:ii 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 I Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[in21 Ivy Iin41 lzz fin41 J fin4l 111 1 Beam W14x38 Beam Wide Flange A572 Gr.50 Typical 11.2 26.7 385 .798 i0.:,21W1040iiERZIObliiiiiiii:PIii.,WidkiE140014A87Gt: .( 1)/Platrikr:::;;il:!:::•iii:IlVtfet:'..1:1.24.4:14:.: gkilMiti1:3: il.1:111i‘i:1400:1?;:in in I Joint Coordinates and Temperatures Label X[ftl Y[ft] Z lftl Temp[F1 Detach From Diap... I 1 Ni 0 0 0 0 Siikgil:',:j;::i:Uggi.i'ili.:iniT:i.:1NViiglilig:Igilia::::di',:n.:;':iti]i--;i--iii-j:::iii:i.:iiiEi-1.:iriigt-fi;:g:Rig!tiii:iligi,gi:illaiill714101,IiIiiliiti:Higiiii:iigiNtIgifigiiiiliili.H.!::::',..ESINgaiiaiiiiii.iiiREE.E 3 N3 20 0 0 0 11‘•!1:;i45iii:.i.iVilasip:!:Riiii.:!:i::,:g.,:iiiiN&siiiiii:Ertilgiiiliiii-j8 HiSiF.:::RiSiEE,::20.!,:niiiinE iNgtill 625xisiiiiit 1.missiisizsisim iissiiiiiaiiiiimilastisiiiiliig-i•::iii.-:-,:isiiiii.1.;:i,iilutiiii:;;!iii-iigigtsi:..,:it,?: I Joint Boundary Conditions I Joint Label X[k/inl Y 1k/in] Z Ildinl X Rot.lk-ft/radl Y Rot.rk-ft/rad1 Z Rotik-ft/radl 1 Ni Reaction Reaction Fixed Fixed Fixed 2gi.g:!;g:41::-MPEUN80a:igggligi-:.',';;•:'-i;i',']:.]:RSACtiCiiiMN Reaction Fixed 1:figillignigNigiitilia agianitilignigin fiNiViiiiggigigiNtili 1 3 N2 Hot Rolled Steel Design Parameters I Label Shape Length[ftt Lbyy[ft] Lbzz[ft] Lcomp top[fQLcomp bot[ftl L-torqu... Kyy Kzz Cb Function 1 M1 Column 17.42 Lbyy Lateral 2 M2 giColumn g- 18 25 ii.nigL1JV:•-ii,11illigl NEVAIRAilitigAIE Oligglili.MigligiN infiggia Niiligili.,iiii...!,1,,i:40.0tOtr 3 M3 Beam 20.034 Lbyy Lateral I Joint Loads and Enforced Displacements (BLC 1 :Roof DL) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad),(k*s^2/f... 1 N2 L Y -7.7 giii2:irainalligiiiggignigiNgnageMERgilliiii:PMESEREMPOERBEINIE i':11,ii;NEMBREVSKiligg'inggi gigigleigi-I-Vg:;-:g:ft'aZtiginggi'MniiIii;i1:: Joint Loads and Enforced Displacements (BLC 2 •Roof SL) I Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N2 L Y -5 l441ll:iSili:iiEF,ii$iE:!llEiiiiiiiii:iiiESEi]FLi]!Sbi:glilgitgiRili:ii:lEil:iTii-ili!iE:iEF:,'..i.SEi...1. i• 'lE llE3iiiiie590EStiSE RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Pavillion Calcs\Grid A Frame.r3d] Page 1 I e3,‘, Apr 12,2018 Designer : 1:51 PM ' ICompanyIRIS Job Number Checked By: ^rar:MMICHEK4:: ?..4PANy Model Name IJoint Loads and Enforced Displacements (BLC 3 : wind) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^2/f... I1 N2 L X 6.2 Joint Loads and Enforced Displacements (BLC 4 : Seismic) I Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad), (k*s^2/f... 1 N2 L X 6.9 IMember Distributed Loads (BLC I : Roof DL) Member Label Direction Start Magnitudefk/ft,... End Magnitude[k/ft,F... Start Locationfft,%1 End Locationfft,%1 I1 M3 Y -.16 -.16 0 0 Member Distributed Loads (BLC 2 : Roof SL) I Member Label Direction Start Magnitudefk/ft,... End Magnitude[k/ft,F... Start Locationfft,%1 End Locationfft,%1 1 M3 Y -.08 -.08 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 Roof DL DL -1 2 1 3 wind WL 1 :'44 Seismic RI_ 1..: I Load Combinations I Description Sol...PD..SR..BLC Fact BLC Fact BLC Fact BLC Fact BLC Fact BLC Fact BLC Fact BLC Fact .BLC Fact BLC Fact . iig1 YesY 1 1 2 2 1 6 3 5 2... 2 Yee ..Y.. 1 2.: 2 412.It:;! ::',: 1 3 3 Yes Y 1 9 3 1 1 4 4 Yes Y 1 1.34 4 1 2 .2 5 5 YesY 1 .76 4 1 OI:agi:i'll:elpiSLiii'i ..... Y>. 1 . .1.2:; `1 .16. I Envelope AISC 14th(360-10):ASD Steel Code Checks I Member Shape Code C...Locfft LC Shear... Locfftl Dir LC Pnc/om[kl Pnt/om f kl Mnyy/om Mnzz/om Cb Eqn 1 M1 W12x40 .408 17.42,4 .045 0 y 5 150.073 350.299 41.916 142.216 1... H1-1 b �2 0 ... :1/., 4167535O299 ..41:<916. ,142 21:6 1 H1 '1 b ,, lUl2 ,;i...i .iN.12x40� 551. ,16,2 4. 'D$1 �3 M3 W14x38 .486 20.034 4 .103 20.034 y 4 69.436 335.329 30.19 153.443 2... H1-1b Envelope Joint Reactions 1 Joint X fkl LC Y[kl LC Z[kl LC MX fk-ftl LC MY[k-ftl LC MZ rk-ftl LC 1 N1 max -1.036 1 18.757 1 NC NC NC NC NC NC 0 1 ;i2 .... : min -3.133 ESS-1.:,i ,: . :1657.:::: 5 NG NO ,.. ....NC NM NC ..... .NC ;D .. . : 1.. ; I 3 N3 max 2 064 1 24 659 - 1 NC C 0 1 0 1 0 1 .44 ,:: ..... min. . -3.917 :: 4 �=4.073 : 5 .:<. .N�..< 111Ci 0:' ... .1:; � 1 , .....: >� .. 5 Totals: max -3.1 1 43.416 1 0 1 IRISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Pavillion Calcs\Grid A Frame.r3d] Page 2 811 Company : Apr 12,2018 IIIRISA Job Number 1:51 PM Checked By: Model Name Envelope Joint Reactions (Continued) Joint .... Xrki LC Y.(II_ ..... LC Z LC MX rk-ft.)... M4.Fk7f!1 LC Envelope Joint Displacements Joint X ring LC Y finl LC Z finl LC X Rotation F...LC Y Rotation f...LC Z Rotation f...LC 1 N1 max 0 5 0 5 0 1 0 1 0 1 -5.879e-03 1 P1IfaiNg11:1•0OKR 3 N2 max 2.143 4 -.001 5 0 1 0 1 0 1 -2.276e-03 1 I 5 N3 max 0 4 0 5 0 1 0 1 0 1 -6.985e-03 1 1 0 1 0 1 0 1 ..KM54666-02 7 N4 max 2.139 4 -.01 5 0 1 0 1 0 1 -9.554e-04 1 II 040 1 RISA-3D Version 16.0.1 [P:\...\...\STRUCTURAL\CALCS\Pavillion Calcs\Grid A Frame.r3d] Page 3 I I RISAConnection version 8.0.0 I IIRISA 04/12/2018 ANEVEMC;:%-g.:: i.1-)5W>ANY IGlobal Parameters-Description: J Project Title LT Pavillion . . . . . Company . . . . . TITfr • I Designer Job Number "— " "" ' rnt .. . .. ..... . ...... . . ..... . . ........... Notes Grid A moment frame . IGlobal Parameters-Solution: Design Method AISC 14th(360-10): LRFD Bolt Method Center of Rotation I Weld Analysis Method Center of Rotation Consider 13OltiliOleDefOrmation?. ..Yes:. .. . . . . Check Weld Filler Material Matching? Yes I Cheok!ROtatiOnat:DtiOtiliW . S . Full Shear Eccentricity Considered? No PiaitiO:Panel2one Shear: Deformation Considered?-. Yes' ::No. . II Connection 1: 2D Views Column/Beam Direct Weld Moment Connection ISide view I . 10.07 x . . -, •41 i4gy.x.v --1 • •*At• • S A--------,1/ t 1.4 4 I 1 Pr, ,,,,,,,,,' vil il , 1 I I I ,,...,, ,:"A„,...p....7%,...,„0...#., # #1. * rii;-f-','C4:z.,iiir4 IN i ill 1 1 agg.p0":"A W-70 11 4 OiMk.k.elk, ., ' /,..0 I 4_ - is.doulo ilpai 1 1-000.0000•,:e. •Mill irat..:,..''.•*OA'', q I !lis :'tkt, NO44-il ,0 m omi ", ;e0S4...:emziem6, fw "wvoriv-ml WiMMi. K.:5innattribikafi #, ,-- imme::::0EamiEggi-mst oilmini, :.slaiNE-;imasiemouggle I • ....„„„,.,„:„:..,.,_.,..::.„.... ,„ ..........-... •-----..........•.............._ ,,:r..-„....... ...... . ---- ------------- - ---%,,,, gre5K,:ziEmmig}mE -.:,•:, ..--AA,,,,,-1,-.ww#,- ginint*A-r A' 1 ;Prti41041V4q I ilhaNdifigfAlW t k .430 F.,...........oe I IRight view I I Page 1 from 5 I 10.87 / i 8 14 ,i!!!--;---7( ii I A I iL-24:-. 'i''i•K''''''''''''W*84:84 ,.". ..-.1.:,....4,....; magotretagaggalrg, Toggaremapgiw ----" I •.;Qm:vb:40.,*-Rafgummurigglis 0:::ignignowvola AoRmotignigq:APTOVI Itilliege0:40: ON, 01114004_1:md:,.*ki- liAshasonmEti, LitallitteitioL:AblAt 3111WIENNAPOli 1111111111513,1111,1111-044.4 4001.009:400t it4Eragiatm*Pottatilli "eiiteigOketA Apjtkraggi.N.10.4.1.,,"AA ItstImaterta 4....,:a...,-A,:::Awtome444 tragoviivAsay I .%w.a. ,•-"....14D.g34::S54-VO4:--••-.: itoVsirPAt0AVel,p, ,,...•.,:4-.Nnwiale- -.;?,:-.,4,,, vimwro:aig-: ,t,?? e..,,_..zeg c,— ,..,00.,&.*.ii?•$H33NEMO.W4.--4-5:i ••%/1"0g0.00',iiii.S:1;iiiP.S.,:* 1 ClingWOMBSVIe ----.----.--...............---„-----------------„---------,,..„..,...„,„„....--...,„...--...„.„,,,,,,,...-..,.......... • . , . „. . . .... , Top view I I I 10 07 I .‘,,,g:.,...:.:.:.:.::....:.:..:.:.:...,:...:..,..:.:...:.:,'':•;;;',4 `.,g-gfr,477-5-gt..•*gAWNiflrfil li‘..44.41.4WCIL,:,;,4 I " :'''''''. 0V4.*-- ',,v•,,, / 1,,,,,,,:.-•-•'---; --,-,,,,,,,,,,,,,,,,•?; ...,,:i.g.o.,,, ''R.,,,Et--1,:amgoo,,,,:,,,, 111 I I I Connection 1: LRFD Results Report LRFD I Column/Beam Direct Weld Moment Connection 1 Material Properties: 1 Page 2 from 5 I Column W12x40 A992 Fy-=50.00 ksi. Fu=65.00 ksi IBeamPlate W14x43 A992 F1=50.00 ksi Fu F.'65.00 ksi PO 38x4.59x 1,08 A36 Fy=36.00 kst Fu=58.00 ksi Transverse P0.63x3.86x 0.87 A572 Fy=50.00 ksi Fu=65.00 ksi ...,, Stiffener Gr.50 I ; •' . • Input Data: Shear Load 4.07 kips User Input Shear Load Moment 694.00 kips-in User Input Moment I , . Axial Load Puf c 4.20 kips 54.80 kips User Input Axial Force(compression) Required Flange Force(compression) 1 Puf t 50:60 kips Required Flange Force(tension) . •Top Column Dist 7.00 in User Input Top Column Dist , I Column Force' 13,30 kips User Input Column Force •Story Shear 6 90 kips User Input Story Shear Se civic Detailing Input Data: Seismic System OMF(WUF-W) User Input Seismic System Gravity Shear,:Vg 4.07 kips User Input Shear due to Gravity Clear Span,L ' ' 230.00 in . User Input Clear Span oft3eam R*Mu 2254.00 kips-in User Input Required Moment for OMF R*Vu 13 20 kips User Input Required Shear for.OMF Note: Unless specified,all code references are from AISC 360-10 I LimitatioLnismit State Required Available Unity Check Result Beam Weld PASS .. ... .... ..., . ,.., , ..., „.,„,............,.....,..„....,......................_ I Flange Weld Limitations Beam Web Shear Yield 4.07 kips 96.81 kips 0.04 n/a PASS Plate Shear Yield 4.07 kips 89.75 kips 0.05 n/a IBeam Web Shear Rupture 4.07 kips 94.39 kips 0.04 PASS Plate Shear Rupture 4.07 kips 108.45 kips 0.04 n/a .„,.........„,... ._„..... ..........., ....... .,......... IColumn Weld Strength 4.07 kips 130.88 kips 0.03 n/a Flange Weld Strength PASS I Beam Web Weld Strength Beam Flange Tensile Yield 50.60 kips 190.80 kips 0.27 PASS PASS •• Beam Flange Tensile Rupture 50.60 kips 206.70 kips 0.24 PASS IBeam Flange Compression 54.80 kips 190.80 kips 0.29 PASS Column Flange Bending 50.60 kips 74.59 kips 0.68 PASS IColumn Web Yielding 54.80 kips 45.43 kips N/A Column Web Buckling 54.80 kips 67.72 kips 0.81 PASS I Column Web Crippling 54.80 kips 87.89 kips 0.62 PASS Column Panel Zone Shear 59.60 kips 94.78 kips 0.63 PASS .....,.. ...„„.................... ......... ..... .. . .. ............,........,.,..,. ...„..........,.........„.....„,„„........ ..... ..... , I Geometry Restrictions For Stiffener . Stiffener Yield at Column Flange 9.37 kips 147.66 kips 0.06 PASS PASS Stiffener Shear At Column Web 9.37 kips 230.25 kips 0.04 PASS I Stiffener Compression . . 9.37 kips 127.18 kips 0.07 PASS Stiffener Weld Strength at Column Flange PASS I Stiffener Weld Strength at Panel Zone PASS '. .... . ... . . .. .. Flange Weld Strength PASS I Beam Flange Tensile Yield 171.15 kips 190.80 kips 0.90 PASS Page 3 from 5 I Beam Flange Tensile Rupture 171.15 kips 206.70 kips 0.83 PASS Seismic Material and Geometry Limitations PASS I Seismic Width to Thickness Ratios n/a Seismic Moment at Face of Column 2254.00 kips-in I Seismic Weld Limitations PASS Seismic WUF-W Connection Detail Limitations PASS Seismic Column-Beam Moment Ratio n/a Seismic Column Weld Strength PASS Seismic Beam Web Checks 0.14 PASS Seismic Column Strength N/A Seismic Stiffener Strength PASS Seismic Column Panel Zone Shear 171.15 kips 94.78 kips 1.81 n/a ll Connection 1: Connection Properties I Column/Beam Direct Weld Moment Connection Connection Connection Title Connection 1 Connection Type Column/Beam Direct Weld Moment Connection IISeismic Detailing Seismic System OMF(WUF-W) Shear due to Gravity,Vg 4.07 kips I Clear Span, L 230.00 in R*Mu 2254.00 kips-in R*Vu 13.20 kips Connection Category I Beam Connection Welded Column Connection Type Flange Transverse Stiffeners Yes Web Doublers No Loading Shear Load 4.07 kips Axial Load 4.20 kips Moment Load 694.00 kips-in Top Column Dist 7.00 in Column Force 13.30 kips Story Shear 6.90 kips I Components Column Section W12x40 Material A992 Beam Section W14x43 Material A992 Plate Section P0.38x4.59x11.08 Material A36 I Thickness 0.38 in Width 4.59 in Depth 11.08 in Transverse Stiffener Section P0.63x3.86x10.87 Material A572 Gr.50 Fy 50.00 ksi Fu 65,00 ksi I E 29000.00 ksi Full Depth Stiffener Yes Thickness 0.63 in • Page 4 from 5 Width 3.86 in Depth 10.87 in Column Weld E70 Type PJP Effective Throat 0.38 in Beam Weld E70 Type Fillet Fillet Size 5.00 Sixteenths Moment Weld E70 ' Type CJP Transverse Stiffener Weld E70 Type CJP ' Web Weld E70 Type CJP Assembly Column/Beam Clearance 0.00 in ' Plate Vertical Position 1.31 in WUF-W Connection Dimensions Vert Access Hole to Plate Dist(a) 0.25 in Plate Distance to Taper Start(b) 1.00 in ' Plate TaperAngle(c), degrees 30.00 Horz Access Hole to Plate Dist(d) 2.00 in Vert Plate Weld to Hole Dist(e) 0.50 in I 1 Page 5 from 5 1 �-1P 14c OC4�k V 111 3 CP 1 st, I '\1 G V" _- �� ,l : W\4 K2.'L I't` - \ • � zsc, C 7, k ?z01. 2R CC..C) 1,q2 St 2,---0 " 1t67.- e p b� o.9s� I 111 C(e_A e c- --4- ,C.: I 1 ATM RIPPEY BY r DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO Tigard, Oregon 97223 , Phone(503)443-3900 sHEE tt4 OF 1 t E M3 4x s° ^� N4 4161 ‘,0 I (rix;1 i r - �,� 2 1 1 1 I 1 Envelope Only Solution SK- 1 Apr 12, 2018 at 2:19 PM Grid 1 and 2 Braced Frames.r3d Company : Apr 12,2018 IIIRISA Ej::illnuerrnber E. 2:20 PM Checked By: I AE -If(COMPANy Model Name : Hot Rolled Steel Properties Label E f ksi] G f ksi1 Nu Therm(\1 E..Densityrk/ft... Yield[ksi] Ry Fur ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 Yi:i2iIi'.i:.i..iliii:fi:fA572Gt6.0-r-..t51E.kii 02900111M l'.1flit1164!ni -.Ni.,:.:5-1.4--i=i,F!IP:iigil!ii r.::',.IEN.65:Iftilf.':dil,:gi'il:Ilill.549A.:1!:01.[..:i4:.',:i,l'Ellgif$03-iggifi'f:i:iii1011:110ge i'i.:;',.!:,i1::i-ilj.:!-.65.1laigg:'.iSliSiFiglifigigt 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4N: ..A500.GitiElfaNai-1 f:ii:429.0001:a 1.11:51:11154it gaiiIiiiiIViiii:ffi:fiifil:iiINISMill:i :!.,i1i1M621,:iii?ifg ii.-,i1.:!-.tf,'...421iIiilf.;;Ili ,iEEi..f.i=iZ.TWIEiiE!IE1--ff Iifsi-fi't 68.6111:1.111 ....::ig!.':...1:54i3:gilii..:1.,1, I 5 A500 Gr.B Rect 29000 11154 .3 .65 _ .527 ._, 46 1.4 58 1.3 ei:!:1:i:;:i:•1:',•j::.:!..:i11:!;i1rA53Giti81!:1',111$1'11.:11,:1':II:!'290.0.01.1:!:i.:iisl 11154 .3 :i1101:1:.16$11::',Ii:ii:iii :SgliAR:II:IiIE:MsErE35IiiIIIINI :;::il:i1:•!Ii.,.611!'il-EiVilil.,i:gE06;i1:1'1:!E:1:1'.i1:11:11:iti1aii'ili;tii 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 II II Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A fin21 lyy fin41 lzz rin41 J Fin41 1 HR2 W10x39 Column Wide Flange A572 Gr.50 Typical , 11.5 45 209 .976 .--1,':'..•::,,i: i'lgilii:HRSTiggi,g4i',II-6x5$61i.g rgiiV$J1id.tig l':A(6010600.10. :'•:AS010.ii6!:1 2:-.Typical ligt;:::-MiZeOfftjlo...,'-8:',1,610i.:!i::'mi'ill110.. Eigill'igist.(33fig 3 HR4 W14x30 Beam Wide Flange A572 Gr.50 Typical 8.85 19.6 291 .38 Cold Formed Steel Section Sets I Label Shape Type Design List Material Design Rules A rin21 lyy rin41 Izz rin41 J rin41 1 CF1A 8CU1.25X057 Beam None A570 Gr.33 Typical .581 .057 4.41 .00063 I Joint Coordinates and Temperatures Label X Iftl Y[fit Z rft] Temp FF1 Detach From Diap... I 1 N1 0 0 0 0 210 iliiii..i.:ii;:lii;ii.Olinligia:AiiNamSiii:M:gfelig.p:iMigi:::::ilaWil-iff*if.ilillii:10,---1:i:.!i':R.R:fyiiit Viggiiil'i,.!:,,,,RfisEiiiMilMiVNI)ggil.!...iiggi.; ii.:10:60,:iin0iii.iiiSTP:iiiiiiil itiiiiiiigi,;,•:i:!:::Airmili:iiii:1::::::i,",;i•gi:in. 3 N3 0 17.42 0 0 4:R;f:!ifaggigitii:f:qi.i.i]ili.in.::31E1.:11N4ilitOgif:1;iiggifineN ilii-CilliMii.:;',If.i25:1MigreiP:'gniSi::;;:.147442tialitli'&i gi114iiii.Eit:IN0OSaiiiiiiiligqii:2;iii:::-P:::if:r:::nNE:10.1:F:Eligiitifsi:::Mi•i.:;41].,:liPi. .i.:',i1:1.!iiiNiiiiE42::i:ail I 5 N7 12.5 8.71 0 0 Joint Boundary Conditions I Joint Label X[kiln] Y irk/in] Z[k/in] X Rot.[k-ft/radl Y Rot.fk-ft/rad] Z Rot,[k-ft/rad] 1 N1...... Reaction Reaction Fixed Fixed Fixed I 21i6- Hot Rolled Steel Design Parameters I Label Shape Lengthrftl Lbyy[ft] Lbzz[ft] Lcomp top[ft1Lcomp botrf-t1L-torgu... Kyy Kzz Cb Function 1 M1 HR2 17.42 Lbyy Lateral 1 2il:i:!1:..l'itit:MVIIViii:iiiiiiiiiHR2 Pgil:V17A2:gi:1$1:iiiii:iiNlii:IN:Ml•.:1:1'.1:111!''.:;11:K-f.:6!:•::::5..E:'!gil:i'1111!:11ttiiifilin!ii:iliinilfifill:ilfinOi iffil.41.41111g 411',51.1i;i:igg Itflgin 1:11'14:1111:11,F,1:40001: _3 M3 HR4 25 6.2 24.75 Lateral 4:51' :11'R,i1sil'illi':lakii!lif.,!:i:iiiii:EHREVES.f:1$136ii Iiii.iiii:iggiiil,:-A.:Iii--i..:i:i:i, .i:',1..;.i:11!iiIIH]iEli::01'ill::Eiglibikiligt FiEllgaggiiitifif grialig.1.:FigNitiiii iiagiN i:iiiiiilig;:!;iiiii$1:4fOrOP 5 M5 HR3 15.235 Lbyy Lateral 6 ,..:.:1::i-i.i.gRi.M.61:',:.i.::i:ii!6 HR3 15.235 itiggtibViiiii'.4:1%i:iiiiiniii.giNfiiiiiiR1 lifinniiii itkigliii11.1 Eltiiiiiinig il,:iiiii.E.::,,E Iggitil... 7 M7 HR3 15.235 Lbyy Lateral I RISA-3D Version 16.0.1 [P:\...\...\...\...\Pavillion Calcs\Risa Files\Grid 1 and 2 Braced Frames.r3d] Page 1 I g 1( i Company Apr 12,2018 ISA Designer 2:20 PM Job Number Checked By: AN(;M;:TSCHr'KCOMPAUY Model Name . I Joint Loads and Enforced Displacements (BLC 3 :E) I Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad),(k*s^2/f... 1 N3 L X -5.3 I Joint Loads and Enforced Displacements (BLC 4 : IN) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad),(k*s^2/f... 1 N3 L X -6.2 IJoint Loads and Enforced Displacements (BLC 5:) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/f... 1 N3 L Y -7.6 N4 L Y 31:5 I; Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 5 3 E EL 1 4 USC ': .... AUL. '> 0 5 NL 2 1 Load Combinations I1 Description1 SoLYes..PD...SR...BLC1 Fa2 ct...BLC2 Fa1ct...BLC3 Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact.. Y 1. .6 .5 2 Yes 1 1.2::. 3. ....1:. 2.. :5 3 3 Yes Y 1 .9 3 1 Mii4E tiniWitlit YesY' 1 1.34 ttg .1,.....2. 2 5 5 Yes Y 1 .76 4 1 Envelope Joint Reactions I1 JointN1 max 3.952 X[kl L4 C Y3\2( 2 f712 kl LC1 ZNC f kl LNCC MXNf k-ftl LNCC MYNC f k-ftl LCNC MZ f0 k-ftl LBiiC C 1 2. ;:: min 2.897 1 1:4 096 ! a < NC.: :.. NC', .., .NC:...... N'ai NICENO:ilTg'i'., NC 0. : VIM 3 N2 max 2.801 5 9.96 1 NC NC NC NC NC NC 0 1 I4 miti., .. ';247 1. 42.6'7 12. 42 . NG NC NC ....: NC NC NC 0 . 9.' 5 Totals: max 6.2 4 1 0 1 6 min 2.65..... 1 13 872 5 0.1... , 1 I Envelope Joint Displacements Joint X finl LC Y finl LC Z fin) LC X Rotation f...LC Y Rotation F...LC Z Rotation 1...LC ! 1 N1 max 0 1 0 5 0 1 0 1 0 1 1.28e-04 4 2 >: ...... min 0 ..... ..:.EC1IMIROMMO iiiilte ..0 .1. . . 0.. : 1:; 0 Mlii7.692e 05`, 1 3 N2 max 0 1 0 5 0 1 0 1 0 1 1.032e-04 4 min ;0 5 0 1 .0.. 1 0.:. 1.,: 0 1 !.•iCg2640Siii iiiIliiliii: 5 N3 max -.016 1 009 5 0 1 2.772e-08 1 -1.34e-07 5 1.28e-04 4 >0 min -.027.. 4 . 024 . 1 . . . . 0 5... A. . : .:.5 -6:81;8e 07., .. 1 .. 7.692e-05 1 IRISA-3D Version 16.0.1 [P:\...\...\...\...\Pavillion Cales\Risa Files\Grid 1 and 2 Braced Frames.r3d] Page 2 I Company : Apr 12,2018 2:20 PM I I RISA .11,:l:Illnuenriber . Checked By: i A NE-Mill-SOHO<COMPANy Model Name Envelope Joint Displacements (Continued) I Joint X[hi LC Y[ml LC Z[int LC X Rotation[...LC Y Rotation[...LC Z Rotation F...LC 7 N4 max -.012 1 -.001 5 0 5 0 5 -4.636e-08 5 1.032e-04 4 :1.:.V.jin.i.;:iii.•;Eilii!Yli-::!gi?iViliSil:!Zil-!i•ffiliill Itilli;.;E022tif':::::..:]4-..]:.i•Iiiii.•••P;007i.M1111.,i1 0GIN.::::il'2,14igrl.:11-':a27 .om8.Tf 4:11::11.1.42,,..05s*ot::i.1.1.4,14.1.ii.:.6026.;05:R if1.5.0 5 i90.„„.:.,,..,,,,...,,,.,N,7,.,,,....,...„,,,.::,.:,,.,„.„,„,,mtnnx::..„.„,:,::100014.„.„.:.:.::‘,,,..-51,,:,,..,......,::00 ,17.,..,:.,„..:,....:,:.,::51,:,.:„:,,,„.„.„.,_„:,00;,.,,,:„.,.,:,,.,1,....:::,ii13.:,8144ee.-,00,7„15„...„-...2.1....2594,97ee:0065,..,,,:51..,:„:, ..90:6e-,g:::„:..:„1„,,,„... Envelope Member Section Forces Member Sec Mialfkl LC y Shearfkl LC z Shearfkl LC Torque[k-ft_ LC y-y Momen... LC z-z Momen...LC 1 M1 1 max 30.605 1 0 1 0 3 0 1 0 1 0 1 gititkliliggPiPagggillgli Raili.i.!03 iletitnft:157211gfSS.1eMigt0g-,ifilliTi It fliiii:NiiigiORIKIIiililiilliii;14111HitiiiINAIIMIIE:i151:1;iiffiNailiiiiiiiili;iifliSiii:gi8i1i4ggifiligliit1if 3 2 max 30.4 1 0 1 0 3 0 1 0 1 0 1 I Aglig igki-ii.R•ii.gP:i-'4iM.g.,iii•;.40 .--i-,i':Ri:il.,Pi:!•it.iliiii:,•:iiigliii1542:11:$1,ii!'5iiii PgVIENER'j.litill.i$i',itid",WII:ViNi iiiiiinilinqPiiiiiii'il gtilP.:':gl'i:1iiii0.1,R$111-$1.;:!..iliSlig:;',iiii;:::eiRd:;N:RilKi8::1111,I;i1 5 3 max 30.196 1 0 1 0 3 0 1 0 1 0 1 0:!!'i•-,.i!i .i.1:iig0.$11811:i,,:iiiggigililllj:liOli:Iiii•ii::1!iii.:iiiiiff IFi•:•r.11A.4311',I'Ll'.iti5.:Jiil.•.iggI1011)•Aigli]i-g:• 4C.:01Rii.:M.0 .IiiliigiUll1fill',6:1...g.:0iEliitil':!EiggI ge;',:i:.iifflig0.1i':ii%:!:1! 5 0 illi':!': „ill 7 4 max 29.991 1 0 1 0 3 0 1 0 1 0 1 :. 0.1::,1'.i...i:i:19,!;i-Miggii:g111111:10.41.I:iiii.111;!•inTi:I.i::i 111iilii...t1283iig 111:60.0445:01ging MIS il..:i''.:IiNgi'llYsiiii'iii-iie lAt',ii iigill--:;1:2011g§ig iII:60:.iiii.g'ls,..01g(Igi'i':.!,:ii'Aili igViiR iiiiii::FRO.Uffig::g Ri:....4:li. 9 5 max 29.787 1 0 1 0 3 0 1 0 1 0 1 EiliiiiiirligisiagifiSigNii;i1.:1161garitiiiniiE•,::iii;i41146:40 41.5gi.iliiitiiit0i4gMilli itiMi=ilgi.ii.i.laig:Mii$Iil'-N4i5 IVRItianigg It:Sii PR:g:;li.O.:IgAiM g:Viii!i- 0 1 11 M2 1 max 9.675 1 0 1 0 1 0 1 0 5 0 1 .i.l.'.Zi•ii. mm lillM50 lAi:..55.'0:1:',':'aiii',ii.::tiiiig,,:.'54.$0.';,:ggiRili:11:giggi!i 5.5!1A,.igag:-11:1;:rgligili 1VFiii iNg:IiIi:ViUtii4131•:i MiggitlY2PiR.:RilEi 13 2 max 9.47 1 0 1 0 1 0 1 0 5 0 1 R111Wa.!•!•0!.IiiIi!--Ii!ig,!Iii...§!.ii.:55:Rtig',i.g.:i1:6151:15:igi!i•iltiiiiiI1 iiiiiIiIiii5.255E IT.:i5.1.i.ii ii.liSii!iii?D.:REITIN.1•8:1.illi.:Iii]; 0iiiliiiiiiiii...Etli...:',iiiiSI.Tigi0illi$11iliii:SS:IIT: nSiitia IR1,1-iiii iiininini TAM 15 3 max 9.266 1 0 1 0 1 0 1 0 5 0 1 ---' 160.:iiilfillailifi:fliggq:E:ii:i1:Ei...giggii:II....:iniiiiii iiiiiii.Ang!...1$5I iiiiiiiiiii;iKii:0102i 1 :;11B11.111.41SiEraiii!'.1t4i'd igilllibliiiiiligiii1,tii,11-41:11.IIRIllii:SiEll 1 igatild&i:filti 17 4 max 9.061 1 0 1 0 1 0 1 0 5 0 1 _ 4 11110iiii$1.8110RiggiiiSER 4§iilig!lifitiltifit.01.if.Oetigil lilei!iiiifilgiliir0 iil-Pii•Olbatigil0 iiiiiitglia•iiiiii5 411:11:11g 0 tigrnitll:iiiilliting:VitgliNtiiii41460.sliiiiIS 19 5 max 8.857 1 0 1 0 1 0 1 0 5 0 1 201'jitillfglEtilig5111;li OIRIi§:::iIiiIiit Mild1i100iiiiillf:If!:til.-:::ligi$010:135::;:Eiggi!g! 1 0 i':;:;5?if.:.,i:?,igkitiiiIii:.;:1:-,:,i!liES ESN igq3150.1 RAM gititi:10Pag ii'i'itti.: 21 M3 1 max -2.534 1 7.502 1 0 1 0 1 0 1 0 1 fti2241 iiiIIRgil:ifil'ii.ili]ifigEARi t-iIiIT:gliiqii 1:iiiiiit lil]4'1646:;I:iii1414,;i1 it]i21007ili 5 iSfililfgOifilliffiti':tilig Ift;::ii'ii;',01iiliiiigfr,"ir ii.l1":Si Iiiiiil'iiiii0IF6:-;:iligi Is.:-..I.E.:[iil.iiiqkiii0':ig:?:.e,gig.1:11i::; 23 2 max -2.534 1 7.276 1 0 • 1 0 1 0 1 -14.474 5 III24:figf'':lil:.i't':ilinfiliiiil;:i:'filli::iiiigrgiii'.ii---filTrflill teilitid5N0164Sfiiig,514'S iilli2244glii 5iii:5iiiitiONA0NNIE,iiiiVil.:gilgigiViiii?,:fiM i,',S1::::;]'...,g,',59:titiginiilillii.:r.,ilitia:',.11146it.,5tig li1.1:if 25 3 max -2.534 1 2.154 1 0 1 0 1 0 1 -19.298 5 112514.igilifiiiiIii:RiiMiliiilgitgifigiiii i:iiiililliM'•j]ittilit•;Ri3,$4011::11:1*iii iiiiNT642174:1-'i'i...K... :P'-I.:.i'..gi230.:!iiai.',i'4K-tililq- il:It...ieiNi0.0.-Ei'::::,.g.:i II;Wil gigilg0ARligiiilli1i:: ::12';0145710..iti:Ali1ti 27 4 max -2.534 1 -.96 5 0 1 0 .1 0 1 -14.474 5 I • 2ai::11:':''...1',',.:ii!‘,:51iiP:',E;i:giiiigi::.0'.gtig,F11 NiE1,.i]Ril i.tt.il.r.ii:1$;':.'ar54751iliZTii,41 iii.!.:140611:iigii:i::1,.A::. .g..ill',Eili0M'iiiii111$', itilitii'filiiiiMONgig;i-'..I.,-;$!1-1:,:t ONII0iiiititifiii,!.iiAliiVilii461A8ITI$Vlii 29 5 max -2.534 1 -2.562 5 0 1 0 1 0 1 0 1 • 4•311IT:IiilgialiiiitligiNfiNgiE Eigili•E-Aral!,1.!Ri;M$4511ij--;i:gii*PigaiDaggi-ii.f.,.ARiiiiilgiiiiiiiiiiA.igiiiiiiit.iPittiiR VgighTMEili.,:6:::iiii.liiiligtlig;:gtliiirgigigiii!,iIliOgigg TAM: 31 M4 1 max 4.876 4 .078 4 0 5 0 1 0 1 0 1 I tZg',....•.-;!]'...i:gi.j:i•-• .'.'i;!•8•,.P•!;!.PPg!' ii..-.0::::',.'.:Ii),• iffnitf';-tiVi.g..3486.igilli:i iii10 INP4044Pliii-igi"...81g'AIVAIR11111:0:01g:1;iii.:',:i!,: tgi1101051014014:11$itilliligrOgEllla:011ig.INIti'liiittgigiiiili:f;iii;:l!:%44i1.,, 33 2 max 4.84 4 .026 4 0 5 0 1 .14 4 -.08 5 34ill:iii:i.1$-.E.-Eggfei:]!11111,15i.i.liligRligi: -t111.111;ii in':3.1.55.1'ANAli1igi ii.iggf:015,1.0gi:4:55 ggn101It'q:M.'g1ti:gi.IIGMilgggi.g 10.?iLNERM8REN:iili5iRilliak:44-'11gliNii4.11 35 3 max 4.803 4 -.015 5 0 5 0 1 .141 4 -.08 5 3eiri.'::,:l.'!::!'::::::::1:1111.1•4!IiiIiiiilifIligitaiiifi iligillillil min l',::igi3.52ia.::,0!g-1.--i-Iii.iiii:E.,:j:4,A)2.6N'Iiii.::.!jr:,i10lit4iiifi',:.J.i4iii EliiliMUNgla::::i)iiV,NiNWaiggig V,i:iiiii-E:-;k441i:Mli,Z;tig.4 37 4 max 4.767 4 -.044 5 0 5 • 0 1 .002 1 0 5 3t(gi!•.-!..:E.Ifiiii-iliiiiiiligliliiiiiIIIII ifilllig thitti :1...ii.;:gagalTiiiii,:;!ii-Illi SE018itiliii.iiii4.4 giliElLiNiiii jiiliti iiiMODEPIRSiii-::Iiii:YgiilitiiiiiilliE 115',,:il. -.002 •.:il:,4Vii 1 39 5 max 4.731 4 -.074 5 0 5 0 1 -.158 5 .279 4 4(11:::11:.11!.:iligglinifigiligilifiligi !•,iii'::ii14511i1 f.tiii.iY,.,;I:i0455;;,',1:Mil1iiii iigris;Tl3igiliiiii!iii:E;.]:-.:::44 0 1 iiiiiiiiAlTiiiliiii.'-''iIi-5:-ig l'Biiii'.4;i:2791.itgili liliCil iig';:::.$160iiigig Iliit'aSii: 41 M5 1 max .365 1 .104 4 0 5 0 1 0 1 0 1 II 42M Zi]g6iiiIiiiiiiiiii:iiiiiiiiillifitligi iilli'ilgiiii iiiiiiiVill1::14Z7lil!ig siliSiiiii.EIBIOSTRE',11i1.5.ii:i'SiiiiiiIiiiMaiiiiii ilifig!..,11:11.1igiii1Olill.iliiililig.!:':11.51.1$Eill:,.;FE0IliiilillIIII!1;iii11.5 iiiii:1::04.0iNIIiiiii.:Iiilliii 11 43 2 max .333 1 .052 4 0 5 0 1 .21 4 -.119 5 RISA-3D Version 16.0.1 [P:\...\...\...\...\Pavillion Calcs\Risa Files\Grid 1 and 2 Braced Frames.r3d] Page 3 .4,t 6 I Company Apr 12,2018 liRisA Designer 2:20 PM Job Number Checked By: A f4EMt%TSCHEY COMPANY Model Name . IEnvelope Member Section Forces (Continued) Member Sec Axtal(k) LC y Shear(kI LC z Sheariki LC Torquelk ftl LC yy,Momen.. LC z z Momen LC 45 3: 44 max .301 1 0 1 0 1 0 1 .28 4 -.159 5 46 mm` ...3.41.4.... 5:. 0 1 .. .... 0... .. :.1 . !!:141;1;:1,1: . . , 0 . . 5. 159 5 47 4 max .268 1 -.029 5 0 5 0 1 .21 4 -.119 5 :0 . 1.. .. ..:0 .. ... .5 .119 5 .2.1 4. 49 5 max .236 1 -.059 5 0 5 0 1 0 1 0 1 50. 51 M6 1 max 211 1 .104 4 0 4 0 5 0 1 0 1 a2 min< 3,°7:38 5:` . ,059 5 ..:0 : <'a 0 . . ' 1 0 ....;. 1.. : 0 ...:::; 1.:: 53 2 max -.178 1 .052 4 0 4 0 5 .21 4 -.119 5 I 54 min 3 71.7 5' ,029 5 0 5 0 1 .119 5 21 4 55 3 max 146 1 0 1 0 1 0 5 28 4 159 5 4 57 4 max -.114 1 -.029 5 0 4 0 5 .21 4 -.119 5 59 5 max -.081 1 -.059 5 0 4 0 5 0 1 0 1 69 1141$11!: 61 M7 1 max 4 268 4 078 4 0 5 0 5 0 1 0 1 63 2 max 4.304 4 .026 4 0 5 0 5 .14 4 -.08 5 64iittittf 3 073 1 015 5 0 4 0 1 Q8 5 y 14 4 1 65 3 max 4 34 4 -.015 5 0 5 0 5 .141 4 -.08 5 66 67 4 max 4.377 4 -.044 ..0 5 0 5 .002 1 0 5 I68 mlr� 3138 1 : 078 40 1 0 1 0 5 002 1 69 5 max 4 413 4 074 5 0 5 0 5 158 5 279 4 IEnvelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code C...Loci-ft' LC Shear Loclftl Dir LC Pnc/om fk_Pnt/om fkl Mnyy/om Mnzz/om Cb Eqn I 1 M1 W10x39 .201 0 1 .000 8.71 z 1 152.175 344.311 42.914 90.643 1 H1-la M2 W90x39.. . .. ,064 0 1 .:.;,000.. ;8,71 1. 152.175:`344.3:91 ..42.914 90 643 1 H1 1b 3 M3 W14x30 .556 13.021 1 .109 25 y 1 32.734 264.97 22.43 113.643 1 H1-1b I 4 M4 L5x5x6 383' 15 235 4 005 235 y 4 15 957 78 683 4,035 9,328 }~121 5 M5 L5x5x6 127 7 618 4 004 15 235 y 4 15 957 78 683 4 935 7 828 1 H2 1 7 M7 L5x5x6 .363 15.235 4 .005 15.235 y 4 15.957 78.683 4.935 9.328 2... H2-1 I I I IRISA-3D Version 16.0.1 [P:\...\...\...\...\Pavillion Calcs\Risa Files\Grid 1 and 2 Braced Frames.r3d] Page 4 I R/SAConnection version 8.0.0 IIRRISA 04/12/2018 1 Global Parameters -Description: I Project Title JLR Company .. TMR Designer rtn JotiNumber Notes Pavillion-Grid 1 and 2 Frame Global Parameters-Solution: 111 Design Method AISC 14th(360-10):LRFD Bolt Group Analysis'Method: : Center of Rotation Weld Analysis Method Center of Rotation Consider Bolt Hole:Deformation? Yes: . Check Weld Filler Material Matching? Yes Cheu.k Rotational.Ductilit Full Shear Eccentricity Considered? No Plastic.Panel-zone Shear DeformationConsidered?. IIConnection 1: 2D Views Vertical Brace Diagonal Connection Side view I r V hoortoperIN. iifs ¢'yf q,.c ,yye, „ I jahilEAML. .N1), 1 I it = 14.30 • tor,(4-1°) 1 sol Front view I I r,. rte® 11 Page 1 from 7 11. II Beam WI 4x22- - ---- . A992 Fy Fl 50.00 ksi.. . Fu=65.00 ksi 111 ,..,...."- .4.,...„.•?..-", COlumn W10x39 PO 38X4.00X9 00 A992 F.y.F.50.00 ksi.. Fu F...65.00 kSi Plate A36 .:Fy.=36,00 ksi Fu=58.00 ksi Bottom Brace, •• L5x5x8 A36 Fy-36.00 ksi . Fu='58.00 ksi I Bottom Gusset • P0.38x10.00x14. 0,• A36 ..Fy-36.00 ksi . Fu=58.00 ks' .. . . . .,._............. .. .. .. ... . ....... . . . . . . . .. . . ., .. . . .... Input'Data:. ... .. . . . . ... .. ... .. . . .. ... . . . . .. . ... ..... Shear Load 740 kips•• . . • •:User Input Shear Load :i•:'' • • Beam Axial Load .. a30 kips. .. • . wort lout 608M Axial Force - • Top Column Dist 7.00 in User Input Top Column-Dist I ... . 0 •:;. ••..-..:-:„: Column'Force 30 60 kips User Input Column.Force ''.:2'-' N:*. Story Shear 5,30 kips User Input Story Shear *:. .. .Bet Brace Axial . . . 4.30 kips Design tensile:load in bOttortfbiaae.. . II , .. .(Tension) BOt Brace Axial : ::: 3.60 kips •• • •(Compression) Design compressive lOad iii.bottoM.... brace :S eicmic Input Data: I .. .. Seismic System Lbottom °CBE •• '• . . .. .......Input Seismic System 164.00 in.. . . .. .User Input Clear Span of Bottom Brace- Kbottom 1 00 User Input Effective Length Factor of Bottom Brace g• Ca Beam:Ratlo 1.00 User-Input Ratio.of Required:Strength to Available Strength .......... ... ... ... ....... ... ... .... .. . .... ........... ...... Note: Unless specified,all code references are from AISC 360-10 )1 .....,................................,....„,............,.............,.....................,........,...,...........................................,.,..................................-- Connection Controlling Limit State Max Unity Result Check IBeam/Column connection Bolt Shear at Beam 0.19 PASS Bottom Gusset/Beam connection Beam Weld Strength 0.04 PASS I Bottom Gusset/Column connection Column Weld Strength 0.03 Bottom Gusset/Brace connection Bolt Bearing on Brace 0.12 PASS PASS ...,..,.„......„..,,,,......„...........„„..........,.„,.,...,,..........,..„,.,......,..,........ ., ,.., , „., , „. ..,..„, . ,. „„ . ., ,. ,.. . II. Seismic Calculations Seismic Joint Fasteners PASS • Connection 1: Beam/Column Report LRFD Vertical Brace Diagonal Connection Material Properties: I Beam Column WI 4502 W10x39 A992 Fy F.50.00 ksi.. ...Fu 7.65.00 k$1 A992 •Fy=50.00 ksi Fu=65.00 ksi Plate P0.38x4.00x9.00 A36 Fy-36.00 ksi Fu=58.00 ksi .,... .... . Bottom Brace L5x5x8 A36......'Fy-36.00 ksi Fp=58.00 ksi I • .r ./. • ,....... , ,..... . ..,., ,„ . .... , ... ,..... , .... . `, . .. ,.. . ... .... ...' ... i.1:.1 Bottom Gusset P0.38xip.gpx14.30.. A36. Fy-3600 isi ..:::ro.58.00 ksi _. . .... .................. ................ . ..... ... .......... . . ........... ....... ... ... ..... . Input Data: .„ '.!i ;i:. ... . ... . . Shear(Compression) 9.06 kips.... . .. :• • CakiilitedSheardbeite:COnOre.SSiOn• • ' I •Ii: 0. '••: :.!:„,,. • ...... Brace Loading(SD2) ....................: 4.24 kips „ Calculated Axial due.to Compression ...... Brace•Loading:(SD1) I .... ..S h e a r(Te n s I o n) Axial(Tension) 0.00 kips Calculated Shear due to Tension Brace : Loading -4.44 kips CalculatedAxiardue to Tension Brace Loading(SD2) Resultant Force:.: : 1009kips - , .... . Calculated:Maximum:Resultant.Force • I Moment due ecc 17 68 kips-in clue to.Brace Loading(SD2) Calculated:Maximum.Moment due . • Eccentriciry(SD2) Top Column Dist.. . 7.00 in User Input Top:Column Dist I ......coiumn.Force a0,60'kips. . . ..... .. User:Input Column Force ... P:?FYP4PPr.. ......... §30.!ip . . .... .tifor.(flPf.it013/. .1.1eq.r... ....... ..... . ,.. Note: Unless specified,all code references are from AISC 360-10 IPage 3 from 7 ..., vi I Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS . . . . . . . . . . Column Weld Limitations PASS Beam Shear Yield 9.06 kips 94.53 kips 0.10 PASS Plate Shear Yield 9.06 kips 72.90 kips 0.12 PASS ,.... ..... __._ ___............. ..,. .....,_ .__.. _.......... .. . ._ Beam Shear Rupture 9.06 kips 74.51 kips 0.12 PASS Plate Shear Rupture at Beam 9.06 kips 62.40 kips 0.15 PASS Beam Axial Yield 4.44 kips 292.05 kips 0.02 PASS Plate Axial Yield 4.44 kips 109.35 kips 0.04 PASS II 111 Beam Tension Rupture 4.44 kips 286.95 kips 0.02 PASS Plate Tension Rupture 4.44 kips 103.99 kips 0.04 PASS Beam Block Shear 9.06 kips 84.98 kips 0.11 PASS , . . .. . .. .. Plate Block Shear at Beam 9.06 kips 71.05 kips 0.13 PASS Compression Buckling of the Plate 4.24 kips 109.35 kips 0.04 PASS , 3 Beam Tearout 4.44 kips 61.95 kips 0.07 PASS Plate Tearout on Plate at Beam 4.44 kips 93.63 kips 0.05 PASS . , , .......„.„..........„ . . .„____.......,............,„,.,.,....................... . .,...„.„ „ ....., , „,.. , Plate Flexural Yield 0.03 PASS i Plate Flexural Rupture 0.03 PASS Plate Flexural Buckling 0.19 PASS Bolt Bearing on Bearn 10.09 kips 53.68 kips 0.19 PASS Bolt Bearing on Plate at Beam 10,09 kips 53.68 kips 0.19 PASS ,..,. ........,,,,,,, „, ,, ,„.„ ....„„„,,,,,,,„,,,,............. ..............„...„„..................,.......,._.,.,.. , . , ,„, Bolt Shear at Beam 10.09 kips 52.52 kips 0.19 PASS ' Bolt Group Eccentricity 0.98 Weld at Column1.14 kips/in 9.80 kips/in 0.12 PASS -• ...... ..,.......,_____........„_____„„..... ..... „.....„.._......,........„ ... , , , , ... .. , . Column Web Yielding 4.44 kips 182.31 kips 0.02 PASS Column Web Crippling 4.24 kips 208.96 kips 0.02 PASS 1 Connection 1: Bot Gusset/Beam Report LRFD Vertical Brace Diagonal Connection . . . Material Properties: Beam W14x22 A992 Fy=50.00 ksi Fu=65.00 ksi 1 Column . •• •W*10x39 . A992 Fy=50.00 ksi. Fu=65.00 ksi . Plate PO 38x4.00x9.00 A36 Fy=36.00 ksi Fu=58.00 ksi Bottom Brace L5x5x8 . ... A36 Fy=36.00 ksi . Fu=58.00 ksi Bottom Gusset P0.38*10.00x14,30. A36 .. Fj,=66.00 ksi Fu-58.00 ksi ---- -7.;•:-!:-:::.....'4::•:`:::;:;.:';':::!::::::',f.-:--t.:-#::t!:'--".. .:7::: -4:;:::f:----t:::f:t::::7;;,:::-:------::::::::::::]-:::: ::::--;z::. .:7:-...:::::.. ...:.. - Input Data: Shear(Compression) 1.94 kips Calculated Shear due to Compression . - Brace Loading.(SD1) Axial(Compression) .1.39 kips Calculated Axial due to Compression Brace 1.0ading($oi) Shear(Tension) •,2.32 kips Calculated:Shear due to Tension Brace Loading(SD2) I Axlal(Tension) . -1 66 kips Calculated Axial due to Tension Brace• Loading(SD2) Resultant Force 2.85 kips Calculated Maximum Resultant Force due to Brace Loading( b2) Page 4 from 2 I I .•. Moment Load -4.00.kips-in Caktilatetd:Makitrititil MC•inent(SD2) IIINote: Unless specified,all code references are from AISC 360-10 I Limit State Required Available Unity Check Result .,.....,......„_____ ___.............,_.•........,....,,........._.................. . ...... ........ ......................... ... .,......................................... ........ .... .. ............ . ....„............... Beam Weld Limitations PASS I Plate Shear Yield 2.32 kips 115.84 kips 0.02 PASS Plate Shear Rupture 2.32 kips 139.97 kips 0.02 PASS ........................._.,..._.....„.„.,............,............,......_____...,.........................„..,„._.....,.,............. ___......,._______________________............................,...... Plate Axial Yield 1.66 kips 173.76 kips 0.01 PASS I --:,:::::,:::„:„:::::::::::::,::::::,::::::::::::::-. Plate Tension Rupture 1.66 kips 233.29 kips 0.01 PASS Plate Flexural Yield 0.00 PASS IPlate Flexural Rupture 0.00 PASS Beam Weld Strength 0.31 kips/in 7.84 kips/in 0.04 PASS • 11 Beam Web Yielding 1.66 kips 206.73 kips PASS 0.01 .............. ......„.....„......,, I Connection 1: Bot Gusset/Col Report LRFD Vertical Brace Diagonal Connection I Material. Properties: Beam W14x22 A992 . .Fy=50.00 ksi ... Fu=65.00 ksi: . Column W10x39 A992. - .Fy=50;00 kSi Fu=65.00 kSi . . :Plate P0.38x4.00x9.00 A36.. . .Fy=.36.00 ksi . .. Fu 7 58.00 ksi: ,.. I - - ,,. . ',!: ;es- ... .. ::: -: : : : Bottom Brace L5x5x8 A36. • :Fy F 3600. ksi :.:: Fu=58.00 ksi. Bottom Gusset.: .P0.38X10.00x14 30 ':A36. .Fy=.36.00 ksi ... Fu 7 58.00.ki. :::. : j.' :-. - • . .. . . ........ . ..... . ............. . ... .... . .... .........,.... .. ... .... . .. ... Input Data: 4 .. ..Shear(Compression) 0.67 kips. Calculated Shear due to Compression'• • ,., ..... ... ... ::.: •• ..-:, . Brace:Loading:(SD1) •:: ::..,. ..:.:,,,:.: .. . ..,... Axial(Compression): 1:.01•kips. . . - ••CalculatedAxial due to Compression .. . -:.:::,•,:::. Brace-Loading.($.0.1) I : . .:Shear(Tension).•. .... 0.80 kips ... .AXIII(Tension) Calculated.Shearduefo Tension Brace: Loading(SD2) . .. ... ... .. ... .. . .. -1-20 kips Calculated Axial due.to Tension Brace • I .. Loading(SD2) . 111 Resultant Force 1.45 kips: ... ..061dt:dated.Makini.in i.ReSUlteht:F.Orae... . due.to Brace Loading(SD2) Moment:Load:::.:::•.: 2.02 kip -in.. . . .CalOtated:Maximum•Moment(SD2) Note: Unless specified,all code references are from AISC 360-10 Limit State . Required Available Unity Check Result Column Weld Limitations PASS Plate Shear Yield 0.80 kips 81.00 kips 0.01 PASS IPlate Shear Rupture 0.80 kips 97.88 kips 0.01 PASS .._________...,..,,...,....,,.,,,......„...,....,............,„....,„...........„,„.................................,..__________.......,....................., Plate Axial Yield 1.20 kips 121.50 kips 0.01 PASS Plate Tension Rupture 1.20 kips 163.13 kips 0.01 0.00 PASS Plate Flexural Yield PASS Plate Flexural Rupture 0.00 PASS :::::: I Column Weld Strength 0.25 kips/in 7.84 kipslin 0.03 PASS .„„........,...,..,.,.......,,,,...,,...,..,.....,..........,,,.....,,.................„.........._,...................,................__________________ Column Web Yielding 1.20 kips 238.61 kips 0.01 PASS I Page 5 frsm,,,7,, I Connection 1: Bot Gusset/Brace Report LRFD Vertical Brace Diagonal Connection ... I ....,.... .... , .., ..,. .. ........,. ......... .._. ....... ....,_...,. ......,..„,.. :__..., Material Properties: : ••Beam W14x22 A992 F.y1-.-:50.00 ksi. . .F.0 F 65.00 kal I • ••• Column . . . W10x39 A992 Fy=50.00 ksi. . Fu=65.00 ksi i 1 Plate P0.38x4.00x9.00- A36 .Fy.=36,00 ksl ..Fu=58.00 ksi .: Bottom Brace• .L5x5x8 A36 Fy-36.00 ksi: :: Fu 58.00 ksi ::::: ...,... Bottom Gusset P0.38x10.00x1430 -A36 Fy-36.00 ksi. Fu=58.00 ksi •;:•!, ,: , .. . ••• • . •• • ............. .. . .... .... .. . ...... .... . . ., .'.: ;•,:; Input Data: .•... • . .......Input Brace Tension 430 kips. . ... .. • User input Tensile Load in Brace Input Brace'- " ...... 3.60 kips User-inprit Compressive Load in Brace Compression ...-:'. ''T!:.::•,. 1 I Brace Axial(Tension)-4.30 kips Design:Tensiletoad in Brace Brace Axial . . ..3.60 kips Design Compressive Load:in Brace (Compression) Brace Moment . ......,6.97 kips-in. .... .. .Brace MOMatit(nbt used for design) ' . ... . ... .. . .... ... . . . Note: Unless specified,all code references are from AISC 360-10 ...... ..... ......... ., , .......... ..................................,...........,.........................,.............,.....................„.,.............................._.........,..........,.........................................„................... Limit State Required Available Unity Check Result _.„., ,, .., , , , , „, ,. ...„,........................„.„....,...,.„........ , , , . „.._..................,...... „ Geometry Restrictions at Gusset PASS Brace Tensile Yield 4.30 kips 155.20 kips 0.03 PASS • . .. " Gusset Plate Tensile Yield (Whitmore) 4.30 kips 42.09 kips 0.10 PASS Brace Tensile Rupture 4.30 kips 113.60 kips 0.04 PASS „„„„=„,„„„„.„„...........„„,...........................,.........,..„....................... ,,...,.. ,...............................„ .............,...........................„,„..,.„..„.„.........„..........,.,...........................,.... .....................„,..„...„„„„„ Gusset Plate Tensile Rupture(Whitmore) 4.30 kips 42.23 kips 0.10 PASS .„...,...„,„_..„.........„,..........,......__ .....,. . , . , ,„ , ............,,„,_ ,„. „ ....„„.., I A' Brace Block Shear 4.30 kips 59.56 kips 0.07 PASS II I • 1 Gusset Plate Compression(Whitmore) 3.60 kips 38.34 kips 0.09 PASS Bolt Bearing on Brace 4.30 kips 35.78 kips 0.12 PASS ...,.....„, . , . ,,_, •'''-"'---------•------------"' "'' '' ...„... .„,...... Bolt Bearing on Gusset 4.30 kips 35.78 kips 0.12 PASS ........................„..„.„.„............„..... . . .......................„............„.„..........„......„.„...„---.,.-.-----------..-...,•••..,,,,,.:.,...•....-...--.......-.-..-..-...----------:::,----..,:::::::::::::;::::,......;:::::,.:::::-::::::::::::::,„:::::::: Bolt Shear at Gusset 4.30 kips 35.78 kips 0.12 PASS Connection 1: Seismic ReportLRFD i Vertical Brace Diagonal Connection Material Properties: Beam W14x22 • . A992 ... •Fy-50.00 ksi ...Fu=65.00 ksi • , Column ... .. .. . W10x39 A992 . . .Fy-50.00 ksi .. .Fu=65.00 ksi Plate .... .... . . P0.38x4.00x9.00 A36..... •Fy=36.00 ksi Fu=58.00 ksi.' Bottom Brace L5x5x8 A36. . . .Fy=36.00 ksi Fu=.58.00 kei:: Bottom Gusset .. PO:38x10.00k1k30 A36 .... .Fy=36.00 ksi .....Fu=58.00 ksi .... , •--,--------,-.....,.............a........r,.,..........e,.............,...........,..,...,„.,.,..,.,.........,,,„,„„........„,,.,,,..,,.,,,.,.,_,,,.... ...,,.,...,.... ,‘..,,,,,...... . ., , . . Input Data. . . •.:, •-, ':. , . .. Seisrnic.System OCI3F User Input Seismic System Lbottom 164.00 in User Input Clear Span of Bottom Brace.: Kbottom ..... . . ..1.00 User Input Effective Length:Pactor.of :,!:!....:. Bottom Brace .. . Ca Beam Ratio 1.00 User-Input Ratio of Required:Strength to Ay0,1019: trengtti. II Note: Unless specified,all code references are from AISC 360-10 . • -- . Limit State Required Available Unity Check Result Controlling Load Calculation n/a Page 6 frgrn 7 SQ e9 e _I . Seismic Loading Directions n/a Se�miuLoad D�thbut�n(Loading Direction SDI) n/a �� Seismic Load Distribution(Loading Direction SD2n/a Seismic Load Diotribut�n(Gono,ning) n/a I Seismic �SS -----------�---~------------~--------------~ —~�~~'--'-----------------~-~~-~------ ' So�m�Nor��ntLimd��no PASSiBeiomiuYle|d Stress Limitations P�5G Seismic Bottom Brace Width to Thickness Ratios PASS I SaisminVVe|dLim�uiono PAQS----'__----_--------___-___--~-----_�'-_---__--._-_-__'-''~--_------_�_-----_---_--____---- I I I I I I I , I 7iA0 , v) 1 (4) 4`A Av1- , I >s?' 1,%') r1 /M . I covv« z. 6 .1 CL� �-1 1. --1-.t " C ar k 4 tc r' �-G�> SA ( . 0 4 . sa� Rcb) (.) ad sfr,rtc- A-% $ 1 I 1MYKRlppEER BY�Nrc DATE TM CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO Tigard,Oregon 97223 Phone(503)443-3900 SHEETgi 24 OF I 1■•11IL.TI 1 www,hiitl.us Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: jIr Address: Sub-Project I Pos.No.: pavillion-Grid 1 I Phone I Fax: I Date: 4/12/2018 E-Mall: Specifier's comments:post installed 1 Input data : , 1 Hum 0`' Anchor type and diameter: HIT-HY 200+HAS 5/8 ' ,> sH „ -;r Why? Effective embedment depth: hef,op9=3.125 in.(hetiimit= 12.500 in.) "°20' IMaterial: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/201613/1/2018 Proof: Design method ACI 318-11 /Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=14.000 in.x 10.000 in.x 0.500 in.;(Recommended plate thickness:not calculated 11 Profile: W shape(AISC);(L x W x T x FT)=11.900 in.x 8.010 in.x 0.295 in.x 0.515 in. Base material: cracked concrete,3000,f,=3000 psi;h=24.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry IIReinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) 11/ Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.lb] I a I at I k r _ . � r ��'' ` ' r rr ix'''. zviidP ` A4-' ` -G! itx \s B�;',�,}f/� ... fpm " _Y /u"'i.�2 �:�-, '' ) �°/ U�c <E\ xriyriy -3+s# .,ren-' \ a 9, t\ s "••4. c vi *: i# 8r"l ry t 4„ #3,h., I 8311,..1.rkineik!Agr:?;F-'ie:VVIINiridne)0181inje eV. h '''IligatiyaitaiiiiiMbhalgang0"'' 's . , Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schaan Hliti Is a registered Trademark of i-fiti AG,Schwan 82:7 1 NIL.TI www.hilti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: jir Address: Sub-Project I Pos.No.: pavillion-Grid 1 Phone I Fax: I Date: 4/12/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity [3N/pv[%] Status Tension - - - -/- - Shear Pryout Strength(Bond Strength controls) 7800 11653 -/67 OK Loading PN j3v C Utilization DNA,[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! I 4 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. I' Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. II I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 I-11111AG,FL-9494 Schaan Hilt!Is a registered Trademark of Hilti AG,Schaan 812e) 1 I 7650 S. W.Beveland St. I 1M TM RIPPEY Tigard,Oregon 97223 Phone: (503)443-3900 CONSULTING ENGINEERS Fax: (503)443-3700 I I SUPPLEMENTAL STRUCTURAL CALCULATIONS PROJECT: MDG—JLR LOCATION: 10125 SW WASHINGTON SQUARE RD. PORTLAND,OREGON IICLIENT: MILDREN DESIGN GROUP 4 DATE: AUGUST 23,2018 PROJECT NUMBER: 16330 I ITABLE OF CONTENTS: ITEM SHEET NUMBER I ELEVATOR CANOPY 1.1 1.9 ICMU/CONCRETE SCREEN WALL/FOOTING 2.1—2.6 TRASH ENCLOSURE GATE 3.1—3.9 GRID 11-12 SHEAR WALL FOOTING 4.66—4.68,4.78—4.79 RE-DESIGN IGYPSUM BOARD CEILING SUPPORT 5.1-5.4 I 1 I I I I , , j�s5 Qrht Nss cohor j ovev r1' -i- 19eSia, jsaM 1 53, = 6j6.67pl1 (O(-) f l/G.7 p1i (5L) ` Se > /155 3 ),za, ' ti, b CPA/kw/Ice t-->MtN. IR � Eti/o r ,i lli (13 1.nL <- 3(0 I1 ) 1 e054- 41t, 1a 48. MAX'. 4 I �. Z it '> U e- k5S 2 r 2 X %//6111(14 . (t"N6.P tle L,MtN. 3 3" fel`A A� : 2 3 'x 8' 21 r,, v 0.. /b 7--', , ha# - i ii II 2 111 .5 Vse_ (2) 'zh x Z3/8"9 '111✓ll,(G,1 Ii10,;A): M = 321(51 ( t/ a ? S 144/6 0 ,-, ( 4,,,,h_c_______,Ailt,_ _ v 2 3 i r5r,/,,,),2 ' /5241 lk/k I Bit� zet 3k 0`-8" i I 0G ,d i PIit$y K 02/4 �- /5-I 6''t (s)2fs 5e` e[ ✓%°t,{ nate i" w 21641-1(5 , v ,. 1731,1 i 2 + /S-Z, J5/(/(r)/),Z. 3 / 4 4 417. 11 LI 5e 1/2-li 4ef Avve eel t) = ?y2 /b/b• D,1- vpli(� = 13e,r5({9(9,33 xb.3`)/41 / 4 /5•7 /051 ¢ 1/611/( ` g y/4 ) 2 3064 pit f, ?.rip5r 9 (O.64`A, ) = 0,6G--(0,8S)(9 7 2, 21,0 psi 01,24 is, oth- I I TM RIPPEY BY VL- DATE A CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 x:32 Tigard, Oregon 97223I / Phone(503)443-3900 SHEET /' / OF f K t.fo y / 6 s ATI/4(fri Meit)r.-- Ar ,6A o wA1,t, II 1 C ,n - 4 9 («q it 01. Ste,# 51 3 0 V ti 4 411/z + Lili� (7,s")/4 A A 505 (Aso)114I 11�`o y 3/I6 I 4 j 1 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: III Title Block"selection. Title Block Line 6 Printed:16 AUG 2018,11:08AM Steel Beam File=P:12016 Projects\16330-MDG Landrover-WA SQISTRUCTURALICALCS116330 Extra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . '. I Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Elevator Canopy HSS Beam ICODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.047)8(0.117) o o o 8 b i HSS3x2x3/16 Span=5.30 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.0470, S=0.1170 k/ft, Tributary Width=1.0 ft I DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.175: 1 Maximum Shear Stress Ratio= 0.032 : 1 Section used for this span HSS3x2x3/16 Section used for this span HSS3x2x3/1 6 Ma:Applied 0.595 k-ft Va:Applied 0.4494 k I Mn/Omega:Allowable 3.397 k-ft Vn/Omega:Allowable 14.252 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2,650ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 1,564>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.059 in Ratio= 1079>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 110) +D+H Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 +p+L+H I ' Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 + -'Lr+H Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 +D+S+FI Dsgn.L= 5.30 ft 1 0.175 0.032 0.60 0.60 5.67 3.40 1.00 1.00 0.45 23.80 14.25 I +D+0.750Lr+0.750L+H Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 +D+0.750L+0,750S+H I Dsgn.L= 5.30 ft 1 0.145 0.026 0.49 0.49 5.67 3.40 1.00 1.00 0.37 23.80 14.25 +D+0.60W+H Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 +D+0,70E+H Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 2 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 5.30 ft 1 0.054 0.010 0.18 0.18 5.67 3.40 1.00 1.00 0.14 23.80 14.25 111 +D+0.750L+0.750S+0.450W+H Dsgn.L= 5.30 ft 1 0.145 0.026 0.49 0.49 5.67 3.40 1.00 1.00 0.37 23.80 14.25 il I +D+0.750L+0,750S+0.5250E+H Dsgn.L= 5.30 ft 1 0,145 0.026 0.49 0.49 5.67 3.40 1.00 1.00 0.37 23.80 14.25 +0.60D+0.60W+0.60H Dsgn.L= 5.30 ft 1 0.033 0.006 0.11 0.11 5.67 3.40 1.00 1.00 0.08 23.80 14.25 /,'? Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:16 AUG 2018,11:o8AM Steed Beam File=P:12016 Projects\16330-MDG Landrover-WA SQISTRUCTURALICALCS116330 Extra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7,31 . Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Elevator Canopy HSS Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+O,70E+O.60H Dsgn.L= 5.30 ft 1 0.033 0.006 0.11 0.11 5.67 3.40 1.00 1.00 0.08 23.80 14.25 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+1-1 1 0.0589 2.665 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.449 0.449 Overall MINimum 0.084 0.084 +D+H 0.139 0.139 iii +D+L+H 0.139 0.139 I +D+Lr+H 0.139 0.139 +D+S+H 0.449 0.449 +D+0.750Lr+0.750L+H 0.139 0.139 +D+0.750L+0.750S+H 0.372 0.372 +D+0.60W+H 0.139 0.139 +D+0.70E+H 0.139 0.139 +D+0.750Lr+0,750L+0.450W+H 0.139 0.139 +D+0.750L+0.750S+0.450W+H 0.372 0.372 +0+0.750L+0.750S+0.5250E41 0.372 0.372 +0.60D+0.60W+0.60H 0.084 0.084 +0,60D+0.70E+0,60H 0.084 0.084 D Only 0.139 0.139 Lr Only L Only S Only 0.310 0.310 W Only E Only H Only I 1 Ii I I I I A I Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:16 AUG 2018, 5:47PM Steel Column File=P:12016 Projects116330-MDG Landrover-WA SQISTRUCTURALICALCS116330 Extra.ec6. I Software copyright ENERCALC,INC.1983-2018,Build:10.18.7,31 . Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Elevator Canopy HSS Post I Code References Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 I General Information Steel Section Name: HSS2x2x3/16 Overall Column Height 8 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 46.0 ksi 29,000.0X-X(width)axis E:Elastic Bending Modulus ksi Unbraced Length for X-X Axis buckling=8 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8 ft,K=1.0 IApplied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:34.560 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,D=0.1390,S=0.310 k 4 DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.04637 :1 Maximum Load Reactions.. I Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k I Pa:Axial 0.4836 k Bottom along Y Y 0.0 k Pn/Omega:Allowable 10.428 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 1.829 k-ft Along Y-Y 0.0 in at 0.O ft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y/omega:Allowable 1.829 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 I Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k I Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location I D Only 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S 0.046 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750S 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft I +0.60D 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top I D Only 0.174 +D+S 0.484 +D+0.750S 0.406 I +0.60D 0.104 S Only 0.310 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k•ft My-End Moments I Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0,484 Minimum 0.104 I iS Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:16 AUG 2018, 5:47PM Steel Column File P:12016 Projects116330-MDG Landrover-WA SQ\STRUCTURAL\CALCS\16330 Extra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . .' Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Elevator Canopy HSS Post Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 0.174 Minimum 0.174 Reaction, Y-Y Axis Base Maximum 0.174 Minimum 0.174 Reaction, X-X Axis Top Maximum 0.174 Minimum 0.174 Reaction, Y-Y Axis Top Maximum 0.174 Minimum 0.174 Moment, X-X Axis Base Maximum 0.174 Minimum 0.174 Moment, Y-Y Axis Base Maximum 0.174 Minimum 0.174 Moment, X-X Axis Top Maximum 0.174 Minimum 0.174 Moment, Y-Y Axis Top Maximum 0.174 Minimum 0.174 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 In 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft Steel Section Properties HSS2x2x3116 Depth = 2.000 in I xx = 0.64 in"4 J = 1.090 InA4 Design Thick = 0.174 In S xx = 0.64 inA3 Width = 2.000 in R xx = 0.733 in Wall Thick = 0.187 in Zx = 0.797 In"3 Area = 1.190 inA2 I yy = 0.641 in"4 C = 1.140 inA3 Weight = 4.320 pif S yy = 0.641 inA3 R yy = 0.733 in Ycg = 0.000 in I 1 I I II /.& I I Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. I Title Block Line 6 Printed:16 AUG 2018, 5:47PM Steel Column File=P:2016 Projects116330-MDG Landrover-WA SQ\STRUCTURAL\CALCS116330 Exlra,ec6, Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 I Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Elevator Canopy HSS Post Sketches IY O44 0 oaeox r, p Load '� Ip N a - f ry . 2.00in I I I I 1 I I I I I 1 /,? IM„T11 I www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ( Date: 8/16/2018 E-Mail: 11 Specifier's comments:Elevator Canopy HSS Post Anchors 1 Input data ti 1 Mt6rI h Anchor type and diameter: HIT-HY 200+HAS-E 3/8I"w+,,r Effective embedment depth: h20,0 el,opti=2.375 in.(hetNmit_2.375 in.) "' "° Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=4.000 in.x 9.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=3.000 In.x 3.000 in.x 0.188 in. Base material: cracked concrete,4000,f5=4000 psi;h=3.625 In.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry I Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[In.]&Loading[Ib,In.lb] Z I I w Il I 6 Y-- co ,-, _ . ... , , a e,......-AV II i ,, - m t::.-,4: 2.,..,4„,:;,,:,-q7.,_, A y :� \ 7 `r S, ,X Input data and results must be checked for agreement with the existing conditions and for plausibllityl ` I PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HillisIa registered Trademark of HiIU AG,Schaan I 1■4II1ErriI www.hiltl.us Profis Anchor 2.7.5 I Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/16/2018 IE-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity Pe/13v[Vol Status Tension Bond Strength 371 3093 12/- OK 1 Shear - - - _/- - Loading PN pv Utilization 131.0[%] Status Combined tension and shear loads - - - _ - I 3 Warnings I • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! I 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted I prior to using the relevant Hilt!product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an I aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software I in each case by carrying out manual updates via the Hilti Website. Hifi will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I I I I I I I Input data and results must be checked for agreement with the existing conditions and for plausibility! /. PROFIS Anchor(c)2003-2009 Hllti AG,FL-9494 Schaan Hllli Is a registered Trademark of Hilti AG,Schaan g"CMU WALL. (MO 5e/rri' 14/f1t or SI JI2041e , ELto (I Mix. = /44e',1 /a$ (r`t. 2 i,It-1) (I?5L{' 5e4 ,i.i 2I. ) 2,0/6244- r log Ci '0.85 6 = 8' N,(✓i • r / �M-x. Ib/z t aI . S 5' 00 25 6 4 K2,4 16,4 U - itd , '0, ILg,4 - 1,0 frog 0,sF ' 14 /? ?6 ps t<' (vcr) I6/5 $/10 = 0,$ -> � = 1,-r� ( 514 - 1.0 ti `�►-Ie.--9fa4-`� Ir � (19.$4 f51 ) (o}F5)(1•11q)(r)(1°) = 226.2 ,Ply or 22. 62 (5A (vv) srlsm Slos = o z (1565, 5 i C'( ^+ a) / • 1`P (2' �P �ns W P ( r2 �— ) (Al. /3 3-1� t 4 S G�' �-lam� 5,2e, I 3,3) P �tP - 7.5 � = 3_o (Si3hs) Jr' = 1,0 0/4 : r� F ° O2111 1A/f rr .4, , = 0 2 Sn$ I� BJP = o.2t6G IA)I � LM PP t, / � eti psi (45 14.6,4 1411E1 volt4iJj watt) Ire q. 2gt (Bq . = &`).°//9 �1 wt7) ov 002. )/ e 111911 TM RIPPEY BY V L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 COs NO /6 330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 2,1 of 16 �� SG crN w�Lc ®r 1");-(1J (Pelf eU o,C (226 , e1 ) /36 p/ (44O) ise 104 e (S.51,-11 ) = 862 16 t /If' ( 45i1s) .$c<<se,r'�. I®ad: Vbas - ca.9-(.zoz101;,t) - 111. p1 (no) 00 /mmi. 6 1 ("5'4l) /it (tt5e) As' min - M F I d = 1.G25" 3,812. '' sJ A i J = 011 F‘ 32- lz-st' M6�s� w ?32 (b,6 /h -- /0.596 Amid► (lo.58G (32)(0,.))(3.81 ZS - o �og6y �i�•el f� ✓rJ, 2f--191 o/c (45 - 0.04$Z- i`4,a/fl) p, 45 '/L4 = 0.ogs2-- e1/2"x 3, 8IZS = O,00Zlyb ��/1 P vt 5 F4., ZaiD , aa �i5; C 100a (1- Z000) 6.11 o,o346 N --157;77—h7 731 j = 1— k/3 d,13 h - 2 M/ � .‘12-� S-70 sr ` e ... ,e( 1/3(300.0) `y' S1‘ 7 570 0 13 01-- 0 1 ia/C Ott 4450) I • Des 4 0 1:12°1714 I _1 gip,, 84,(s( (/o') ` FL/op/17 Uw�'nd = 2?6.2 elf (01.7) V sr( 1e: 2e1! (014) M„,,�n" 1117' lip.4 (u,4) Ms Jrs�ts� /2/3 (utr) si 7c.. 3'W I n k i cf PF6Pk eol T. (EPFee-44-t I 4" We ( 4.4tveYe /9ITevo4 ie_: It-6 e / 1-2" Mi)A.: �or� von �, 0,001g (3GNk12.') o.'73 i.iz > ('i) lih (As= ®.8 i Z) og ('3) Ps- (AS -) I IMK TM RIPPEY BY V DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /t 330 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 2,Z of ONC- E t WO IL pp s 14 I L)jA '°q 15 veer/4 14.q w e `I' v y1 = :��tt. : la it-,11 t P- 3/8 f�3 C = Iyei > F = (iv. 86 ps.O (08s) (/.s (1')(3 ) 1 3. 3 p// ov 21/, l4- /i/ 014,0 e B 1)1005e,. lq3.3 el,/ 1141,4.ce = /"3,3 :P/.P ( ,/i) ' 8s0,4 /6 �� e � (u14) , ^ Mei ? As. 4- d - 0•q AS (ba)(o,1)(S,S`l2) BSv, 6 to, vey. / 0,076 ni /o, 201- levh /A e 2- 6' a/e (' 47 o 2 A5 ,f1 0.08(60) I ^ o,eiste. c(3)(12) (p m, = 0,4 (0.0?)L 60)(6-.s"/" did - r04. k. (Na It (i✓t k 1'1 = 6 +ei19., aid h.(n1,-,at3€ veiv11. 2 0 ✓0I d (60)(5,54) O SI� 1 ,2 S.5, f F, 2 0 20I (/60pe �z ) /b,c6'1 psi op, /3z 6 /2i/ �i IMN2 /32, 6 h = 530 ib. //i b,360 /( ii.c / �- 'i/A- (3)041 `n-'m • I �> 05e--- S.S'' `-'4S I- GovtGtie4G cAi w ? Go 2 u ole.- )6_, veV.F/ ( 4,4,1 0) y hoh?i-fa r a y � I TM RIPPEY BY VL DATE Y CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 330 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 2,3 OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnied 25MAY 2018 1:33PM F1 p 12016 Proleots116330 MOC Landrowi' WA S41STRUCTURAUCALCS1I6330 ndra:ee6 - vvaii FQoung :ENEfi:M .INC 1983-2017,.BBudd 1O 1712.10;ver1017.1210 Lac.#.KW-06002662 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: CMU Screen Wall Fooling Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Cellerall:lnformation Material Properties Soil Design Values II fc:Concrete 28 day strength = 3,0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoiVConcrete Friction Coeff. = 0.450 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Setting> Reference Depth below Surface _ 2 ft Min Steel%Bending Reinf. = -Allow.Pressure Increase per foot of depth ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width _ ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 4.0 ksf Dimensions ..' ... .... .ReinfOrcing ... Footing Width = 3.0 ft Footing Thickness = 12.0 in Bars along X-X Axis I Wall Thickness = 7.625 in Rebar Centerline to Edge of Concrete... Bar spacing = 9.00 Wall center offset at Bottom of footing = 3.250 in Reinforcing Bar Size = # 4 from center of footing = 0 in 1 :43re ,s I ti / k rili /< / \y III .. .... . -''eo-sc...v.G.:..��;A �._;. ��% 'fix. cn'1a '. ...... .... ...... . .. ...... S0' 3 ;-..-'..F.2.7.0%';;`,: "yC 10� /x; ' + ` ,`jM y, ., . . . ,_0 .A�� :10" ,-_ui gyp' iil. I EiTikkigiiiiiIiiiiiiNgNIIIIIIRODIgEIMINICESIESEI5 D Lr L S W E H P:Column Load = 0.840 k OB:Overburden = ksf V-x = 0.2262 0.2022 k M-zz = 1.470 1.213 k-ft Vx applied = in above top of footing 1 I I 2A I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& I Title Block"selection. Title Block Line 6 Printed:25 MAY 2018,1:33PM ilUall X00 inC, .1..;..!..0...:..,i.,:„E..ig..:„i,:ii.:.i1i..l1.,]ii.1.1,,1'..:1!,!.1i..1.Sl..l.:i1..;1i.1ii.g1..1.1...1i.a.1..1..1.1.„1.1i:.1i..:11.,.!1.i..1.1;.1!.:1.i.:_1i..i1.:.1i.s1i..iq.i.s.M.,i..1....1..i,1,i1,i1„:1..:N1.].1.,11.s:i.;:::.N;..i.:.1:i..i...,.1..1U..;1.:1..1.11.0$..1..!.1.;.1i.:.1i,,ii.i..1i1..E.1..!1.M...s.i.E.._..1.s1i.:.1i..g.0.,.....0,i..i....,.-i..i•j0„i:]-,!>-,;.:.g..-e]i§,;0.;0:.:6:.:,:::1:6i:i-6:i:-•!I4N-:1:i6:i„,4,iiq:-:0iiiq MDG Leedroser WA SQ\STRUC'rtRALICALCS116330 Extra eo6 .;1. ..AlC,INC 1983... .. . .. ....: .. 10;.... .)7.,i210,.:.. 1 Lic.;#:KW-06002562 Licensee.TM 12IPPEY CONSULTING ENINEERS Description: CMU Screen Wall Footing DESIGN SUMMARY Design OK IFactor of Safety Item Applied Capacity Governing Load Combination PASS 1.128 Overturning Z Z 1.018 k-ft 1.148 k-ft +0.60D+0.60W+0.60H PASS 5.082 Sliding-X-X 0.1415 k 0.7193 k +0.60D+0.70E+0.60H IPASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination I PASS 0.7220 Soil Bearing 2.888 ksf 4.0 ksf +0.60D+0.60W+0.60H PASS 0.1240 Z Flexure(+X) 1.264 k-ft 10.186 k-ft +0.90D+W+0.90H PASS 0.0 Z Flexure(-X) 0.0 k-ft 10.186 k-ft No Moment PASS 0.03035 1-way Shear(+X) 2.493 psi 82.158 psi +1.40D+1.60H IPASS 0.03035 1-way Shear(X) 2.493 psi 82.158 psi +1.40D+1.60H Detailed Results I Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio ,+D+H 4.0 ksf 0.0 in 0.4250 ksf 0.4250 ksf 0.106 I ,+D+L+H 4.0 ksf 0.0 in 0.4250 ksf 0.4250 ksf 0.106 ,+D+Lr+H 4.0 ksf 0.0 in 0.4250 ksf 0.4250 ksf 0.106 ,+D+S+H 4.0 ksf 0.0 in 0.4250 ksf 0.4250 ksf 0.106 ,+D+0.750Lr+0.750L+H 4.0 ksf 0.0 in 0.4250 ksf 0.4250 ksf 0.106 ,+D+0.750L+0.750S+H 4.0 ksf 0.0 in 0.4250 ksf 0.4250 ksf 0.106 I ,+D+0.60W+H 4.0 ksf 9.579 in 0.0 ksf 1.20 ksf 0.300 ,+D+0.70E+H 4.0 ksf 9.324 in 0.0 ksf 1.165 ksf 0.291 ,+D+0.750Lr+0.750L+0.450W+H 4.0 ksf 7.184 in 0.0 ksf 0.9361 ksf 0.234 ,+D+0.750L+0.7505+0.450W+H 4.0 ksf 7.184 in 0.0 ksf 0.9361 ksf 0.234 1 ,+D+0.750L+0.750S+0.5250E+H 4.0 ksf 6.993 in 0.0 ksf 0.9199 ksf 0.230 +0.60D+0,60W+0.60H 4.0 ksf 15.964 in 0.0 ksf 2.888 ksf 0.722 +0,60D+0 70E+0 60H 4.0 ksf 15.539 in 0.0 ksf 2.406 ksf 0.602 Overturning Stability Units:k-ft Rotation Axis& I Load Combination... Overturning Moment Resisting Moment Stability Ratio Status ,+D+H None 0.0 k-ft nfinity OK ,+D+L+H None 0.0 k-ft nfinity OK ,+D+Lr+H None 0.0 k-ft nfinity OK ,+D+S+H None 0.0 k-ft nfinity OK +D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK ,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK ,+D+0.60W+H 1.018 k-ft 1.913 k-ft 1.879 OK I ,+D+0.70E+H 0.9906 k-ft 1.913 k-ft 1.931 OK ,+D+0.750Lr+0.750L+0.450W+H 0.7633 k-ft' 1.913 k-ft 2.506 OK ,+D+0.750L+0.750S+0.450W+H 0.7633 k-ft 1.913 k-ft 2.506 OK ,+D+0,750L+0.750S+0.5250E+H 0.7430 k-ft 1.913 k-ft 2.574 OK +0.60D+0.60W+0.60H 1.018 k-ft 1.148 k-ft • 1.128 OK +0.60D+0 70E+0 60H 0.9906 k-ft 1.148 k-ft 1.158 OK Sluing Stability .. Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status +D+H 0.0 k 0.9488 k No Sliding OK ,+D+L+H 0.0 k 0.9488 k No Sliding OK ,+D+Lr+H 0.0 k 0.9488 k No Sliding OK I ,+D+S+H 0.0 k 0.9488 k No Sliding OK ,+D+0.750Lr+0.750L+H 0.0 k 0.9488 k No Sliding OK ,+D+0.750L+0.750S+H 0.0 k 0.9488 k No Sliding OK ,+D+0.60W+H 0.1357 k 0.9488 k 6.991 OK • I ,+D+0.70E+H 0.1415 k 0.9488 k 6.703 OK +D+0.750Lr+0.750L+0.450W+H 0.1018 k 0.9488 k 9.321 OK ,+D+0.750L+0.750S+0.450W+H 0.1018 k 0.9488 k 9.321 OK ,+D+0.750L+0.7508+0.5250E+H 0.1062 k 0.9488 k 8.937 OK 2,S Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Title Block Line 6 Punted 25 MAY 2018,1:33PM i,1ei1 F'Q4#itlg >: Rb P\2016Pro1eats116330 MDCLandramr WA54STRUCTUlALICALCS116330Extrae06 ENERCALC INC 19832617,8udd;10171210,Ver1017:1210 Lic #:KW-06002562 Licensee:TM RIPPEY CONSULTING•ENGINEERS II Description: CMU Screen Wall Footing Skidmg.Stability Force Application Axis111 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status ,+0.60D+0.60W+0.60H 0.1357 k 0.7193 k 5,30 OK ..0...6.0P4.-0, 7.7P +.0,0.01.71.....„ 0.1415 k 0.7193 k 5.082 OK Foting Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status ,+1.40D+1.60H 0.4158 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK I ,+1.40D+1.60H 0.4158 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.3564 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.3564 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60L+0.50S+1.60H 0.3564 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK 1 ,+1.20D+1.60L+0.50S+1.6011 0.3564 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60Lr+0.50L+1.60H 0.3564 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60Lr+0.50L+1.60H 0.3564 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60Lr+0.50W+1.60H 0.0671 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60Lr+0.50W+1.60H 0.649 +X Bottom 0.2592 Min Temp% 0,2667 10.186 OK ,+1.20D+0.50L+1.60S+1.60H 0.3564 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50L+1.60S+1.60H 0.3564 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60S+0.50W+1.60H 0.0671 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+1.60S+0.50W+1,60H 0.649 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK I ,+1.20D+0.50Lr+0.50L+W+1.60H 0 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50Lr+0.50L+W+1.6011 1.21 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50L+0.50S+W+1.60H 0 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50L+0.50S+W+1.60H 1.21 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50L+0.20S+E+1.60H 0 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+1.20D+0.50L+0.20S+E+1.60H 0.9563 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+0.90D+W+0.90H 0 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK ,+0.90D+W+0.90H 1.264 +X Bottom 0.2592 Min Temp% 0.2667 10.186 OK +0 90D+E+0 90H 0 -X Bottom 0.2592 Min Temp% 0.2667 10.186 OK I +0 90D+E+0 9011 1,0 +X , Bottom 0.2592 Min Temp% 0.2667 10.186 OK One Way Sheat j Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu t Phi*Vn Status +1.40D+1.60H 2.493 psi 2.493 psi 2.493 psi 82.158 psi 0.03035 OK +1.20D+0.50Lr+1.60L+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+1.60L+0.50S+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+1.60Lr+0.50L+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+1.60Lr+0.50W+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+0.50L+1.60S+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+1.60S+0.50W+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+0.50L+0.50S+W+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +1.20D+0.50L+0.20S+E+1.60H 2.137 psi 2.137 psi 2.137 psi 82.158 psi 0.02601 OK +0.90D+W+0.90H 1.524 psi 1.524 psi 1.524 psi 82.158 psi 0.01855 OK +0.90D+E+0.90H 1.603 psi 1.603 psi 1.603 psi 82.158 psi 0.01951 OK I I I • I 2. 6 I I 45`,,,A).. GAT 14eu 1 AS5C,.�e. 3 i+e '(?1kJ' It I N 6F.) , k. ItLiii \\ 1''° k To.(al wee'. q /O ,'ll (`1., ' k$') _ 6,c) t` , M • ;60 tt (q,s‘//2) ,' 3‘/v 16'k I T- C - 36 h ILA / 4. 5'- 53511 ;g50vo 1 bt fe�I j.I`1? = . -I 9s2 - e - 12.eia i J h dire?. 4e- �� X60 ( !- ..'..-7.±-,) i 2.�i� + ) 4 s0 1-1553k3'(14: 'e:1 Ae; (� i,.0 . /4.2h > 1,18k ell- of-i T k-/..k-/.. . 13'' I6 t JrNo. Or514,U '• V= /On A4,0 ti ke. /3 ---x-, g,,cr = /a.86r . S/h -i- • e�5 1,5/8', 0$7 ) G,F 1,er5 F=' 1886(51 (o.g )(d, 625) = 22.01 PSI (u1A-> II ASSkecie data' G44i ? 74,1ireS 2/3 01 Phe 1,'01,1 , I w z Z2.0Psi ((sxa�) (2/3) /12.'72' = (0i1 56eu�a �e M , lapi., (,z, 41 ')t/1 - (732. (b. 4 Zo.fl �•� o,, w = Z2.0 Ti k 0•6 e a 4105" /-t $ 3h30, 5//4% Vita, = vq(3%)(14 i I ) = 63.23 k• iq -11368 Ia 6 -F •ti : >2o.�sk OI I (/O/.►d ,eiw, 22,01 rSrf (q.431111) = ?31 * L)i4 '12 .. 22.0 I r •I (q:‘t?0) (i) 4it8 4 I > Use. lis 5 5),G x Iit, m, • kiss a s), EA/F't1 e-e. Suess va-F = o. ei8gz : to A = v: 4i5 " �./a5/ I RIPPEY BY VI- DATE if M 1\ CONSULTING ENGINEERS L p F^ CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /‘3 3 ITigard, Oregon 97223 Phone (503)443-3900 SHEET 3• I OF 3- j ENfecc: /17-E OE 514 ► (6044.) F114.;Uo, (em 4 to -parr •. F,,-ikla --1-ior pe5fgel 1w 1155 05.4 4.255 !, e 4 33 5' ' Cl .q,I k Co) (� ��)) f15D Mk bA 3.608 1 . �- (0) 0.5-10 Q 6. 3S' f I U LI 3 ba� g ° J, osct (UJ) (3Ne4F�) -z:: , 0in.i ; 3, • /' CoNc. 0< < 3so' (cap -- ) � WAS tt Fes/ //SS Sk S x Vii 19yo vi a 6,1 S R. h '` 6 k 1�_1 315' -7- i"'� !2. 3 F + A9re coi'�s - ' d e12T = , i 3.41+ rEreqs e i h, t, vod ,{-44- g-41.6t 1,`z/2. 3�i 4 'BIZ" 3'` 1 li' e7T., = X$46 , /2,34 1 =J As v J q v,z2 ?,it ,. d vg f 3J O,53q " :) 5/B 0 vada Ai- i,„, 2„ + t 2„ ' tr4-(-4eLt men,k e 404 4.-ve-14 G✓A4! NSSS x� I sip`+ ,'TOK = 55-6''''- (1,4) 7?? wA Se'e tai(14 Ylr ,S Do+ p+P.> �,----�; II 1 + 4 U : eve bG.4 tr y2. x c/a k 5 7 e alLb r -I/H PtM w� (1) 1/Zug X y" /1 A . Tea riles519c RASE 'PLA' gyt„.z,x I IT\AKTM RIPPEY BY I DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO /6 .:a Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 3,2 OF I 4.17-r- r - (c id (4,2 Al ) /'P_Sl n moi► tem/?a @ Call() I/Ja/1 IbL 7 = 5-ss ( 1•,-/ ) 7 7 4, 11. Ji' (4) 0/NO: 1/ - 23 (iP). GJ1 4 (1150: I --> 1,2.0 + r,) (oat--) ii A A1 -14 012- r 41 MI°, V 1 Y 3?- (w/,'n) ligit ,-. (,f (� w, k- Piv� S104 Sher I.°4415 ll ! i�. S/Q"r ; 7Alf,w 281jt : (0.R-I)(0,603) P. /22641 64-s0 111 i- VaUoki = 2615' (o,41o) ( o.b ) = 636 (rip) eAye- 5 faefA6 5 `J ' Z a - �f I 11144 1 Jl2" ! ? l4#/74#/it) 203 5 (0.%)(0.�-B 6) /2/S (i-SD) VIt Z /ije5 it (0.179( 1,,o) q33 # (A-515) I . AZ Lc ' T- SSS- V 04 (?37) 4 502 16 (12Z6) t (21-) ' 1.2 2 l -o Ni4. 6 II/ZucP ' ( 5 515t ( �3)S/3. 0,So5 < I,° ok > 0e.._ L3k3,kii_xo - u :4K3/G e.,,?-e-4 ' srl at At‘5 to s.}- &c/ (i) 4 h f,e, x i1 yi" E414,ed, viel,f 1 'o I (/ N/I-ri 141r- 1t Y io ' TM RIPPEY BY V L DATE 11 M1.:41CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO /6 33 0 ITigard, Oregon 97223 Phone(503)443-3900 SHEET 3.3 OF • 11.1„-r-1 1 www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/4/2018 E-Mail: 1 Specifier's comments:Gate Embed Plate 1 Input data I Anchor type and diameter: AWS D1.1 GR.B 112 Effective embedment depth: het=4.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: ix x ly x t=5.500 in.x 5.500 in.x 0.500 in.;(Recommended plate thickness:not calculated ' Profile: no profile Base material: cracked concrete,2500,f.=2500 psi;h=36.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[In.]&Loading[Ib,in.ib] 1 I 1 t I I I co _,-------4 0 10_,„...-4r ..... ' ..\.: ,l'i 7;"',Z. ::",-4.....-4, ./.44 .t'i.'W Z i `W : l"."`-''''''''. 4t5f; . c �.'°•. rn "ham" 4�"^%y." rH�� j, �� Sr? ,, y,F' Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilo is a registered Trademark of Hilt AG,Schaan 3t/ III I I1IILTI I www.hlltl.us Profis Anchor 2.7.5 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: I Phone I Fax: E-Mail: I Date: 6/4/2018 2 Proof I Utilization (Governing Cases) IDesign values[Ib] Utilization Loading Proof Load Capacity pN/Pv[%] Status Tension Concrete Breakout Strength 777 2579 31/- OK IShear - - - -/- - Loading PN pv C Utilization pN,v[%] Status Combined tension and shear loads - - - - - 3 Warnings I • Please consider all details and hints/warnings given in the detailed report) Fastening meets the design criteria! I4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Rill products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be I strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilts product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an I aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilts on a regular basis.If you do I not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hifi Website. Hilts will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I I I I I I I l Input data and results must be checked for agreement with the existing conditions and for plausibility! 3, PROFIS Anchor(c)2003-2009 Hilts AG,FL-9494 Schaan Hilts is a registered Trademark of Hilti AG,Schaan Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:31 MAY 2018, 8:26AM $t, File=P 12016 Proleots116330 'MOG Landmver 1NA SQISTitUOTURALICALCS116330 Exira eo6 Lic # KW-06002562 Licensee ITM RIPPEY CONSULTING ENGINEERS; Description: HSS Post al Gate Code References; Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General linformaton Steel Section Name HSS5x5x1/4 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.0 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.0 ft,K=2.1 lilliAii00641..(.:44.Ciiiii.iliEl.t1:NiEgi:NEEM:ilig:Ang:$;',:iiiiilOilig;': Service loads entered.Load Factors will be applied for calculations. III Column self weight included:140.580 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,D=0.760 k I BENDING LOADS... Lat.Point Load at 8.50 ft creating Mx-x,D=0.5550 k Lat.Point Load at 2.0 ft creating Mx-x,D=-0.5550 k Lat.Point Load at 8.50 ft creating My-y,W=0.8370 k Lat.Point Load at 2.0 ft creating My-y,W=0.4180 k D.t:SIGNSt1MMARY . . . . Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4892 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 1.255 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 0.9006 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 46.783 k Ma-x:Applied -3.608 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y 0.4239 in at 9.0 ft above base Ma-y:Applied -4.770 k-ft for load combination:D Only Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.4301 in at 9.0 ft above base for load combination:+D+0.60W PASS Maximum Shear Stress Ratio= 0.02273 :1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.7530 k Vn/Omega:Allowable 33.124 k giltO4.0i0.tt.l.bjt149in:AOS.%ntif:i::ijiliiiiliiiiiiiiiiiiiiiiigig.iiiiig Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.216 PASS 0.00 ft 0.017 PASS 2.05 ft +D+0.60W 0.489 PASS 0.00 ft 0.023 PASS 0.00 ft +D+0.450W 0.421 PASS 0.00 ft 0.017 PASS 0.00 ft +0.60D+0.60W 0.403 PASS 0.00 ft 0.023 PASS 0.00 ft +0.60D 0.130 PASS 0.54 ft 0.010 PASS 2.05 ft Maximum ReactionNote:Only non-zero reactions are listed. I Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.901 -3.608 +0+0.60W 0.901 -0.753 -3.608 -4.770 +D+0.450W 0.901 -0.565 -3.608 -3.578 +0.600+0.60W 0.540 -0.753 -2.165 -4.770 3, 6 I 111 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:31 MAY 2018, 8:26AM Eib P:120t6 Prajepts116330 MO t.endrover WA SWtSTR1CTURALICA:-OS116330 Eitra ec6 Steel C419,111.1 Lie:iicw,( . 0ii254koi*00gi' fNyRippgyjCPNSp;TINpgw31NRg...R..::..:......s...:..;. Description: HSS Post at Gate I .Maximum`Reactions, Note:Only non zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @Base @Base @Top @Base @Top @ Base @ Top @ Base @ Top +0.60D 0.540 -2.165 • W Only -1.255 -7.950 Extreme:.ReactionS Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 1 Axial @ Base Maximum 0.901 -3.608 Minimum -1.255 -7.950 Reaction, X-X Axis Base Maximum 0.901 -3.608 Minimum -1.255 -7.950 I Reaction, Y-Y Axis Base Maximum 0.901 -3.608 Minimum 0.901 -3.608 Reaction, X-X Axis Top Maximum 0.901 -3.608 Minimum 0.901 -3.608 I Reaction, Y-Y Axis Top Maximum 0.901 -3.608 Minimum -1.255 -7.950 Moment, X-X Axis Base Maximum -7.950 Minimum 0.901 -3.608 -3.608 I Moment, Y-Y Axis Base Maximum 0.901 Minimum -1.255 Moment, X-X Axis Top Maximum 0.901 -3.608 -7.950 " Minimum 0.901 -3.608 Moment, Y-Y Axis Top Maximum 0.901 -3.608 Minimum 0 901 -3.608 Maximum.neftecttonsfor Load.Combinations ... Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance I D Only 0.0000 in 0.000ft 0.424 in 9.000 ft +D+0.60W 0.4301 in 9.000 ft 0.424 in 9.000 ft +D+0.450W 0.3226 in 9.000 ft 0.424 in 9.000 ft +0 60D+0 60W 0.4301 in 9.000 ft 0.254 in 9.000 ft +0 60D 0.0000 in 0.000 ft 0.252 in 8.940 ft Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 inA4 J = 25.800 inA4 I Design Thick0.233 in S xx = 6.41 inA3 Width 5.000 in R xx 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 I yy = 16.000 inA4 C = 10.500 inA3 I Weight = 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in 11 Ycg = 0.000 in 1 I I I 3. Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:31 MAY 2018, 8:26AM Pk P 10th Pro1e00116330 MOGLm•ldn ver WA SQWTRUCTURALICALGS116330 Xtra eo6 S ii Gbh lr>w1n ... .. Lic<#:KW-Q6002562 � Licensee:;TM RtPPEY CONSULTING ENGINPEhS Description: HSS Post at Gate Sketche . Y I Gi9b, I ,� : !Load 1 beak ............i.,,,. ::.:::::.::.::.::.:,:::,:::,,,,,:.:. 5.00in . . • I I I 1 I I • I I I 1 3,8 I 1 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: I Title Block"selection. Title Block Line 6 Printed:31 MAY 2018, 8:45AM Pole Foolin a nbedded lit$+ �I 01k=tY12016Proeotsl163 1 Is- 0Latdroveh WASW15TRUCTUf2AL\CALCS146330Extnaeo6 g I Lie::#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Pole Footing for HSS at Gale(Wind) • Code Referen ces I Calculations per IBC 20151807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General It formation I Pole Footing Shape Rectangular Pole Footing Width 36.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface I Allow Passive 267.0 pct Max Passive 4,000.0 psf IControlling Values Point Load - If Governing Load Combination: +D+0.60W Lateral Load 0.7530 k Zo I Moment 4.770 k-ft I NO Ground Surface Restraint Son Surface No lateral restraint Pressures at 1/3 Depth ' �'�?; g f > :' iii� r Actual it• a -'';g "" 5.) 326.273 psf s',.. ,twig. b: 4 i,,,Ii'i' 1..4 ,� Allowable 327.105 psf erF;__ _><>:<y_= , , , :41-":3211. '.` 3 ii., l-,..i..ii..,..i §aL::::;1413.121 i , .:_ _aa2\\tib#3":' >._;a::'=>i�:i>i:, ,;�s �••• * A Oxy' i ,< ,.g Footing Base Area 9.0 ftA2 III i i Maximum Soil Pressure 0.1001 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kit) Vertical Load (k) D:Dead Load k k/ft • 0.9010 k I Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind 1.255 k k/ft k I E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 6.335 ft ft BOTTOM of Load above ground surface I ft iiiiiii,Lidadt.iiiiibitiit16.61kestilts t` '_ j � \\ ti '�^ ' #o. @ `,k ,;].�. z„ :a ?- :' _„io.•;cam;: „ "., �z „ I ., :#z ' .\..,_ ,,.. t,,, S I'"t� �. ^aET€r-ffi�k z* �•,, a 'u "'@>z'<�':: ^6 @ A S` `\ %F @ ,x.\\�"x„ ,.,.:.<a�::z��h ,:‘,...„Aim--,,r..1,,;c,,,,,, n„:,:,,�a�tFzz}`a�``a. 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I Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: HSS supporting gypsum soffit CODE REFERENCES I Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties ' Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1 D(0.1026)L(0.07875) b d O $ b I41111) HSS12x6x3/16 Span=30.750 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations, I Beam self weight calculated and added to loading Uniform Load: D=0.1026, L=0.07875 k/ft, Tributary Width=1.0 ft I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.484: 1 Maximum Shear Stress Ratio= 0.051 : 1 Section used for this span HSS12x6x3/16 Section used for this span HSS12x6x3/16 Ma:Applied 24.056 k-ft Va:Applied 3.129 k I Load Mn/Omega:Allowable 49.700 k-ft VnJOmega:Allowable 61.804 k Combination +D+L+H Load Combination +D+L+H Location of maximum on span 15.375ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.473 in Ratio= 779>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.223 in Ratio= 302 >=180 ' Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values I Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 30.75 ft 1 0.297 0.031 14.75 14.75 83.00 49.70 1.14 1,00 1.92 103.21 61.80 +D+L+H I Dsgn.L= 30.75 ft 1 0.484 0.051 24.06 24.06 83.00 49.70 1.14 1.00 3.13 103.21 61.80 +D+Lr+11 Dsgn.L= 30.75 ft 1 0.297 0.031 14.75 14.75 83.00 49.70 1.14 1.00 1.92 103.21 61.80 +D+S+H Dsgn.L= 30.75 ft 1 0.297 0.031 14.75 14.75 83.00 49.70 1.14 1.00 1.92 103.21 61.80 I +D+0.750Lr+0,750L+H Dsgn.L= 30.75 ft 1 0.437 0.046 21.73 21.73 83.00 49.70 1.14 1.00 2.83 103.21 61,80 +D+0.750L+0.750S+H Dsgn.L= 30.75 ft 1 0.437 0.046 21.73 21.73 83.00 49.70 1.14 1.00 2,83 103.21 61.80 I +D+0.60W+H Dsgn.L= 30.75 ft 1 0.297 0.031 14.75 14.75 83.00 49.70 1.14 1.00 1.92 103.21 61.80 +D+0.70E+H Dsgn,L= 30.75 ft 1 0.297 0.031 14.75 14.75 83.00 49.70 1.14 1.00 1.92 103.21 61.80 +D+0.750Lr+0.750L+0.450W+H I Dsgn.L= 30.75 ft 1 0.437 0.046 21.73 21.73 83.00 49,70 1.14 1.00 2.83 103.21 61.80 +D+0.750L+0.750S+0.450W+H Dsgn.L= 30.75 ft 1 0.437 0.046 21.73 21,73 83.00 49.70 1.14 1.00 2.83 103.21 61.80 +0+0.750L+0.750S+0.5250E+11 ' Dsgn.L= 30.75 ft 1 0.437 0.046 21.73 21.73 83.00 49.70 1.14 1.00 2.83 103.21 61.80 +0,60D+0.60W+0.60H Dsgn.L= 30.75 ft 1 0.178 0.019 8.85 8.85 83,00 49,70 1.14 1.00 1.15 103.21 61.80 9 Title Block Line 1 Project Title: I You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:23 AUG 2018, 2:26PM Steel Beam File=P:12016Projecls116330-MDG Landrover-WASQ\STRUCTURALICALCS116330Extra.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.15. Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: HSS supporting gypsum soffit Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 30.75 ft 1 0.178 0.019 8.85 8.85 83.00 49.70 1.14 1.00 1.15 103.21 61.80 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Dell Location in Span I+D+L+FI 1 1.2227 15.463 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 3.129 3.129 Overall MINimum 1.151 1.151 +D+-I 1.918 1.918 +D+L+H 3.129 3.129 I +D+Lr+H 1.918 1.918 +D+S+H 1.918 1.918 +D+0.750Lr+0.750L+H 2.827 2.827 +D+0.750L+0.750S+H 2.827 2.827 +0+0.60W41 1.918 1.918 +D+0.70E+H 1.918 1.918 +D+0.750Lr+0.750L+0.450W+H 2.827 2.827 +0+0.750L+0.750S+0.450W+H 2.827 2.827 I +D+0.750L+0.750S+0.5250E+H 2.827 2.827 +0.60D+0.60W+0.60H 1.151 1.151 +0,60D+0.70E+0.60H 1.151 1.151 D Only 1.918 1.918 I Lr Only L Only 1.211 1.211 S Only W Only E Only I H Only I I I I I I I 5.1-1 II