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Home My WebLink About1 LEGOLAND DR; STRUCT; CB971456; PermitSTRUCTURAL & - · DETAILS (8971456 LEGO ADMIN . SOP qt-•t&.f I I I I I I I I I I I I I I I I I I I z l- a: <! ~ d z z Z MARTIN & DUNN, INC. :::> Structural & Civil Engineers 0 7801 Mission Center Ct., #ADO San Diego, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 STRUCT.URAL CALCULATIONS FOR Legoland Carlsbad (M&D PROJECT NO. 960240.00) Service & Administration Cluster (IGMP #1 Pac·kage) Architect of Record: Hellmuth Obata & Kassabaum Cluster Project Architect: McGraw Baldwin For Building Department Plc:m Check Submittal June 3, 1997 I·, I .. ' .,j ·1 -·----~···· .... _, ···--·-' , __ ....... "'·. '1 !' I ··; ~ .. MARTIN & 1:>U.NN, INC. Structµral & Civi! Engineers 7801 Mission Center Court Suite 400 SAN DIEGO1 .. CA 92108 I: I I. I: I I l}> I·. SHEETNO, __ ---'------'----OF-'----- CALCULATED BY 12,M.zl~ DATE · vi A--< q-, Phone (619) 497-2118 CHECKED BY---'------'----DATE ___ _ Fax (619) 49.7-0429 SCALE------'--------- 6:(J(lJ~1Cl ML CALCLtLkr10Ns · ft>t?., -n-ttr . ~GeVIC-E zr,, A.Df'/\INl71eA-r10"1 &LLl_?I~~ A-I 1:2 A-'202 .------· rzef3J.Go:G ebl~o?u ~ t L-:1:n 1..d TY B L,l7G , '(l2E7...,Uo/ f¾4-lvt1NG ~L-u H N 7 ~, roo-rr 1'-!G , WAU\.6 1:f, Poo11'NG A:D~ I~ 171:e-A---r ION f?y\Vl» ING f?1 JZ.i-~~ . R7-f2U> f2x>F" f~A-NtNG A.1-A-q ----r7 L---,-~ w p p 11.J aG {ou-r-o~-fl.AN 6) Aq -- 1.Ar~JZ.A-t..., hN A LY5 l ~ 11.:J.-o -A-:t. + j200f Dt/rfi,\4 f?-AG+1 A 14-A-1. '7 -n~--r-ur PAN~w c1t--l-PLl\1-ltS; A"1B-A20 FvU 1'1 t7 /r11D N A'?O-A-~'31 cal tJ~<::::---r10 t--1'7 /\3'4--- ·'262)~ f~ M\'NG L,/'rf&j2AL---ANI\-L'OI'?' /17t:7161J -~N Cc--r,ot--\.7 ':7-1-'=7&::> c;,,-78 ~-7:J,j_ .; .. . • .. .. 1:. I Ir::·::, .. . ·1. ' ..... / .. : I .I. l- 1 · (.: · .. : ~ ... : ~ : . MARTIN & DUNN, IN·c. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. _________ QF ___ _ CALCULATEDBY. ~l::".17/ }?7k DATE· MA'Y°O Phone (619) 497-2118 fax (619) 497-0429 ',, . ----- CHECKED BY------,----DATE ___ _ SCALE-------------,---- f2,00~ Pr2AH '"IG / ~ L-U MN 'PTG-M.1.-Mq f1 (5'2-, '2 A-1'] 1 NB pt,t0~ Pti-A M 1 NG M j.t'.)---'/'-<f Z-\' H e;-z,--z_, P\.;OOYL U>LMHN7 c\-ft& HZ:i-M'Z-'3 --11 W-lA P PAN 6W (cu--r--DP PL-/\t-1 \3} M24--VI '?h IA.>~1?l .. ~6 l?o~ \A//f L,l-· M 3/7---M '3/7 LA-f~,tL-AtiA1..-Y~l7 M40-M4Z-- [Zo~ 0tAf'H--ek6~ . MLJ'7--t-14-~ -nvr...:1.t,r Y7A14~1' (1N-P1.,,,A-l4.'6) H ~. 1--1 ~. 1?~& ce:t? ~~ A-M& M !75---H 14- ~ 1'} ~c.,-n,o~ ~ H,5-~ b;te:C7e:B \£2:' 2 7HtX7 ~o~ ~HING Gi-G~ t'1MoN rzy WltlAh {tU_-r-If-Pllh--1 ~1 (YJ -t;z?? L-t\,e:;elrL-lrl'--L+1..>-<S I~ ~----:6'V7 ~ l?IAPrrfZ.-A-G-M b2-6-bZf3 1411"~0NN WA-t.-/h-{tt-.\--PLA1'\~) b21-Gn-. ?t>~~~---nDNo/ &'73--- . ;, ,•. ,, ·, \t~l It. ............ ~ ...... ..,.,. .... __ ._.,,1.,._ ..,. .. ~-~, ... ,..._._~, .. ,.,_ .. ,..,... -. ._ ,_ ·-... -1.\-~ .. ·-·. .. .. . .. I MAR~;N 8\ D,~~. INC. ' . . ' ' . . ' . . . ' . . ' ' .. ., ' ' -...... , .. -... _, --~:: '=.'.;'. JOB ~ol-,11J O· fxfu,% ~ L-totAIY q&oz4-0 I (';-:_:°: • . "t•:. · .. ·. Structural & ·Crvirl E~ ineers 7801 Mission Center jourt.~ S_uite 400 SAN DIEGO,'. ~A 92,1-@8 Phone (619) 497-2118 Fax (619) 497-0429 SHEET NO. gi. OF _.[Z_J.;~·-l? __ _ CALCULATED BY :f~~ DATE 15-j &'q-/ CHECKED BY ______ DATE ___ _ SCALE ~Mfo~e:k\.. A-I Ii ~e .I I.· , ... I I I '• h I d I • 1 1 , l• , l! I I •' '• < i , I , , ' ' 1 '• " , 11 I ,• I ~au:z fwn1nJ&-,_ 1iiau 1 DL--~ io p :;5J) 1 ~'°? vl,, ~ ·i o r1~P I ·-...... I ' J~ ,o "-c/' 4?~ 4-1-01?? ?. TA-...: ~o' C4 1) ~ {1,D ~ ~~ (lo-t-lOJ(40 ~ (;O' f.l~ tJ\,~ ~ 0,0'8z;,,~yz. ~ q ¥--(4-.-j 4-x 14-DP#-z e-48'•1 e~& ~ f-¼ . W()1· l,{)1,- 1 I I I . I I l I W.:: (lo116)('k>') =-. ~dD,p'-f l<Jo; ~6l>y.7L.J~ w 1;:: ~ol>p~. NrYlax~ 4* ~----1n -z.. ??1 ¥~+ e I -z. f O .f. et.., ::::. 1.'1 .f 1, 1 ='-/ 6, .q-~ Jez. _, __ e.,-r ev ~ +,'7 r 4, ?;7 ~ e,, G,,I"-[ 151/e;" X / & Vt-" G,1,f3, j @1.AAHhl7 /2)Vl~~\~.4-1~ h;/,t' ~UHC /8''¢)~1-LA/~-#s-- V~~IC-/'8-W;·W= (b.4-(1,&.z,,i:;-y":>)w-= ~ ~,w v~-: ~.7.1 (91+8)&,ste>Yz.)x IZ~:t?7fl-... a.i.7('t0,l)Cj_= LB~/~L- . 4~. 1-, . v~ ::.· t?.~71r"t1.1o;2 x 0.157>~42-== CJt?J y?ig... -7"' :$/tY 1101.ttf- 4- "l• • , , " • • , ,, , ' '•' I " , ! ,t pllt l,1,, ',,~,:.•,,,!,, •, ,. ',: ., ·- .. :• :,1 :.:.I •:, ·:· ,., .. ~ ,.•. :-.: -:; .:,• ,., .... ;_.~::. !,·.·. t} ····· (.\ ,:•: ,, .. ::./. , ... (;_:.-. !',-.::·. ,.· .: :: :_·:_:! -.·.·. I I~-(/:_.r.- I I I I I I I r:~-~--:-_:. I C:. I .~·· I I I I ·1 le I I MULTI-SPAN TIMBER BEAM DESIGN PROJECT# 960240: LEGOLAHD -COMPONENT A-111' REFUSE ENCLOSURE.AND UTILITY PAD .~tta---r (?.'I,, r~A-s-t&>:q, GENERAL DATA · -1--2--3- All Spans Sinple Support?? : NO Spans Length ft: 11.00 25.00 4.00 End Fixity: ~ Free:Pin Pin:Pin, Pin:Free Bea11 Width in: 5.125 5.125 5.125 Bean Depth in: 16.50 16.50 16.50 --C!LCIJL!m> VALUES ---OK- -OK- -OK-F'b-Modified Allow.· ps!: 2316.6 2033.3 2316.6 fb -Actual. psi: 936,6 1905,7 123,8 F'v-Hodified Allow. .. i65.0 165.0 165.0 ps~ : fv (actual) * 1.5 psi: 51.1 130.0 13.9 Moment@ Left k-in: 0.0 -217.8 -28.8 Ho11ent@ Right k-in: -217,8 -28.8 o.o Max. Hon. @ Hid-Span. k-in: 0.0 443.2 o.o X-Dist ft: 0.00 13.50 4.00 Shears: Left k: o.oo 8.13 1.20 Right k : -3..30 -6.87 0.00 Reaction@ LeftDL k: o.oo 7,68 4,32 LL k: 0.00 3.75 3.75 Total k: o.oo 11.43 8.07 Reaction@ RiglibL k : 7.68 4.32 0.00 LL k: 3.75 3,75 0.00 Total k: 11.43 8.07 o.oo Max. Defl. @ Mid span in: 0.999 -1.127 0.582 X-Dist ft : 0.00 13.00 4.00 DESIGI DATA Le: unsupported-Length ft: 11.00 25.00 4.00 Fb:Basic Allowable psi: 2400.0 2400,0 2400.0 Fv:Basic Allowable psi : 165.0 165.0 165.0 Elastic Modulus ksi : 1800 1800 1800 Load Duration Factor ':-. 1.00 Loo 1.00 APPLIED LOADS Use Live Load on This Span ? No Yes No Uniform •••••• DL plf: 300.0 300,0 300,0 LL plf : 300.0 300.0 300.0 QUERY VALUES Location ••••• ft: 0.00 0.00 0.00 Shear # : 0.00 8.13 1.20 Honent k-in: o.oo -217.80 -28.80 Deflection in : 0.999 0,000 0.000 ----- I I C?\ I I I I I I I I<]:.:, I I I I I ·1 •e. , ,:,;·.· I MULTI-SPAN TIMBER BEAM DESIGN PROJECT# 960240: LEGOLAND -COMPONENT A-ll'v REFUSE ENCLOSURE AND UTILITY PAD &tft:t-1 'f!-~ PfA-6-ll/J-q1 GEIIERAL DATA -1--2--3--- All Spans Sinple Support?? : HO Spans Length ft : 11. o~ 25.00 4.00 End Fixity: : Free:Prn Pin:Pin Pin:Free Bean Width in: 5.125 5.125 5.125 Bean Depth in: 16.50 16.50 16.50 --CALCULATED VALUES ---OK- -OK--OK-F'b-Modified Allow. psi: 2316.6 2033.3 2316.6 fb -Actual. psi: 1873.2 1873.2 247.7 F'v-Modified Allow. psi : 165.0 165.0 165.0 fv (actual)-* 1.5 psi: 102.2 141.2 27.8 Moment@ Left k-in: o.o -435.6 -57.6 Monent@ Right k-in: -435.6 -57.6 o.o Max. Mon.@ Mid-Span k-in: o.o 331.8 o.o X-Dist ft.: o.oo 14.67 4.00 Shears: Left k: 0,00 8.76 2.40 Right k : -6.60 -6.24 o.oo Reaction@ LeftDL k: o.oo 7.68 4.32 LL k: 0.00 7.68 4.32 Total k: 0.00 15.36 8.64 Reaction@ RighllL k : 7.68 4.32 0.00 LL k : 7.68 4.32 0.00 Total k : 15.36 8.64 0.00 Max. Defl.@ Mid Span in: -0.182 -0.734 0.392 X-D1st ft: 0.00 13.67 4.00 DESIGlf D!'l'! Le: Unsupported·· Length ft: 11.00 25.00 4.00 Fb:Basic Allowable ps~ : 2400.0 2400.0 2400 •. 0 Fv:Basic Allowable psi : 165.0 165.0 165.0 Elastic Modulus .,_ ksi: 1800 1800 1800 Load Duration Factor · · LOO 1.00 LOO APPLIED LOADS Use Live Load-on This Span ? Yes Yes Yes Uniform •••••• DL plf: 300.0 300.0 300.0 LL plf: 300.0 300.0 300.0 QUERY VALUES Location ••••• ft: o.oo 0.00 o.oo Shear # : o.oo 8.76 2.40 Monent k-in : o.oo -435.60 -57.60 Deflection in: -0.182 0,000 0.000 ---~----· I I ,(/:: .. .. . ./ . :·~::. I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 '._, ••• ,._. _.,, .~-, -'-• •-•'l•••., •. ...._ ••. -...._ _ _..~_..,,,...,,._,.,_.,_~L-._~,,....,.'I JOB L.c~LANt2 · /k;ful;p; J IJnury iJ/~24D SHEET NO. et}-OF ____ _ CALCULATED BY __,_~.c..,rA:::_,__ ____ DATE. 6-fb-6n CHECKED BY ., . DATE ____ _ SCALE t?iMr'.~~T fr-111--f?af-,lti?tk j ,• I I • t / d I ,' ,1 l •, I ,) I I t •, • I ·1 .. .. I :: I:: .1: .1 ·-: I (?: h: ·:·. ··. I:: 1 ·:. :1 .· 1.·. I: .. ,o ·1 ,'., I: .. . ·?: I > ~1 ··~. ". A'fi\,..t~~CI + '.f'4';,1 A-Yl'le'\X ~ 1 ·~ 5 {O· io:'(\5)4-· + 1,eal<::( 11s)3) r, z,.~ .'?bcfl>(Glf::E 8 · ~ A-m~y-==--o, is') L)/h -z:. ~~ ... o, oo I+-oic:::... \6°,)(1'2.., - C4>Wtv\i\J @YOUG J2ml\fX c:: 16. f-1' 1--8~ Z?Ol>ip~ /)ryift, e. \6,4·~ ~,Z,, ~ ~ r 1,.i;:; \::'.'~,.P ? . \'' .... ' I \8''~ (61\JC, .. ~i-. w;. t v;--Jt.~ ~lt/ " )( ft;t-011 Pf"b /1,'' ~ w/f#A~ . ~A . vv1r'-( ;, II !,i I I (~ .. . :.-:. I I I I I I I .... :::·_:_·: 1c· I I I I I ·1 I r."7::_ l·.-:::·. I .... I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT ,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CIRCULAR CONCRETE COLUMN DESIGN PROJECT 960240: LEGOLAND COMPONENT A-111,,REFUSE ENCLOSURE WI) UTILITY PAD Date: 05/20/97 ---DESIGH DATA ------COLtlMI DATA ---LOAD FACTORS USED f'c = 4000 ps,i Fy = 60000 psi Seisn1c Zone : 0 Live & Short Tern Loads Act Together Eff. Length Factor = 2. oo Column is UNBRACED! Delta:S Total Reinf. Area ••• % Steel = = = 1.00 2,64 in2 1.04 % Colunn Dianeter = Height = Rebar CL To Face = Using Spirals Rebar: Actual Cage ·Dianeter = Radial Bar $pacing = Hi.n. Spiral -AS .;. 18.00 in ACI 9-1 &·9-2 DL = 14.00 ft ACI 9-1 & 9-2 LL = 1.88 in ACI 9-1 & 9-2 ST. = Yes • • • • Seisnic = ST * 6 -# 6 ACI 9-2 Group Factor = ACI 9-3 Dead ·Load Fact = 14.25 in ACI 9-3 Short Tern = 60.00 deg UJ3C 2625(c)4 111.41i Factor = 1.32 % UBC 2625(c)4 no,9n Factor= Page: ~ 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 ----------------APPLIED LOADS-~------------,---- 7.70k 7.70 k 0.00 k Monents.. • @Top Dead= o.o Live = o.o @Botton Axial Dead Load = Live Load = Short Term = Eccentricity = · o.oo in Short= 0.0 o.o k-ft o.o k-ft 38.0 k-ft -------SIJlfARY ----------~---SLEIIDERIIESS CIIBCK------- Pu: Max. Factored = Pn*Phi@ Design -Ecc. = ·, . Mc=Delta:B*M2b + Delta:S*M2S = Final Eccentricity = Magnification Factor= Design Eccentricity = Po* .80 = P: Balanced = Ecc: Balanced = ~-----· 9-1 9-2 9··"3 Actual kLu/r = 74.67 Elastic Modulus=:= 23.9 17.9 6.9 k -Beta = 0.85 3605 ksi 634.6 31.1 11. 7 k 9-1 9-2 9-3 OK OK OK Neutral Axis Dist = 17. 29 in 4 .16 in 3. 83 in Phi = O. 75 0,85 0,88 2.3 48.4 49.4 k-ft 1.14 32.48 85.54 in ":-1.077 1.056 1.029 Linit kLu/r = 22.00 22.00 22.00 Beta = M:sustained/M:max = 0.452 0,452' 1.000 en = 1.00 1.00 1.00 1.23 34!31 88.05 in 862.4 862.4 862.4 k EI= Max[(.2*Ec*Ig+Es*Is)/(l+Beta) -or-.4Eclg/(1+.Beta)]/I000000 = 5119 5119 3715 345.63 382.56 382.56 k 6.44 5.72 5.72 in Pc: Pi2 *EI/ (kLu)2 = 447.50 447.50 324.80 Alpha: MaxPu /(Phi* Pc)= 0.071 0.053 0,028 Delta:b=Cm/(1-Alpha) = 1.077 1.056 1.029 Delta:b * M2}> = 0.0 k-ft 0.0 k-ft 0,0 k-ft Delta:s * M2s = o.o k-ft 48.4 k-ft 49.4 k-ft Ecc: Ecc Lds+Molilents. . -1.140 in 32,476 in 85.541 in Design Ecc = Ecc*Delta = 1.227 in 34.306 in 88.046 in V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUllDERS ASSOCIATES, KW060361 I le··· <·.:,::.": I I I I I I I 1 er I I I I I ·1 I (;:: I I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 ·Date: 05/20/97 Page: ((W GENERAL FOOTING DESIGN PROJECT# 960240: LEGOLAND, COMPONENT A-111,., COLUMN FOOTING ----DESICJI DATA --------AXIAL LOADS-----c-----DINEHSIORS---- Allow. Soil Pressure = 2500,0 psf Dead Load = ... Short ·Term Increase = 1.33 Live Load = Base Pedistal Height = 12.00 in · Short Term Load = Seismic Zone = 4 ••• Ecc. Along X-X Axis = overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis = Live & Short Term Loads Don1t Act Together Concrete Weight = 145. O pcf 7.68 k 7.7 k O.Ok o.oo in o.oo in -Y-Y ms WlATIOR FORCES --I-I AXIS WlATIOR FORCES - •••• Pressures@ Left/Right Moment: DL = o.o k-ft •••• Pressures@ Top/Bot Moment: DL = o.o k-ft LL = o.o k-ft LL = 0.0 k-ft Short Term = 38.0 k-ft Short Term= o.o k-ft Shear: DL . = O.OOk Shear: DL = O.OOk LL = o.oo k LL = o.oo k Short Tern = O.OOk Short Tern= O.OOk SUNIIA.RY Width Along X-X Axis = Length Along Y-Y Axis = Thickness . = Column Dim. Along X-X ··Axis= Column Dim. Along Y-Y Axis= -----soil Pressure----------No1ents , Shears----- D+L Max Pressure ··· . -717. 9 psf Allowable Pressure = 2500.0 psf 'X' Ecc. of Resultant = o.o rn 'Y' Ecc. of Resultant = o.o in ~ D+L+ST 2222. 7 psf 3325,0 psf 25,1 rn o.o in Mu/P.hi = Vu:1 Way = vu:2 way = overturning Ratio= Max. Allowable 5.4 k:·ft 18.9 psi 23.4 psi 1.4 :1 93.1 psi 186:2 psi 1:5 :1 6.00 ft 6.00 ft 15.00 in 18.00 in o.oo in Service Load Pressures •••• DL + LL Dead+live+Short Term Factored Load Pressures •••• ACI Eq 9-1 ACI Eq 9-2 = = = = Left 717,9 psf o.o psf Left 1069.1 psf 0.0 psf 0.0 psf Right 717.9 psf 2222. 7 psf Right 1069,l psf 3111.7 psf 2000.4 psf Top 717.9 psf 504.6 psf Top 1069.1 psf 706.4 psf 454.1 psf Botton 717,9 psf 504.6 psf Botton 1069.1 psf 706.4 psf ACI Eq 9-3 = ---------FOOTIBG DFSIGB --------- 3000 psi 'n'= Fy /( .85f'c) 60000 ~si Vn:1. •• 2(f'c)A,5 f'c = = 23.53 = 109.54 psi = 219.lpsi Fy = Rebar CL Clear to Soil = Min. Steel% = 3.5 rn Vn:2 ••. 4(f'c)A.5 0,0014 --------FAcroRED SHEAR FORCFS ----~--- Two-Way Shear One-Way: Vu @ Left one-Way: Vu@ Right One-Way: Vu @ Top One-Way: Vu@ Botton ACI 9-1 ACI 9-2 = 23.44 psi 13.16 psi = 6.14 psi -3.82 psi = 6.14 psi 18.95 psi = 9.46 psi 4.21 psi = 9.46 psi 4.21 psi ACI 9-3 8.46 psi -2.45psi 12.18 psi 2. 70 psi 2.10 psi Vn * P.hi 186.23 psi 93.11 psi 93,11 psi 93.11 psi 93.11 psi -----__ -_ .. -.. ~--FAC'IORED IDIEH'.fS --------- Mu/Phi@ Left Mu/Phi@ Right Mu/Phi@ Top Mu/Phi@ Bottom ACI 9-1 ACI 9-2 = 1.9 k-ft -1.1 k-ft = 1.9k-ft 5.4 k-ft = 3,3 k-ft 1.5 k-ft = 3.3 k-ft i.5 k-ft ACI 9-3 -0.7 k-ft 3.4 k-ft 1.0k-ft 1.0 k-ft Ru 14,1 psi 40.6 psi 25,0 psi 25,0 psi ------SERVICE WAD OVERTIJRIIIIG STABILm ----..,,._-- Factor of Safety : Factor of Safety: Y -Y AXIS X -X AXIS V4.4B (c) 1983-95 ENERCALC Static Short Term = . --Hone--1.44 :1 = --None----None-- As Req1d 0.252 in2 0.252 in2 0.252 in2 0.252 in2 454,1 psf GEORGE R. SAUNDERS ASSOCIATES, KW060361 . " ii ;I ... ::1 ii :1 :I ii ·_ I f.\·/:.:.: ::1 ·· ~1 .:I :I :I .. ·' :·1 I.~-{\?: , ... ·.· ~I .,. ~1 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 JOB LJ5b~'()· _?ert.i* :-« {inurt-r 9 ~z,1c) ~~~ ~7 -~----~ CALCULATED BY F~A---DATE. G-"2 l-o/7 Phone (619) 497-2118 Fax (619) 497-0429 CHECKED BY . DATE-----,- SCALE U}1 pcs,~E]\~rr A-,,~ vltfUA/1:%5 I '• • ,• • • ' • • W1GJ.u 11. Y,#{·u-=uwtJG->:5 ~t He.Th,Yl.. \:1Afo1'\\e.,y v¼:J-4 e, (,. _ O 1rz II a-1 u e et&..-Ytrn oN vj 1a\ITW-( b~, h c: , 6 '. ~H~ Kea vJT. 11,,.H ~Hf.A ysrfl,tCCD-= \72.. P* ~O~b~ 1 '7~/Q,. IN~feZZl6l~. < W~&~ 01 ?J(t-:?,zp-:A> -;, '?q, Ct> p4 ~ "31 pt& lor j-Pr $[72Ap .. · P~Yl eM-tMlnJc.. tN~t&e-. ~~rrz~ -s~'? 1.. . ·, . t.) 8''" vf::'yt). i h ~ t>' l'V' 7c:>~l O, 6'f6llTIX) t,f11,,t .. v./ 1ft:c1A1,; 1-W ,t{f.s-e.. Z-4''0JC. 4 l-0'1 . X l l--"3-1·1 ~ > -.A--4e..rt-n · ~~~ MtV v\lf. tY' ~u v../ ~cc~ ~ aDpsf:. ~?vl l? • &f26U-1e:'O I o/ Pl::Z1 AG I tJ~e.ZfJ 6~ W,asi ~ o,,~6 t t>Dp ~; -i. ZL\-~ o t 42-.-=;,, 24-p!J ~ --J..-PT '5rf2.,fP -----~· ~0'llA1--v ?ff?g\-Q 5~-i g.11 ~10-~~IA/ ~A-L---17-Pf.# '-.ll,-4e.l&'1 o.c.. ,ZJ-cJ-h 'f. 1J,'7I\ nz. I -&:-4e-12.}\ ! .... E t•" ,• l ,, , !'. • q •, , , I; ,. , h,;" I J,; ' • h•1 I,, '• ',', ',J ,, . :;1 : I /'?:':: ._ . 1:,: .-·:. ·-: .!I \I .. _::1: . . ·:1. -;1 ~ . . . ,, -~ I .~ :·I .. - '• ii(::}:• :1 :. :: ... ·.:I : :1 '.I: ii ' .. ·:1" . ' -':I·· :, '.f; . ' ' ii MARTIN & DUNN, .INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 J • • ' ' ,. ' } • ' ·~ W&& & W/\tt---:fa17rJ~o/ JOB ~t-AI--!o · #;::r:u /--A;;. tt lJn /Ar'f q &t>14o SHEET NO. _ . f!d OF-'--. ___ _ CALCULATED BY :f,!,'A-DATE 6-" I {J!)-t:)'1 CHECKED BY 7" DATE SCALE arv1 fof\J \&"NT A-11,i vi /rltt,,z IPr&z I ' ,. ' . 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(!_,. &A16 JtrM·eG W ll-\17 p-z-(1 4-f~ i) ~Pf Clte::rz_. € ID' u/1~ G,rre;s orJ ~-7\{)E Vt}:! 1'14-:p~ >( ( I ;rf + LD/z.._ :f:2-) ::: I 04, 4.---f_tJ-__ -,---__ ~ ft>IMW!NG ~CA1.,C-'91~'? -.:;;, . l'Z''C.,\./1 ll\ v.../~·6ttr.J ~") ~ /\1--te-e \2, I \,Vt rJ~ (bk[~- ~q. // f L-} w .. r,. a-e-d: ~ ( 11--/t-+ -z-, -::o -----~-Z,.l ~ -fOl-U)W\\.lG ~~CA--U:,4~........::;,,- ' ·G',F,. kMD ~-'-:-I?.,. · i t \"?" .m w/-/1,,fF~ e 2,11 w. --·· lZ-\' CMU vv/~5elv £;:f; ,ti.10 ~l-O"' K l ''-311-Prb vj "'4 e t'Z-" r.::. vJ , . , . - "•, \•.1 • ',. i,.. , ', ,, ., ,; ... ,: , 1 ., I I 'Ith,:,"''· '' ' ... t ,•'J I 1ck I· I I I I I I IC-> I I I I I I I(?. I., ...... ; ' I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT ,SUITE 400 SAN DIEGO CA 92108 . PROJE.CT# 960240 LEGOLAHD CARLSBAD SERVICE AND.ADMINISTRATION FSA (619)497:.2118/FAX 497-0429 COMP A-111--REFUSE AND UTILITY () Date: 05/21/97 Page: f-1 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND·, COMPOHENT A-ll'l; REFUS~ ENCLOSURE AND UTiiITY PAD 8 n CMU PERIMETER WALL, 81 HIGH --WALL & FOOTIIC DATA -----VERTICAL WADS--'--------LATERAL W!DS--'--.,......,...- Retained Height = · 0.50 ft Axial DL on Stem = o plf Wall Ht. above Soil = 8.00 ft Axial DL on stem = o ~lf ToeWidth = 1.00ft · .... Eccentricity = o.ooin Heel Width = 1.67 ft Surcharge over Toe = o.o psf Total Footing Width = 2.67 ft Surcharge over Heel = o.o psf Footing Thickness = 15,00 in Note: Toe Surcharge Resists Overturning Lateral Load Acting on Sten Above Soil Add1l Lateral Load Dist to Load Start Dist to Load End = = = = .24.00 psf o.oo plf o.oo ft 0.00 ft Key Depth ;;: o. oo in .Note: Heel Surcharge Resists overturning Key Width = 0.00 in SOIL DATA ----!DJ!CEJl'f FOOUIG---- Toe to Key Dist. = 0.00 ft Allowable Bearing = 2500 psf Vertical Load = o.o # ---SLIDIIG CJIEa Active Lateral = 35.0 pcf Load Eccentricity = o.oo in Ft9/Soil Friction = 0.35 •••.• Max Press. = o.o pcf Footing Width = o.oo ft Soil to Neglect ;;: o.oo in ••••• slope Press. = o.o pcf Ftg. CL to Wall = o.oo ft Lateral Pressure = 246 # Backfill Slope = o.o :1 Vert. Position of Ftg, -Passive Pressure = 536 # Passive Press. = 350.0 pcf ... Above/Below: [ +/-] = o.o ft -Friction = 476 # Soil Density = 110.0 pcf Spread Footing ? No Add'l Force Required = o.o # Soil Ht over Toe = 6.00 in ----SOHHARY --------------FOOlIIG DESIGll-.'---------- Pressure @ Toe = 1735.3 psf Soil Press. Mult. Toe Heel · f'c . = 3000 psi Pressure @ Heel . = o.o psf By ACI Eq 9-1 = 2429 o psf Ff = 600QO psi Allowable Press. ·. = 2500 -psf Mu-Upward = 957 o 'ft-# Mm. As Percent = 0.0012 Ecc. of resultant ' = · 9.75 in Mu.,Downward = 170 171 ft-# omit SP Under Heel ? No Max. Shear @ Toe = 0.62 psi Mu-Design = 787 -171 ft-# ---roe Heel Max. Shear @ Heel = o.oo psi One-Way Shear: # 4 @ 14;49 13.33 in o/c Allow. Ftg Shear ;:.,_ 93.11 psi Actual = 0.6 o.o psi # 5@ 22.46 20.67 in o/c Factors of Safety: · Allowable = 93.1 93.1 ~si # 6 @ 31.88 29.33 in o/c overturning = 1.64 :1 cover over Rebar = 3,50 2.50 m # 7 @ 43.48 40.00 in o/c Sliding = 4.12 :1 1d1 = 11.50 12.50 in # 8 @ 48.00 48,00 in o/c Ru = Mu/bd"2 = 6.6 1.2 psi I 9 @ 48,00 48.00 in o/c ------------SOIIIIARY OF FORCF.S & IDIEBTS-----~------ Origin of Force ••• --overturning 11oaents --# ft ft-# Active Soil Press. Soil over Heel Soil over Toe Sl~ped Soil@ Heel AdJacent Ftg. Load = = = = = Surcharge ove_r Heel - surcharge over Toe Axial Load on Wall Load@ Proj. Wall Averaged Sten Wts. Added Lateral Load = = = :;: = Footin9 Weight Key Weight -----· - Vertical Component of Active Pressm:e Totals = 53.6 0,58 0 0 -53.6 0.58 0 0 o.o o.oo 0 0 o.o o.oo 0 0 192.0 5,.75 0 0 0.0 o.oo 0 0 0 0 0 0 192.o I Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) V4.4B (c) 1983-95 EHERCALC 31.3 0 -31.3· 0 o.o 0 o.o 0 1104.0 0 0.0 0 0 0 1104.o ft-A -------Resisting llolents----# ft ft-# 0 55.2 55.0 0.0 o.o o.o o.o o.o 0 749.7 0 500.6 0.0 0.0 . 1360.5 # 1360.5 # 0 0 2.17 119.7 0.50 27.5 0.00 0.0 0.00 0.0 0.00 o.o 0.00 .0.0 0.00 o.o 0 0 1.33 999.6 0 0 1.34 668.3 0.00 o.o 0.00 0.0 1815.1 ft-# 1815.1 ft-# ( continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I ,,-c-. (-·//· I I I I I I :·11 I c--· ::::·.:·,:: I I I I ·I :1 r.-. ' .. MARTIN & DUNN INC. - STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING WALL DESIGN PROJECT# 960240 LEGOIJJID CARLSBAD SERVICE AND ADMINISTRATION FSA COMP A-11~ REFUSE AND UTILITY Page·. {<j·/fJ Date: 05/21/97 v PROJECT #960240: LEGOLAIID, COMPONENT A-111-REFUSE ENCLOSURE AND UTILITY PAD sn CMU PERIMETER WALL, 81 HIGH ( ••••• continued) ---STEIi SOIIM!RY ..a..· ---Top Ste•: From 4.00 ft to Top of Wall 8.00in Masonry w/ # 4@ 16.00in, d= 3.75in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 88.20psf, Bar Enbed= 12.0in-Mactual = 243.0-<= 1328.0ft-# Vactual = 1.18 <= 44.67psi Interaction Value= 0.183 second ste• Fron 2.00ft to 4.00ft 8.00in Masonry w/ # 4@ 16.00in, d= 3.75in f'11= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 solid Grouted, Special Insp. Wall wt.= 88.20psf, Bar Embed= 12.2in Mactual = 507-.0 <= 1328.0ft-# Vactual = 1.71 ·,= 44.67psi Interaction Value·= 0.382 Third Ste• From 0.00ft to 2.00ft 8.0oin Masonry w/ # 4~@.16.00in, d= 3.75in f'n= 1500.0psi, Fs= 24000.0psi • LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 88.20psf, Bar Embed= 6.0in Mactual = 864.0 <= 1328.0ft-# vactual = 2.11 <= 44.67psi Interaction Value= 0.651 -----· V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 \ I It'> ,; : : : -~·: I I I I I I I I 0t· I I I I I .·1 I I I (.:-:_:~·: I:-:-: ·:.:.-:· MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMINISTRATION FSA (619)497-2118/FAX 497-0429 COMP A-11!-REFUSE AND UTILITY Date: ·05/21/97 Page: /21} CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND, COMPONENT A-111,REFUSE ENCLOSURE AND UTILITY PAD 12" CMU PERIMETER WALL, 10' HIGH · --WALL , FOOTIIG DATA-----VERTICAL IDAOO -------LATERAL IDADS---- Retained Height = 0.50 ft Axial DL on Stem O plf Wall Ht. above Soil = 10.00 ft Axial DL on Sten = o_~lf Toe Width = 1.50 ft · .... Eccentricity = o.oo m Heel Width = 2.50 ft Surcharge over Toe = o.o psf Total Footing Width = 4,00 ft Surcharge over Heel = o.o psf Footing Thickness = 15.00 in Note: Toe Surcharge Resists Overturning Lateral Load Acting on Sten Above Soil Add'l Lateral Load. Dist to Load Start Dist to Load End = = = = 39.00 psf 0.00 plf 0.00 ft 0,00 ft Key Depth = o. 00 in Note: Heel Surcharge Resists Overturning Key Width = 0.00 in SOIL DATA. --~-ADJACKll'f FOOTIIG---- Toe to Key Dist. = o.oo ft Allowable Bearing · = 2500 psf Vertical Load = 0.0 # ---SLIDIIG CHECK Active Lateral = 35.0 pcf Load Eccentricity = o.oo in Ftg/Soil Friction ~ 0.35 ..... ,Max Press. = o.o pcf Footing Width = o.oo ft Soil to Neglect = o.oo in ..... Slope Press. = o.o pcf Ftg. CL to Wall = o.oo ft Lateral Pressure = 444 # Backfill Slope = o.o :1 Vert. Position of Ftg. -Passive Pressure = 536 # Passive Press. = 350.0 pcf ... Above/Below: [ +/-] = o.o ft -Friction = 833 # Soil Density = 110,0 ~cf Spread Footing ? No Add'l Force Requi_red = o.o # Soil Ht over Toe = 6.00 m ----SOIIIIARY-----'----------FOOTIICDESIGI---------- Pressure @ Toe = 1774. 7 psf Soil Press. Hult. Toe Heel fie · = 3000 psi Pressure @ Heel . = O. O psf By ACI Eg . 9-1 = 2485 o psf F¥ = 60000 psi Allowable Press. -.. , = 2500 ~sf Mu-Upward = 2274 Lft-# Mm. As Percent = 0.0012 Ecc. of resultant · = 13.27 rn Mu-Downward = 382 3~2 .ft-# Omit SP Under Heel ? No Max. Shear@ Toe = 7.44 psi Mu-Design = 1892 -381 ft-# ---Toe Heel Max. Shear @ Heel = -1.04 psi One-Way Shear: # 4 @ 14.49 B.33 in o/c Allow. Ftg Shear ="::. 93.11 psi Actual = 7.4 1.0 psi # 5 @ 22.46' 20.67 in o/c Factors of Safety: • Allowable = 93.1 93,1 ~si I 6 @ 31.88 29.33' in o/c overturning = 1.81 :1 Cover over Rebar = 3.50 2.50 m # 7 @ 43.48 40.00 in o/c Sliding = 3.09 :1 'd' = 11.50 12.50 in I 8 @ 48.00 48.00 in o/c Ru = Mu/~"'2 = 15. 9 2. 7 psi ·# 9 @ 48.00 48,00 in o/c ------------SUIIHARY OF FORCF.s, IDIEITS-----------~ Origin of Force ••• --overturning Moaents --# ft ft-# Active soil Press. = 53.6 0.58 Soil over Heel = 0 0 Soil over Toe = -53,6 0.58 Sloped Soil@ Heel = Adjacent Ftg. Load = Surcharge over Heel = surcharge over Toe = Axial Load on Wall = 0 0 o.o o.oo 0 0 o.o o.oo 0 0 Load @ Proj. Wall = 390.0 6.75 Averaged Sten Wts. = Added Lateral Load = 0 0 0.0 0.00 Footing Weight ___ . = Key Weight --= Vertical Conponent of Active Pressm;e 0 0 0 0 0 0 Totals = 390.0 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) V4.4B (c) 1983-95 ENERCALC 31.3 () -31.3 0 0.0 0 0.0 0 2632.5 0 0.0 0 0 0 2632.5 ft-# ----Resisting llolents---# ft ft-# 0 82.5 82.5 o.o 0.0 0.0 o.o 0.0 0 1466.3 0 750,0 o.o 0.0 2381.3 # 2381.3 # 0 3.25 0,75 0.00 0.00 o.oo o.oo o.oo 0 2.00 0 2.00 0.00 0.00 0 268,1 61.9 0.0 o.o o.o .o.o o.o 0 2932,7 0 1500.0 0.0 o.o 4762,6 ft-# 4762.6 ft-# ( continued on next page .... ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I.~,. l\;i:· I I I I I I I I n. \'·.·: : .. I I I I I ·1 I ,-:::. ( .. r .. : I ,. I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING WALL DESIGN PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION FSA . COMP A-111,,REFUSE AND UTILITY Date: 05/21/97 PROJECT #960240: LEGOLANDI COMPONENT A-111--REFUSE ENCLOSURE AND ·UTILITY PAD 12" CMU PERIMETER WALL, 10 HIGH ( ••••• continued) ----STEIi SONMARY ---Top Stea: From 4.00 ft to Top of Wall 12.ooin Masonry w/ I 5@ 24.00in, d= 5,75in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 139.65psf, Bar Embed= 15.3in Mactual = 823.9 <= 2143.7ft-# vactual = 1.82 <= 44.67psi Interaction Value= 0.384 Second Steil Fron 2.00ft to 4.00ft 12.ooin Masonry w/ #. 5@ 24.00in, d= 5.75in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25,78 Solid Grouted, Special Insp, Wall Wt.= 139,65psf, Bar Embed= 26.2in Mactual = 1408.9 <= 2143 .. 7ft-# Vactual ~ 2.38 -~:= 4.4.67psi Interaction Value·= 0.657 Third Stea From 0.00ft to 2.00ft 12.ooin Mason;y w/ ,# 5'@_24.ogin, d= 5.75in f'n= 1500.0psi,.Fs= 24000.0psi • LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall wt.= 139.65psf, Bar Embed= 6.0in Mactual = 2145.0 > 2143.7ft-# Vactual = 2.80 <= 44.67psi Interaction Value= 1.001 ------- Page: V4.4B (c) 1983-95 EHERCALC GEORGE R. SAUlIDERS ASSOCIATES, KW060361 I I , I I I I I I I I -~. (:::_:· I (r:: ... .· .. ·.::- 1 I I I I ·1 :I ' ' :I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS PROJECT# 960240 LEGOLAHD·CARLSBAD SERVICE AlID ADMIHISTRATIOll FSA 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497-0429 COMP A-ll'J., REFUSE AllD UTILITY "h Date: 05/21/97 , Page: {!J:; CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAHD, COMPOlfENT A-111,REFUSE ENCLOSURE AlID UTILITY PAD 8n CMU PERIMETER WALL, 101 HIGH --WALL & FOOm'G DATA --·----VF.RTICAL ID!DS---'------LATERAL ID!DS---- Retained Height = 0.50 ft Axial DL on stem ; o plf Wall Ht. above soil = 10.00 ft Axial DL on Sten = . o ~lf Toe Width = 1.17 ft · .... Eccentricity = 0,()01n Heel Width = 1.84 ft Surcharge over Toe = 0.0 psf Total Footing Width = 3.01 ft Surcharge over Heel = o.o psf Footing Thickness = 15.00 in Note: Toe Surcharge Resists Overturning Lateral-Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End = = = = 24.00 psf 0.00 plf 0.00 ft 0.00 ft Key Depth = o. oo in Note: Heel Surcharge Resists Overturning Key Width = 0.00 in ----SOIL DATA--------Al}JACEJIT FOO'l'DrG---- Toe to Key Dist. = o.oo ft Allowable Bearing = 2500 psf Vertical Load = o.o ,# ---SLIDIIG CHECK Active Lateral = 35.0 pcf Load Eccentricity = o.oo in Ft~/Soil Friction = 0,35 ..... Max Press. = o.o pcf F<>oting Width = o.oo ft S01l to lfeglect = 0.00 in ••••• Slope Press. = o.o pcf Ftg. CL to Wall = o.oo ft Lateral Pressure = 294 # Backfill Slope = o.o .:1 Vert. Position of Ftg. -Passive Pressure . -536 # Passive Press. = 350.0 pcf ••• Above/Below: [ +/-] = o.o ft -Friction = 567 # Soil Density = 110.0 ~f Spread Footing ? No Add'l Force Requfred = o.o # soil Ht over Toe = 6.ffO m ----SOHHARY --------------FOO'l'IIG DESIGll--~----~-- Pressure @ Toe = 2143.3 psf soil Press. Hult. Toe Heel f'c Pressure @ Heel. = o.o psf By ACI Eq 9-1 = 3001 o psf F¥ Allowable Press. · ·,. = 2500 -psf Ku-,upward = 1524 oft-# Km. As Percent Ecc. of resultant -· 12.02 m Mu-Downward = 232 234 ft-I Omit SP Under Heel ? = = = 3000 psi 60000 psi 0.0012 No Max. Shear @ Toe = 3. 76 psi Ku-Design = 1291 -234 ft-# ---Toe . Heel Max. Shear@ Heel :; -0.30 psi One-Way Shear: .# 4 @ 14.49 13.33 in o/c Allow. Ftg Shear =°':. 93.11 psi Actual = 3,8 0.3 psi # 5 @ 22.46 20.67 in o/c Factors of Safety: Allowable = 93.1 93,.1 psi I 6 @ 31.88 29.33 in o/c Overturning = 1.50 :1 Cover over Rebar = 3.50 2.50 rn # 7 @ 43,48 40.00 in o/c Sliding = 3. 76· :1 'd' · = 11.50 12.50 in # 8 @ 48.00 48.00 in o/c Ru = Hu/bd/\2 = 10.8 1. 7 psi I 9 @ 48.00 48.00 in o/c -------------'--SUHHARY OF FORCF.S i DEBTS-------------'- origin of Force ••• --overturning 11o1tents --· # ft ft-# Active Soil Press. = soil over Heel = Soil over Toe = Sloped soil@ Reel = Adjacent Ftg. Load = surcharge over Heel = Surcharge over Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Sten Wts. = Added Lateral Load = Footing Weight _______ = Key Weight = Vertical Conponent of Active Press'lll:e 53.6 0 -53.6 0 o.o 0 o.o 0 240.0 0 0.0 0 0 0 0.58 0 0.58 0 0.00 0 0.00 0 6.75 () 0.00 0 0 0 31.3 0 -31.3 0 0.0 0 o.o 0 1620.0 0 o.o 0 0 0 ---Resisting bents--- # ft ft-# 0 64.5 64.3 0.0 o.o 0.0 o.o o.o 0 926.1 0 564.4 o.o o.o 0 0 2.42 156.4 0.59 37,6 o.oo 0.0 0.00 o.o o.oo o.o 0.00 .o.o 0.00 o.o 0 0 1,50 1392.2 0 0 1.51 849,4 0,00 o.o 0.00 o.o Totals = 240.0 # 1620.0 ft-# 1619.4# 2435.6 ft-# 2435.6 ft-# Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) V4.4B (c) 1983-95 ENERCALC 1619.4 # (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I l,0·. I I I I I I I \'.;',.· I (.\/: I I I I I ·1 I I .1 /:':.·:::. i-•• •• '• ·::_: __ ·: MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT ,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING WALL DESIGN PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION FSA COMP A-111, REFUSE AND UTILITY Date: 05/21/97 Page: e jJ/' PROJECT #960240: LEGOLAND, COflPQNEHT A-lWREFUSE ENCLOSURE AND UTILITY PAD 81 CMU PERIMETER WALL, 10' HIGH . ( ••••• continued) ---gfEJISIJIIIARY--- Top Ste•: From 4.00 ft to Top of Wail 8.00in Masonry w/ I 4@ 16,00in, d= 3.75in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall wt.= 88.20psf, Bar·Enbed= 12.2in Mactual = 507.0 <= 1328,0ft-# Vactual = 1,71 <= 44,67psi Interaction Value= 0.382 Second Ste. Fron· 2,00ft to 4.00ft 8.00in Masonry w/ ·, 4@ 16.00in, d= 3.75in fFD= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall wt.= 88.20psf, Bar Embed= 20.sin Mactual = 867;0 <= 1328.0ft-# Vactual = 2.24 ·<;:: H.67psi Interaction Value·= 0,653 Third Ste• From 0.00ft to 2.00ft 8.0oin Masonry w/ # 4~@.16.00in, d= 3.75in f'n= 1500.0psi, Fs= 24000.0psi • LDF= 1,33, n= 25,78 Solid Grouted, Special Insp. wall wt.= 88,20psf, Bar Embed= 6.0in Mactual = 1320.0 <= 1328.0ft-# Vactual = 2,63 <= 44.67psi Interaction Value= 0.994 _,;• .--- V4.4B (c) 1983-95 EHERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I (?-'.-: I I I I I I I I (.~---. , ... .. ·· I I I I I ·1 I c.·::, ·.:, I ,-:::. .1 MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT ,SUITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMINISTRATION FSA . (619)497-2118/FAX 497-0429 COMP A-IMEFUSE AND UTILITY Page.· v71 C. Date: 05/21/97 I\ J. 7 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND, COMPONENT A-111,,REFUSE ENCLOSURE AND UTILITY PAD 2 FT, 12" CMU PIER W/10' WIDE GATES Oll EACH SIDE --WALL & FOOTIIG DATA --VERTICAL ID!OO -------LATERAL ID!OO-,---- Retained Height = o.50 ft Axial DL on Sten = o plf Wall Ht. above Soil = 8.00 ft Axial DL on Stell = o ~lf Toe Width = 2.50 ft · •••• Eccentricity = o.oo m Heel Width = 3,50 ft Surcharge over Toe = o.o psf Total Footing Width = 6.00 ft Surcharge over Heel = o.o psf Footing Thickness = 15.00 in Note: Toe Surcharge Resists overturning Later~ Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End = ;:: = ;::: 104.40 psf o.oo plf o.oo ft 0.00 ft Key Depth = o.00 in Note: Heel Surcharge Resists overturning Key Width ;::: o.oo in ----SOIL DATA--------ADJACEIT FOOfIIG---- Toe to Key Dist. = o.oo ft Allowable Bearing = 2500 psf Vertical Load · = o.o # ---SLIDIIG CJIEC( ~'---Active Lateral = 35,0 pcf Load Eccentricity = o.oo in Ft~/Soil Friction = o.o pcf Footing Width = o.oo ft 0.35 ••••. Max Press. = Soil to Neglect :: o.o pcf Ftg. CL to Wall = 0.00 ft Lateral Pressure = 0,0·:l Vert. Position of Ftg. o.oo in ...•• Slope Press. = , ?89 # Backfill Slope ;::: -Passive Pressure :: 350.0 pcf ... Above/Below: [ +/-] = o.o ft -Friction = 110.0 ~f Spread Footing ? llo 536 # Passive Press. = 925 # Soil Density = Add'l Force Required = 6.00 m o.o # Soil Ht over Toe = ----SUHNARY --------------FOOUIC DESIGJl----,-.------- Pressure @ Toe = 1489.3 psf Soil Press. Hult. Toe Heel f'c = 3000 psi Pressure @ Heel. = 0.0 psf By ACI Eq 9-1 = 2085 0 psf F¥ = 60000 psi Allowable Press. · ., = 2500 psf Mu-Upward = 4986 oft-# Mm. As Percent = 0.0012 Ecc. of resultant ·. = 21.80 m Mu~Downward = 1061 1061 ft.,# Omit SP Under Heel ? No Max. Shear @ Toe = 14.44 psi Mu-Design = 3925 -i061 ft-# ---foe Heel Max. Shear@ Heel = -3.30 psi One-Way Shear: # 4 @ 14.49 13.33 in o/c Allow. Ftg Shear =~. 93.11 psi Actual = 14,4 3.3 psi # 5 @ 22.46 20.67 in o/c Factors of Safety: .Allowable :: 93,1 93.1 psi # 6 @ 31.88 29,33 in o/c overturning = 1.65 :1 cover over Rebar = 3.50 2.50 1n # 7 @ 43.48 40.00 in o/c Sliding = 1.64 :1 'd' = 11.50 12.50 in # 8 @ 48.00 48.00 in o/c Ru= Mu/bd"2 = 33,0 7.5 psi # 9 @ 48.00 48.00 in o/c ------------SIJIIIIARY OF FORCES & DEITS--~-~----~-- origin of Force ••• __ . overturning 11oaents -- # ft ft-# Active Soil Press. Soil over Heel Soil over Toe Sloped Soil@ Heel Adjacent Ftg. Load = = = = = Surcharge over Heel = = = = = = = surcharge over Toe Axial Load on Wall Load@ Proj. Wall Averaged Stell Wts. Added Lateral Load Footing Weight Key Weight ------= Vertical Conponent of Active Pressure Totals = 53.6 0.58 0 0 -53.6 0.58 0 0 o.o o.oo 0 0 o.o o.oo 0 0 835.2 5.75 0 0 o.o 0~00 0 0 0 0 0 0 835.2 # Resisting Totals Used For Soil Pressure· (Vert. Conponent of Active Pressure Removed) V4.4B (c) 1983-95 ENERCALC 31.3 0 -31.3 0 o.o 0 0.0 0 4802.4 0 0.0 0 0 0 4802.4ft-# ----Resisting llolents---# ft ft-# 0 137.5 137.5 0.0 0.0 o.o 0.0 0.0 0 1243.6 0 il25,0 o.o 0.0 2643.5 # 2643.5 # 0 4,75 1.25 0.00 0.00 0.00 0.00 ·o.oo 0 3.00 0 3,00 o.oo o.oo 0 653.1 171.9 o.o o.o o.o .0.0 o.o 0 3730.7 0 3375.0 o.o 0.0 7930.6 ft-# 7930.6 ft-# (continued on nert page ...• ) GEORGE R. SAUHDERS ASSOCIATES, KW060361 I Id\-.. I I I I I I I ,, ... • .. : I (2\ I -·· I I I I ·1 I I I (-:::, .::,·.-: MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING WALL DESIGN PROJECT# 960240 LEGOLAHD CARLSBAD SERVICEAllD ADMillISTRATIOll FSA COMP A-111.,REFUSE AllD UTILITY Date: 05/21/97 PROJECT #960240: LEGOLAND, COMPONEUT A-111,REFOSE ENCLOSURE AND UTILITY PAD 2 FT, 12n CMU PIER W/101 WIDE GATES ON EACH SIDE ( ..•.. continued) ---STEN SIJIIIARY ----Top Stea: Fron 4.00_ft to Top of Wall 12.ooin Masonry w/ I 5@ 16.00in, d= 9.00in f1n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 146.30psf, Bar Embed= 12.0in Mactual = 1057.1 <= 5042.4ft-# Vactual = 3.38 <= 44,67psi Interaction Value= 0.210· Second Ste• Fron 2.00ft to 4.00ft 12.ooin Masonry w/ #-5@ 16.00in, d= 9.00in f1n= 1500.0psi, Fs~ 24000.Qpsi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. . Wall Wt.= 146.30psf, Bar Embed= 17.51n Mactual = 2205,5 <= 5042.4ft-# Vactual = 4. 88 · <:=-4.4 • 67psi Interaction Value.= 0.437 Third Stet From 0.00ft to ·2.ooft 12.ooin Masonry w/ # 5·"@.16.00in, d= 9.00in f 1n= 1500.0psi, Fs= 24000.0psi • LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 146.30psf, Bar Enbed= 6.0in Mactual = 3758.4 <= 5042.4ft-# Vactual = 6.00 <= 44.67psi Interaction Value= 0.745 ~-~-~-· Page: (.:Jb V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I ;-... (".: :· I I I I I I I I(/./_: I I I I I ·1 I .. •: ( r . ,,, .I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION .FSA (619)497-2118/FAX 497-0429 COMP A-111,,REFUSE AND UTILITY Date: 05/21/97 Page: f::J,, 1 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND, COMPONENT A-111.,REFOSE ENCLOSURE AND UTILITY PAD 1211 CMU JAMB @ 12 1 WIDE GATE . --WALL & FOOT1JG DATA~-------VERTICAL ID~--- Retained Height · = · 0.50 ft Axial DL oil Stem = () plf Wall Ht. above Soil = 10.00 ft Axial DL on ste11 = ·O ~lf Toe Width = 2.50 ft · .... Eccentricity = 0.00 rn Heel Width = 3.50 ft Surcharge over Toe = o.o psf Total Footing Width = 6.00 ft Surcharge over Heel = o.o psf Footing Thickness = 15.00 in Note: Toe Surcharge Resists Overturning ----lll'ER!L ID!DS----Lateral Load Acting on Ste11 Above Soil Add'l Lateral Load. Dist to Load Start Dist to Load End = = = = 69.60 psf O.OOplf o.oo ft o.oo ft Key Depth = o.oo in Note: Heel surcharge Resists overt1,1rning Key Width = 0,00 in SOIL DATA-----------ADJ!CEIIT FOOTIIIG---- Toe to Key Dist. _ = o.oo ft Allowable Bearing = 2500 psf Vertical Load = o.o # ---SLIDIIG CHE<X Active Lateral = 35.0 pcf Load Eccentricity = 0.00 in , Ft~/Soil Friction = 0,35 ..... Max Press. = o.o pcf Footing rlidth = o.oo ft Soil to Neglect = 0.00 in ••••• Slope Press. = o.o pcf Ftg. CL to Wall = o.oo ft Lateral Pressure · -750 # Backfill Slope = 0.0 :1 · Vert. Position of Ftg. -Passive Pressure = 536 # Passive Press. = 350.0 pcf ••• Above/Below:·[+/-] = o.o ft -Friction = 1028 # Soil Density = 110.0 ~cf Spread Footing ? No Add'l Force Required = o.o # Soil Ht over Toe = 6.00 m · ----SIJHNARY FOO'HIG DESIGI --'---------- Pressure @ Toe = 1398.2 psf Soil Press. Mult. Toe Heel f 'c Pressure @ Heel . = o.o psf By ACI Eq 9-1 = 1958 o psf F¥ _ Allowable Press. · .,. = 2500 ~sf Mu-Upward = 4903 27 ft-# Mm. As Percent Ecc. of resultant = 19.20 rn Mu-Downward ~ 1061 1061 ft-# Omit SP Under Heel ? = = = 3000 psi 60000 psi 0.0012 Ho Max. Shear@ Toe = 14.06 psi Mu-Design = 3842 -1034ft-# ---Toe Ueel Max. Shear@ Heel = -3.30 psi One-Way Shear: I 4 @ 14.49 13.33 in o/c Allow. Ftg Shear =~. 93.11 psi Actual = 14,1 3,3 psi { 5 @ 22.46 20.67 in o/c Factors of Safety:: Allowable 93.1 93,1 ~si , 6 @ 31.88 29.33 in o/c overturning = 1.87 :1 Cover over Rebar = 3,50 2.50 in # 7 @ 43.48 40.00 in o/c Sliding = 2.09 :1 'd' = 11.50 12.50 in # 8 @ 48.00 48.00 in o/c Ru:;: Mu/bd'-2 -32,3 7.4 psi # 9 @ 48.00 48,00 in o/c --------,,-------SOHNARY OF FORCES & DEIITS------------ Origin of Force ••• --overturning Holents--# ft ft-# Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil@ Heel = Adjacent Ftg. Load = surcharge Over Heel = surcharge over Toe = Axial Load on Wall = Load@ Proj. Wall = Averaged SteD Wts. = Added Lateral Load = Footin9 Weight ___ = Key Weight ·-= Vertical Conponent of Active PressU£e Totals ;: 53.6 , 0.58 0 0 -53.6 0,58 0 0 o.o 0.00 0 0 o.o o.oo 0 0 696.0 6.75 0 0 0.0 o.oo 0 0 0 0 0 0 696.0 # Resisting Totals Used For Soil Pressure (Vert. conponent of Active Pressure Renoyed) V4.4B (c) 1983-95 ENERCALC 31.3 0 -31.3 0 o.o 0 o.o 0 4698.0 0 0.0 0 0 0 4698.0 ft-# -~-Resisting H01ents---~ # ft ft-# 0 137.5 137.5 o.o 0.0 . o.o o.o 0.0 0 1536,2 0 1125.0 o.o o.o 2936.1 # 2936,1 # 0 0 4.75 653.1 1.25 171.9 0.00 0.0 0.00· o.o 0,00 o.o 0.00 .o.o o.oo o.o 0 0 3.00 4608.5 0 0 3.00 3375.0 o.oo o.o o.oo o.o 8808.4 ft-# 8808.4 ft-I ( continued on nert pa<Je •••• ) GEORGE R. SAOifDERS ASSOCIATES, KW060361 I 1/:·.: , .. ·.··. I I I I I I I •:: .. · I Ci.>· I I I I I I I (;}.: I I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT ,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING WALL DESIGN P~ECT# 960240 LEGOLAllD CARLSBAD SERVICE AND ADIHNISTRATIOll FSA COMP A-111,,REFUSE AND UTILITY Date: 05/21/97 PROJECT #960240: LEGOLAND, COMPONENT A-11.'vREFOSE ENCLOSURE .AND UTILITY ·PAD 12" CMU JAMB@ 121 WIDE GATE ( ••••• continued) ----STEM SOHMARY -'-'- Top ste1: From 4.00 ft to Top of Wall 12.ooin Masonry w/ I 5@ 16.00in, d= 9,00in f'n= 1500.0psi, Fs= 2(000.0psi LDF= 1.33, n= 25,78 solid Grouted, Special Insp. Wall wt.= 146.30psf, Bar Enbed= 12.0in Mactual = 1470.3 <= 5042.4ft-# Vactual = 3.25 <= 44.67psi Interaction Value= 0.292 Second ste1 Fron 2.00ft to 4,00ft 12.00in Masonry w/ #.5@ 16.00in, d= 9.00in f1n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall wt.= 146.30psf, -Bar Embed= 19.9in Mactual = 2514.3 <= 5042.4ft-# Vactual = 4,25 ·<.= 4A,67psi Interaction Value= 0.499 Third Ste1 From 0.00ft to 2.00ft 12.ooin Mason~y w/ I 5l.16,09in, d= 9,00in f'n= 1500.0psi, Fs= 24000.0psi , LDF= 1.33, n= 25.78 solid Grouted, Special Insp. Wall Wt.= 146,30psf, Bar Enbed= 6,0in Mactual = 3828.0 <= 5042.4ft-# vactual = 5.oo <= 44.67psi Interaction Value= 0.759 _____ ...... Page: ('J~ V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I ;_~. (.,:,;.:·, \;:: I I I I I I I IC\/ I I I I I ·1 le I :'' I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION FSA (619)497-2118/FAX 497-0429 COMP A-l~REFUSE AND UTILITY Date: 05/21/97 Page: f2.J/j CANTILEVERED RETAINING WALL.DESIGN PROJECT #960240: LEGOLAND, COMPONENT A·'lrl,REFUSE EHCLOSUR~ AND UTILITY PAD 12" CMU JAMB@ 8' WIDE GATE --WALL & FOOTIIG DATA -------'--VERTICAL LOADS· ----LATERAL LOADS---- Retained Height 0.50 ft Axial DL on Stem = o plf ·Lateral Load Acting on Wall Ht. above soil = 10.00 ft Axial i>L on Sten = o ~lf Sten Above soil Toe Width = 2.50 ft · .••• Eccentricity = o.oo in Add'l Lateral Load. Heel Width = 3.50.ft Surcharge over Toe = 0.0 psf Dist to Load start Total Footing Width = 6.00 ft Surcharge over Heel = o.o psf Dist to Load End Footing Thickness = · 15.00 in Mote: Toe Surcharge Resists overturning = = = = 52.20 psf 0.00 plf 0.00 ft 0.00 ft Key Depth = O. 00 in Note: Heel Surcharge Resists overturning Key Width = o.oo in SOIL DATA ----ADJ!CEIIT FOOTIIG ---- Toe to Key Dist. = o.oo ft Allowable Bearing = 2500 psf Vertical Load = o.o I o.oo in 0.00 ft 0.00 ft ---SLIDIIG CBEC( Active Lateral = 35.0 pcf Load Eccentricity = Ftq/Soil Friction = o. 35 o. O pcf Footing Width = soil to Neglect = o.oo in o.o pcf Ftg. CL to Wall = Lateral Pressure = 576 # o.o :1 Vert. Position of Ftg. -Passive Pressure · -536 # 350. o pcf ... Above /Below: [ + /-] -Friction = 821 # 110.0 ~cf Spread Footing ••.•. Max Press. = ••••• Slope Press. = Backfill Slope = Passive Press. = Soil Density = soil Ht over Toe = = ? 0.0 ft Mo Add'l Force Required = o.o # 6.00 m ----SOHH!RY FOOfIIG DESIGJl------------'----- Pressure @ Toe = 1090.0 psf Soil Press. Mult. Toe Heel f'c Pressure @ Heel· = o.o psf By ACI Eq 9-1 = 1526 0 psf F¥ Allowable Press. · ·, = 2500 psf Mu-Upward = 3845 86 ft .. # Mm. As Percent Ecc. of resultant = 18. 79 in Mu-Downward = 1061 1363 ft-# Omit SP Under Heel ? = = 3000 psi 60000 psi 0.0012 No Max. Shear @ Toe = 10.20 psi Mu-Design = 2784 -12-76 ft-# ---'J'oe Heel Max. Shear@ Heel = -4.04 psi One-Way Shear: # 4 @ 14.49 H.33 in o/c Allow. Ftg Shear =~. 93.11 psi Actual = 10.2 4.0 psi # 5@ 22.46 20,67 in o/c Factors of Safety: Allowable = 93.l 93.1 ~si I 6 @ 31.88 29.33 in o/c overturning = 1..95 :1 Cover over Rebar = 3.50 2.50 m # 7 @ 43.48 40.00 in o/c Sliding = 2.36 :1 'd' = 11.50 12.50 in # 8 @ 48,00 48.00 in o/c Ru= Mu/bd"2 = 23.4 9.1 psi # 9 @ 48.00 48.00 in o/c ----------~-'--SOJIHARY OF FORCES & IDIEITS--------------- Origin of Force ••• --overturning 11o11ents ---# ft fb·# Active Soil Press, Soil over Heel Soil over Toe Sloped soil@ Heel Adjacent Ftg. Load = = = = Surcharge Over Heel = Surcharge over Toe Axial Load on Wall Load @ Proj'. Wall Averaged Sten Wts. Added Lateral Load = = = = = Footin9 Weight ____ ..-= Key Weight Vertical Conponent of Active PressUJ:e Totals = 53.6 0.58 0 0 -53.6 0.58 0 0 o.o o.oo 0 0 o.o o.oo 0 0 522.0 6.75 0 0 0.0 o.oo 0 0 0 0 0 0 522.0 # Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) V4.4B (c) 1983-95 ENERCALC 31.3 0 -31.3 0 0.0 0 o.o 0 3523.5 0 0;0 0 0 0 3523.5 ft-# ----Resisting bents---# ft ff·# 0 155.8 137.5 o.o o.o .0.0 0.0 o.o 0 926.1 0 1125.0 o.o o.o 2344.4 # 2344.4 # 0 0 4.58 714.2 1.25 171.9 0,00 0.0 0.00 o.o 0.00 o.o o.oo ·0.0 0,00 o.o O O 2.83 2624.0 0 0 3.00 3375.0 o.oo o.o o.oo, o.o 6885.0 ft-# 6885.0 ft-# ( continued on nert page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I Ice I I I I I I I I(}.-: I I I I I I I c-> I I ·.·.···· MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING.WALL DESIGN PROJE<:T# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMINISTRATION FSA COMP A-11l/REFUSE AND UTILITY Date: 05/21/97 Page: [ZUJ- PROJECT #960240: LEGOL~D, COMPONENT A-l!J,,REFUSE ENCLOSURE AND UTILITY PAD 121 CMU JAMB @ 8' WIDE GATE . ( ••••• continued) ----STEIi SOlll!RY --- Top Ste•: From 4.00 ft to Top of Wall s.ooin Masonry w/ I 5@ s.ooin, d= 5.25in f'n= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25,78 Solid Grouted, Special Insp. Wall wt.= 88.20psf, Bar Embed= 12.oin Mactual = 1102.7 <= 3503,Sft-# Vactual = 3.72 <= 44,67psi Interaction Value = 0,315· Second stet From 2.00ft to 4.00ft 8.00in Masonry w/ # 5@ 8.00in, d= 5.25in f'm= 1500.0psi, Fs= 24000.0psi LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 88.20psf, Bar Embed= 18.5in Mactual = 1885.7 <= 3503.8ft-# Vactual = 4.87 .<= 44.67psi Interaction Value'.= 0.538 Third Ste• From 0,00ft to 2.00ft 8.ooin Masonry w/ I 5~ s.ooin, d= 5.25in f 1n= 1500.0psi, Fs= 24000.0psi • LDF= 1.33, n= 25.78 Solid Grouted, Special Insp. Wall wt.= 88.20psf, Bar Enbed= 6.0in Mactual = 2871.0 <= 3503.8ft-# Vactual = 5.72 <= 44.67psi Interaction Value= 0.819 -----· V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 /I ~-1 • ~ ...,, ... ~ .... ,-.... -~ ............ , .J,, ......... ,,.;.~-----.. w, ....... ~ ... • .. ~~ .. -... -~ ...... ~ ..... ,..u .. , ••• ..,._,._ ....... ·4· • • -•• ••• ... • -• .. • • • • 4 • -:i-l }I •I f.l -(~-.. . :::-:- .· .. · f-~----1 '\·\·:}: :·1 -ii ~I ·:1 :: I '.I . 1-(J:.:, I·. -1 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 r?@E f&,1v11µ b f?t-W l?L"" 18 ~,/) 12~ l.A..--1, U> ~.p. :, lol(zfo/ ,o, L,E1;&ot.-,n\o -A:rz1t1t:ol. fh~ :Jt!Z:4:r? SHEET NO. A I OF _.:.....;.....::._--,--__ CALCULATED BY . ~A-DATE. /8-/4-q, CHECKED BY---,----~-DATE----- SCALE U~vl powa.\-r A ,,.zo??_ ~p::: pe t1 & }-: '1fR~()1' t;-=-4-'-l)11 ~.C,. ,1\-,:; ~ x 4-=--14-44-F ~ l,..,,L,..:-ZOf'~ l)}n,-.: {18tio;C4-J:: l5Z i?Lj ::-"U?'' --fJ.:C%C-8 ~,, ·.. .txL-i-i~ -r J :e &oc.-e . 4B '' . 1---'?i'-o'' -f.A; '?t 1 x"?~' "-' \P:52-o/P----:,~ 1.. .. ,-1..,.~ tzp::;;.fl Wf!.." ( l 8-!-1'2-){1~) &, I oto Pit =-' l0t3 ~~.{-.----,l H .. ~ ~10Borrr- e.. ;r -Yf ~ I 0€)0 £0£) ~-r7,7 1G C; ¾''/ >< Z-1 '' {::?l,,{37 at-B~'' >< t-4'~ GlA7 j ~ Z.4-1.,,D" ,it~ -Z4-' )(7b' -:· 6~4 70-~ L-L == 12--.p~ wn,.~ Cl8-rfz,;{¾iJ ~ loBDrL#-' N -:~g--, l 08/J ~4)1.-, 11, tr 1?--111-7 t----'1-----'--'-----"-----r tz~ ~ ~ [D_Bl> £24) ::-/~, t> JC. &P~" '>( ZJ " Gl,(3, (J(l-fj~J. X l&" ~ I TJI®/55C Joist Load Tables Allowable Uniform Loads (PLF} Ai,, Depth 11W' 14" 16" 18" 20" 22" 24" 26" 28" 30" DeDth Span 100%1l I 115'/,ll 100'!.ll I 115'/,ll 1W/,1l I 115't,1l 1Wk1l ·I 115'/,ll 100%1l i :15%1l 1Wkll I 115'l,ll 100% 1l I 115'\.ll 1Wk1l I 115%1l 100'/,ll I 115'l,ll 1Wk1l I 115'/,ll Span (fl,) 1Wkli I 125%1l 1WkU. I 12!1¼1l 1011.u. I 12!1'1.ll 100%U. I 125'1o1l 100'!,li l 12'/'kll 100%li I 12!1'1.ll 100¼li I 12'/'k 1l 100%li I 125o/,1l 100'1,u. I 12'1'1, 1l 1W/,li I 12!1¼ 1l (ft.) I ,:. ·:: :- 14 239 274 263 302 287 330 296 340 318 365 341 392 341 392 363 417 396 424 396 424 14 212 298 328 358 370 397 426 426 453 461 461 ·. 16 209 240 230 264 251 288 259 397 279 320 298 342 298 342 317 364 323 371 -323 371 16 150 261 210 287. 313 323 348 372 372 396 403 403 I 18 186 213 204 234 223 256 230 264 248 285 265; 304 265 304 282 324 287 330 287 330 18 .. 97 232 137 255 181 278 229 287 310 331 331 352 358 358 20 · · 152 192 184 211 201 231 207 238 223 256 239 274 239 274 254 292 258 296 258 296 20 65 203 93 230 124 251 157 258 194 278 235 298 298 317 322 322 I 22 116 155 167 192 183 210 188 216 203 233 217 249 217 249 231 265 235 270 235 270 22 50 155 72 208 95 228 122 235 152 253 185 271 27.1 288 293 293 24 92 122 132 174 167 192 173 198 186 213 199 228 199 228 211 242 215 247 215 247 24 40 122 56 176 76 208 97 216 121 232 147 248 176 248 207 263 268 268 73 97 105 140 141 174 159 182 171 196 184 211 184 211 195 224 199 228 199 228 26 31 97 45 140 61 188 78 198 97. 213 119 -230 143 230. 169 243 196 248 248 26 I 28 78 86 114 115 150 145 166 159 182 170 195 170 195 181 208 184 211 184 211 28 78 37 114 49 153 64 181 80 . 198 97 212 117 212 139 226 161 230 230 30 64 70 93 95 ,126 122 144 142 163 158 181 159 182 169 194 172 197 172 197 30 64 30 93 40 l126 52 157 66 177 80 197 97 198 115 .211 · 134 215 155 215 I 32 53 78 79 105 102 127 125 143 139 159 147 169 159 1j32 161 185 161 185 32 53 78 34 1105 44 136 55 156 67 173 82 183 97 1'95 113 201 131 201 34 45 65 66 88 86 112 109 127 123 141 131 150 142 163 152 174 152 174 34 45 65 28 88 37 114 46 138 57 153 69 163. , 82 177 96 190 111 190 I 36 38 55 75 73 97 92 113 110 126 116 133 127 146 137 157 143 164 36 38 55 75 31 97 40 123 49 137 59 145 70 158 82 . 171 95 178 38 47 64 83 79 102 98 113 105 120 114 131 123 141 132 151 38 32 47 64 83 34 105 41 123 50 131 60 142 71 153 82 165 40 41 55 72 68 91 85 102 94 108 103 118 111 127 119 136 40 41 55 72 29 91 36 1:11 44 H7 52 128 61 138 71 148 42 35 48 62 79 74 93 86 98 93 106 101 116 108 124 42 35 48 62 79 31 98 38 107 45 116 53 126 62 135 TJI®/60C Joist Load Tables Allowable Uniform Loads (PLF) I I Depth 11¾" · ', 14''. 16" 18" 20" 22" 24" 26" . 28" 30" DePth Span 1Wk1l I 115%1l 100'kll I 115% 1l 100'/,ll I 115%11. 100'/,ll I 115% 11. lOOl,11. l 115',ll. 100',. 1l I 115'/, 1l .1(11/,ll I 115',,ll 100l',1l I 115'\;1\; 100'/, 1l I 115% 1l _100'/,ll I 115%1l Span (fl,) 100'1,u. I 12'1'1,ll 1011,li I 12'1'1, 1l 100%U. I 125o/.1l · 100' .. u. I 125%1l' 100I, li t 12!1!.ll lW!.li I 125o/.1l 100' .. Ii I 12i'>m 100%li I 12'1'1,ll 100'1,u. I 12'1'/, 1t: 100%U. I 12'1'1,ll (ft,) ,--. I /.' .. :._.. · .. ·,.':- I I I 1·· I I : 14 239 274 263 302 287 330 296 340 318 228 298 32a 358 370 16 209 240 230 264 251 288 259 297 279 162 261 227 287 313' 323 18 186 213 204 234 223 256 230 264 248 105 232 149 255 196 278 ,287 20 167 192 184 211 201 231 207 238 223 71 208 101 230 134 251 171 258 211 22 128 170 167 192 183 210 188 216 203 55 170 79 208 104 228 133 235 166 24 101 134 145 . 175 167 192 ·173 198 186 43 134 62 191 82 208 106 216 132 26 80 106 116 154 155 178 159 182' 171 34 106 50 154 66 193 85 198 106 28 65 86 94 125 127 164 148 170 · 159 28 86 40 125 54 169 70 185 87 30 71 77 103 104 139 135 158 · 149 71 33 103 44 139 58 172 72 32 59 65 86 87 116 113 144 139 59 28 86 37 116 48 150 .60 34 49 72 73 97 95 '127 120 49 72 31 97 40 127 51 36 42 61 83 81 108 102 42 61 83 34 108 43 38 36 52 71 69 92 88 36 ---· 52 71 29 92 37 40 45 61 80 76 45 61 80 32 42 39 53 69 66 39 53 69 28 1. Values shown are the maximum allowable load capacities of the joists in pounds per lineal foot (PLF) based on simple span, uni- formly -loaded conditions, web stiffener and bearing length criteria I shown on page 11, and assume roof applications have provisions for positive drainage (¼" per foot slope minimum). ,-,,·--:·. 2. Values In blue~.®Q areas may be increased 4% for repetit,ive (:>: :_ member usage if the criteria on page 29 are met. · · ' ·. 3. Camber (2250' radius) is. available for simple span applications I only. 4. Tapered T JI® joists and/or plywood webs are available for some series, contact yourTrus Joist MacMillan representative. I 6 365 341 392 341 392 363 417 369 424, 369 424 14 397 426 426 453 461 461 320 298 342 298 342 317 364' 323 371 323 371 16 348 372 372 396 403 403 285 265 304 265 304 · 282 324 287 330 287 330 18 310 331 331 352 358 358 256 239 274 239 274 254 292 258 296 258 296 20 278 298 298 317 322 322 233 217 249 217 249 231 265 235 270 235 270 22 253 200 271 271 288 293. 293 213 199 228 199 228 211 242 215 247 215 247 24 232 160 248 191 248 263 268 268 196 184 211 184 211 · 195 224 199 228 199 228 26 213 130 230 · 155 230 183 .243 248 248 182 170 195 170 195 181 208 184 21:1 184 211 28 198 107 212 128 212 151 226 176 .230 230 171 159 182 159 182 169 194 172 197 172 197 30 .186 88 198 106 198 125 211 146 215 169 215 159 149 171 149 171 159 182 '161 185 161 185 32 173 74 186 89 186 106 198 124 201 . 143 201 144 140 160 140 160' ·149 171 152 . 174 152 174 34 157 62 175 76 175 89 186 105, 190 121 190 129 126 144 133 152 141 162 143 164 143 164 36 136 53 157 64 166 77 176 . 90 178 104 178 116 108 129 120 137 1-32-151 136 156 136 156 38 117 46 141 55 150 66 165 77 170 89 170 101 94 117 109 125 119 136 129 148 129 148 40 101 40 125 48 136 57 148 67 161 78 161 88 81 105 99 113 108 124 117 134 123 141 42 88 35 108 . 42 123 .50 135 59 146 68 153 To size floor Joists: . Check both live load (100% LL) and total load (100% TL). When live load is not shown, total load will control. Total-load values limit deflection to U240. Live load values are based on "NON-RESIDENTIAL FLOOR DEFLECTION LIMlr shown on page 28 and assume a nailed floor system. live load (100% LL) values may be increased with a glue-nailed floo( system, contact your Trus Joist MacMillan representative for _assis- tance. To size roof joists: Check the appropriate i,now load area (115% TL) or non-snow toad area (125% TL) value to determine the maximum allowable total load. Total load (115% TL and 125% TL) values limit joistdeilection to U180. Consult local codes to verify deflection limits required for specific appllcatlpns. T JM Product Manual f).J :I I :I (:: ... :·.-·· :I :I ·1 I I I I I (t-·· .• .. , ... I -- I I I I I I (t· .. _.:· I I· Allowable Moment and Shear Tables for Glulam Beams Volume Factor: Cv =\KL x (12/d)l/x x (5.125/b)l/x x (21/L)l/x (1994.UBC 2312.4.5) = 1.0 X (1.282/d O.I) X (1.178/b O.I) X (1.356/L O.I) ,t where KL= 1.0 for simple span beams with uniformly distributed load and continuous or cantilevered beams with any load condition d = beam depth, in b = beam width, in L = beam span (between points of zero moment), ft . x = IO for all wood species (except Southern Pine) · ·, . Table Assumptions: KL= 1.0 and x = 10 Compression face is laterally sul:>ported. 24F-V4 and 24F-.V8 Glulam Allowable Stresses (dry conditions) Fb = 2400 psi F = 165 psi V , Ft= l 150'psi Fe= 1650 psi F c {pcrp.) = 650 psi Exx = 1.8x 106 P.Si Eaxial = 1 .6xl 06 psi --·---· ---- 6 3/4" Wide Glulam Allowable Moment and .Shear Values 3/14/97 Max. "Moments (ft-kl Maximum .Shears (k L (ft) b tin) d Onl Cv M I 1.25 M V I 1.25 V 24 6.75 10.5 Q.973 24.1 30.2 7.8 9.7 24 6.75 12 0.960 31.1 38.9 8.9 11.1 :I 24 6.75 13.5 0.949 38.9 48.6 10.0 12.5 24 6.75 15 0.939 47.5 59.4 11.1 13.9 24 6.75 16.5 0.930 57.0 71.2 12.3 15.3 ::I 24 6.75 18 0.922 67.2 84.0 13.4 16.7 24 6.75 19.5 0.914 78.2 97.8 14.5 18.1 · 24 6.75 · 21 0.908 90.1 112.6 15.6 -19.5 24 6.75 22.5 Q.901 102.7 128.4 16.7 20:9 ii 24 6.75 24 0.896 116.1 145.1 17.8 22.3 24 6.75 . . 25.5 0.890 130.2 162.8 18.9 23.7 24 6.75 27 0.885 145.2 181.5 20.0 25.1 :I 24 6.75 28.5 0.880 · 160.9 201.1 21.2 26.5 24 6.75 30 0.876 177.4 221.7 22.3 27.8 24 6.75 31.5 0.872 194.6 243.2 23.4 29.2' 24 6.75 33 0.868 212.6 265.7 24.5 30.6 I 24 6.75 34.5 0.864 231.3 289.1 25.6 32.0 24 6.75 36 0.860 250.8 313.5 26.7 33.4 24 · 6.75 37.5 0.857 271.0 338.8 27.8 34.8 I 24 6.75 39. 0.853 292.0 365.0. 29.0 . 36.2 27 6.75 7.5 0.994 ·12.6 15.7 5.6 7.0 27 6.75 9 0.976 17.8 22.2 6.7 8.4 27. 6.75 10.5 0.961 · 23.8 29.8 7.8 9;7 I 27 ' . 6.75 12 0.949 30.7 38.4 8.9 11.1 27 6.75 13.5 0.938 38.4 48.1 10.0 12.5, 27 6.75 15 0.928 47.0 58.7 11.1 13.9 • I 0-> ·.-· 27 6,75 16.5 0.919 56.3 70.4 12.3 15.3 27 6.75 , 18 0.911 66.4 83.0 13.4 16.7 27 6.75 19.5 0.904 77.3 9Q.6 14.5 18.1 I 27 6.75 21 0.897 89.0 111.3 15.6 19.5 27 6.75 22.5 0.891 101.5 126.8 16.7 20.9 27 6.75 24 0.885 114.7 143.4 17.8 22.3 .... 27 6.75 25.5 0.880 128.7 160.9 18.9 23.7 I . 27 6.75 27 0.875 143.5 179.4 20.0 25.1 27 6.75 28.5 0.870 159.0 198.8 21.2 26.5 27 6.75 ~o 0.866 175.3 219.1 22.3 27.8 .. I 27 6.75 31.5 0.861 192.3 240.4 23.4 29.2 27 6.75 33 0.857 210.1 262.6 24.5 30.6 27 6'.75 34.5 0.854 228.6 285.8 25.6 32.0 27 6.75 ,! 36 0.850 247.9 309.8 26.7 33.4 I 27 6.75 37.5 0.847 267.8 334.8 27.8 34.8 27 6.75 · 39 0.843 288.6 360.7 ·29.0 36.2 30 6.75 7.5 0.984 12.5 15.6 ,5.6 7.0 I 30-----· 6.75 9 0.966 17.6 22.0 6.7 8.4 30-·---· 6.75 10.5 0.951 23.6 29.5 7.8 9.7 30 6.75 12 0.939 30.4 38.0 8.9 11.1 30 6.75 13.5 0.928 38.0 47.6 10.0 12.5 ·1 30 6.75 15 0.918 46.5 58.1 11.1 13.9 30 6.75 16.5 0.909 55.7 69.6 12.3 15.3 30 6.75 18 0.901 65.7 82.1 13.4 16.7 I -(:·-::.-.. ··· 30 6.75 19.5 0.894 . 76.5 95.6 14.5 18.1 30 6.75 21 0.888 88.1 110.1 15.6 19.5 30 6.75 22.5 0.882' 100.4 125.5 16.7 20.9 30 6.75 24 0.876 113.5 141.9 17.8 22.3 I. ~ 30 6.75 ·25.5 0.871 127.4 159.2 18.9 23.7 30 6.75 27 0.866 142.0 177.5 20.0 25.1 I j i 1/_ , .. t ;y,. Ii i·.·.-::_:. !I . ii :~ I ::1 '.I :I :I .1 (/i I I I I I ·1 le I ~ t i' I L (ft) . 4 6 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 Max. Moments tft-kl Maximum .Shears (k b (in\ d Un) Cv M I 1.25 M V I 1.25 V 30 6.75 28.5 0.861 157.3 196.7 21.2 26.5 30 6.75 30 0.857 173.5 216.8 22.3 27.8 30 6.75 31.5 0.852 190.3 237.9 · 23.4 29.2 30 6.75 33 0.848 207.9 259.9 24.5 30.6 30 6.75 34.5 0.845 226.2 282.8 25.6 32.0 30 6.75 36 0.841 245.3 306.6 26.7 33.4 30 6.75 37.5 0.838 265.Q 331.3 27.8" 34.8 30 6.75 · 39 0.834 285.5. 356.9 29.0 -36.2 33 6.75 .7.5 0~975 12.3 15.4 5.6 7.0 33 6.75 9 0.957 17.4 21.8 6.7 ·5.4 33 6.75 10.5 0.942 23.4 .29.2 7.8 9.7 33 6.75 . . 12 0.930 30.1 37.7 8.9 11.1 33 6.75 13.5 0.919 37.7 ·47.1 10.0 12.5 33 6.75 15 0.909 46.0. 57.5 11.1 13.9 33 6.75 16.5 0.901 55.2 69.0 12.3 15.3 33 6.75 18 0.893 65.1 81.4 13.4 16.7 33 6.75 19.5 0.886 75.8 94.7 14.5 18.1 33 6.75 21 0.879' 87.2 109.1 15.6 19.5 33 6.75 22.5 0.873 99.5 124.3 16.7 20.9 33 6.75 24 0.868 112.4 140.5 17.8 22.3 33 6.75 25.5 0.862 126.2 157.7 18.9 23.7 33 6.75 27 0.857 140.6 175.8 20.0 25.1 33. 6.75 28.5 0.853 155.9 194.8 21.2 26.5 33 ·., 6.75 30 0.848 171.8 214.8 22.3 27.8 33 6.75 31.5 0.844 188.5 235.6 23.4 29.2 33 6.75 33 0.840 205.9 · 257.4 24.5 30.6: 33 6.75 34.5 0.837 224.1 280.1 25.6 32.0 33 6.75 • 36 0.833 242.9 303.7 26.7 33.4 33 6.75 37.5 0.830 262.5 328.2 27.8 34.8. 33 6.75 39 0.826 282.8 353.5 29.0 36.2 36 6.75 7.5 0.966 12.2 15.3 5.6 7.0 36 6.75 9 0.949 17.3 · 21.6 6.7 8.4 36 6.75 10.5 0.934 23.2 29.0 7.8 9.7 36 6.75 12 0.922 29.9 37.3 8.9 11.1 36 6.75 13.5 0.911 37.4 46.7 10.0 12.5 36 6.75 ·15 0.901 45.6 57.0 11.1 13.9 36 6.75 16.5 0.893 54.7 66.4 12.3 15.3 36 6.75 18 0.885 64.5 80.7 13.4 16.7 36 6.75 19.5 0.878 75.1 93.9 14.5 18.1 36 6.75 ,' 21 0.872 86.5 108.1 15.6 19.5 36 6.7~ 22.5 0.866 98.6 123.3 16.7 20.9 36 6.75 24 0.860 111.5 139.3 , 17.8 22.3 36 6.75 25.5 0.855 125.1 156.3 ·. 18.9 23.7 35· .......... 6.75 27 0.850 139.4 174.3 !20.0 25.1 36-----· 6.75 26.5 0.845 154.5 193.1 21.2 26.5 36 6.75 . 30 0.841 170.3 212.9 22.3 27.8 36 6.75 31.5 0.837 186.9 233.6 23.4 29.2 36 6.75 33 0.833-· 204.1 255.2 24.5 30.6 36 6.75 34.5 0.829' 222.1 2TT.6 25.6 32.0 36 6.75 36 0.826 240.8 301.0 26.7 33.4 36 6.75 37.5 0.823 260.3 325.3 27.8 34.8 36 6.75 39 0.819 280.4 350.5 29.0 36.2 39 6.75 7.5 0.958 12.1 15.2 5.6 7.0 39 6.75 9 0.941 17.2 21.4 6.7 8.4 39 6.75 10.5 0.927 23.0 28.7 7.8 9.7 39 6.75 12 0.914 29.6 37.0 8.9 11.1 2 8 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 Max. Moments. (ft-k) Maximum Shears (k) ()!·: L (ft) b fin\ d (in\ Cv M. I 1.25M V I 1.25 V 18 8.75 49.5 0.835 597.1 746.3. 47.6 59.6 ~ 18 8.75 51 0.833 631.9 789.9. 49.1 61.4 .I 21 8.75 9 0.976. 23.0 28.8 8.7 10.8 21 8.75 10.5 0;961 30.9 38.6 10.1 12.6 21 8.75 12 0.948 39.8 ·49;8 11.6 14.4 I 21 8.75 13.5 0.937 49.8 62.2 13.0 16.2 21 8.75 15 0.927 60.8 16.0 14.4 18.0 21 8.75 16.5 0.918 72.9 91.1 15.9 -19._9 21 8.75 . 18 0.910 86.0 107.5 17.3 21.7 I 21 8.75 19,5 0.903 100.1 125.2 18.8 23.5 21 8.75 . . 21 0.896 115.3 144.1 20.2 25.3 21 8.75 22.5 0.890 131.4 164.3 21.7 27.1 I 21 8.75 24 0.884 148.6 185.7 23.1 28.9 21 8.75 25.5 0.879 166.7 208.4 24.5 30.7 21 8.75 27 0.874 185.9 232.3 26.0 32.5 I 21 8.75 28.5 0.869 206.0 257.4 27.4 34.3 21 8.75 30 0.865 227.0 283.8 28.9 36.1 21 8.75 31.5 0.861 249.1 311.4 30.3 37.9 I 21 ~.75 33 0.857 272.1 340.1 31.8 39.7 21 8.75 34.5 0.853 296.1 370.1 33.2 41.5 21 8.75 36 0~849 321.0 401.3 34.7 43.3 21 8.75 37.5 0.846 346.9 433.7 36.1 45.1 I ,--. I (···· -:-:·/:- 21" 8.75 39 0.843 373.8 467.2 37.5 46.9 21 ·, 8.75 40.5 0.839 401.5 501.9 39.0 48.7 21 8.75 42 0.836 430.3 537.8 40.4 50.5' 21 8.75 43.5 0.833 459.9 574.9 41.9 52.3' 21 8:75 45 0.831 490.5 613.2 43.3 54.1 21 8.75 46.5 0.828 522.1 652.6 44.8 55.9 21 8.75 48 0.825 554.5 693.2 46.2 57.8 I 21 a.15 49.5 0.823 587.9 734.9 47.6 59.6 21 8.75 51 0.820 622.2 777.8 49.1 61.4 24 K75 9 0.963 22.7 28.4 8.7 10.8 -· I 24-8.75 10.5 0.948 30.5 38.1 10.1 12.6 . 24 8.75 12 0.935 39.3 49.1 11.6 14.4 24 8.75 1~.5 0.924 49.1 61.4 13.0 16.2 24 · 8.75 15 0:915 60.0 75.0 14.4 18.0 I 24 8.75 16.5 0.906 71.9 89.9 15.9 19.9 24 8.75 18 0.898 84.9 106.1 17.3 21.7 24 8.75 19.5 0.891 98.8 123.5 18.8 23.5 I 24 8.75 ,. 21 0.884 113.8 142.2 20.2 25.3 24 8.75 22.5 0.878 129.7 162.1 21.7 27.1 24 8.75 24 0.873 1:46.6 183.3 i 28.9 ;23.1 I 24 8.75 2~.5 0.867 164.5 205.6 \24.5 30.7 24 ____ 8.75 21 0.862 183.4 229.2 26.0 32.5 24-···---8.75 28.5 0.8_58 203.2 254.0 27.4 34.3 24 8.75 30 0.853 224.0 280.0 28.9 36.1 ·1 24 8.75 31.5 0.849 245.8 307.2 30.3 37.9 24 8.75 33 0.845 268.5 335.6 31.8 39.7 24 8.75 34.5 Q.842 292;2 365.2 33.2 41.5 24 8.75 36 0.838 316.8 396.0 34.7 43.3 I (J?: I. : ' 24 8.75 37.5 0.835 342.3 427.9 36.1 45.1 24 8.75 39 0.831 368.8 461.0 37.5 46.9 24 8.75 40.5 0.828 396.2 495.3 39.0 48.7 24 8.75 42 0~825 424.6 530.7 40.4 50.5 24 8.75 ·43_5 0.822 453.8 567.3 41.9 52.3 24 8.75 45 0.820 484.0 605.0 43.3 54.1 I .. •, 1/ -.• ( .. -i '•, ;1 ;I .I I I I I I I ~-· I I I I ·1 C·-:·. .•. • . ... . , lo -,,·:· I,:· I L lftl . 4 k1 8 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 Max. Moments (ft-k) Maximum Shears (k b (in) d linl . Cv M. I 1.25M V I 1.25 V 30 8.75 43.5 0.804 443.8 554.8 41.9 52.3 30 8.75 45 0.801 473.4 591.7 · 43.3 54.1 30 8.75 46.5 0.799 503.8 629.7 44.8 55.9 30 8.75 48 0.796 535., 668.9 46.2 57.8 30 8.75 49.5 0.794 567.3 709.2 47.6 59.6- 30 8.75 51 0.791 600.4 750.5 49.1. 61.4 33 8.75 9 0.932 22.0 27.5 8.7 . 10.8 33 8.75 10.5 0.918. 29.5 36.9 10.1 ,12.6 33 8.75 12 0.906 38.1 47.6 11.6 14.4 33 8.75 13.5 0.895 47.6 .59.5 13.0 16.2 33 8.75 . . 15 0;886' 58.1 72.7 14.4 18.0 33 8.75 16.5 0.878 69.7 87.1 15.9 19.9 33 8.75 18 0.870 82.2 102.8 17.3 21.7 33 8.75 19.5 0.863 95.7 119.7 18.8 23.5 33 . 8.75 21 0.857 110.2 137.7 20.2 25.3 33 8.75 22.5 0.851 125;6 157.0 21.7 27.1 33 8.75 24 0.845 142.0 117.5 23.1 28.9 33 . 8.75 25.'5 0.840 159.4 199.2 24.5 30.7 33 8.75 27 0.835 177.6 222.0 26.0 32.5 33· 8.75 28.5 0.831 196.9 246.1 27.4 34.3 33 8.75 30 0.827 217.0 271.3 28.9 36.1 33 8.75 31.5 0.823 238.1 297.6 30.3 37.9 33 8.75 33 0.819 260.1 325.1 31.8 39.7 33 ' 8.75 34.5 0.815 283.0 353.8 33.2 41.5 33 8.75 36 0.812 306.8 383.6 34.7 43.3: 33 a:15 37.5 0.808 331.6 414.5 36.1 45.1 33 8.75 • 39 0.805 357.2 446.6 37.5 46.9 33 8.75 40.5 0.802 383.8 479.8 39.0 48.7 33 8.75 42 0.799 411.3 514.1 40.4 50.5 33 8.75 43.5 0.797 439.6 549.5 41.9 52.3 33 8.75 45 .0.794 468.9 586.1 43.3 54.1 33 8.75 46.5 0.791 499.0 623.8 44.8 55.9 33 8.75 48 0.789 530.0 662.5 46.2 57.8 33 8.75 49.5 0.786 561.9 702.4 47.6 59.6· 33 8.75 61 0.784 594.7 743.4 49.1 61.4 36 8.75 9 0.924 21.8 27.3 8.7 10.8 36 8.75 10.5 0.910 29.3 36.6 10.1 12.6 36 8.75 12 0.898 37.7 47.2 11.6 14.4 36 8.75 /.,3.5 ·0.888 · 47.2 59.0 13.0 16.2 36 8.75 15 0.878 57.6 72.1 14.4 18.0 36 8.75 16.5 0.870 69.1 86.4 ., 15.~ 19.9 36 8.75 18 0.862 81.5 101.9 ·. 17.3 21.7 36 8.75 19.5 0.856 94.9 118.6 \18.8 23.5 36:::::::: 8.75 21 0.849 109.2 136.6 20.2 25.3 36 8.75 22.5 0.843 124.5 155.7 21.7 27.1 36 8.75 24 0.838 140.8 176.0 23.1 28.9 36 8.75 25.5 0.833 158.0 197.5 24.5 30.7 36 8.75 27 0.828 176.1 220,1 26.0 32.5 36 8.75 28.5 p.8~4 195.2 243.9 27.4 34.3 36 8.75 30 0:820 215.1 268.9 28.9 36.1 36 8.75 31.5 0.816 236.0 295.0 30.3 37.9 36 8.75 33 0.812 · 257.8 322.3 31.8 39.7 36 8.75 34.5 0.808 280.6 350.7 33.2 41.5 36 8.75 36 0.805 304.2 380.2 34.7 43.3 36 · 8.75 37.5 0.801 328.7 410;9 36.1 45~1 36 8.75 39 0.798 354.2 442.7 37.5 46.9 : • ----MARTIN & DUNN, INC. JOB L--euoLdl1-\0 · Avt--11~ B-wG qkoi4t> SHEET NO. A 8 OF-----.1 (7\ ·.1 :I :1 ·:. . . . :I_: : 1-- : I- I"_ 1 .;.·.· I ·_.:,:. . ·.·. 1--. 1: I- I 1· ,·1 :· . . I.,.~- : (/:/: ·1. _· I Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 ggpp fgttl11~ f?l27rH~ Pv1 + P1.- _j; I I I I l I I I I l t. - ,, 8' r 1 4t>' ' CALCULATED BY fo/A-DATE 6-l!:7'-q7 CHECKEDBY ______ DATE ___ _ scALE U,/'.i{f7{.!tJr~t\t--,A-· 1,,()'i;? (eifbl:::-: ftMh Pt-> +-PL- i I 1:J. 1 1 -(A-= ?h' (1r)'-e' + G""b' + 4-t>'-a') ::, ~b' (8e>') -::: '7I t?E:3-G.f-~ 1..A.,=-tzpsf) · . -.. . 2---z_ Pv., 10 ~ ( ¼0( izYz) ~ io. f ~ · Pl.," ltZ-~) { i"'9 ( 92 1/z; -r &, CJ tc== Wi? 7-1 f>f-$f (,~&,~ ~ &?48 r?tf lut. ~ IZ p~~ {~~') "t, 4"?Z f?Lf- H wt9X ~ {qq-It#-( HIOYJ~ ?fl1V 1./U) &?¾ 11 'I ~t}" GU? l,P~d ~tf'ad}AM -~ \lfot ftlil-71dMt/ (J'(l, Bo/4'' X :t~,S'1 f?l/8 f?Mt , ~l-z> ~t ~ ~1 W Y,VM1114-frytcfl- e ty).a,x. -e 11), "p,C.. c. ru ttv 1/v) C?l4AM-\½ (fi~-~) i'-Wflli'I , ~t?. 71".- ·------1 I ·1 ' . ,1 I I I I I (7.; .. . ,•,' 17\ -~-- I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . Date: 05/29/97 Page: Aq TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYP ADMIN PANEL -----WALL DATA ---------VERTICAL LOADS---------LATERAL LOADS -------- Wall Height = 15.00 ft Uniform Dead Load = 324.0 II Point Lateral Load = Parapet Height Thickness = 1 • 00 ft . Un.i form Live Load = 360.0 II ••• Height from Base = 0.0 II 0.00 ft Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity r. Used al Base Seismic Zone = 5. 75 in II 5 = 12.00 in = 0.300 = 0.300 = 150.000 = 0.0 = 4 ----MATERIAL DATA ---- f 1 C = 3000 psi Fy = 60000 psi Phi = 0.90 Min. Vert Steel ¾ = 0.0020 Min. Horiz Steel r. = 0.0012 Max. Vertical Spacing = 17 .25 in Max. Horizontal · = 17 .25 in 'd' : Depth To Steel = 3.25 in ..... Ecc. = 5.10 in Concentric Dead Load = 0.0 II Concentric Live Load = 0.0 II Concrete Weight -164.00.pcf (this is a Seismic.Load) Uniform Lateral Load = ••• distance to Bottom = ••• distance to Top = (this is a Wind Load) Wind Load = o.o plf o.oo ft 0.00 ft 18.00 psf ----------------SUMMARY ..... -------------- -----,.,-, Using: UBC Sec. M-n * Phi : Moment Capacity Applied: Mu al Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As r.: 0.6 * RhoBal 6.0128 1914.0 method ••.• Exact, Non-Iterated----- = = = = = Seismic 52591.3 in-11 16417. 9 in-II 2511.4 in-II 120 .• 0 psi 14.ti psi 0.0079 Wall Weight ·, . = 78.58 psf Maximum Service ·Deflection = 0.050 in 3574 :1 Wind 5177'.8.2 in-II 11745.1 in-II 1872. 7 in-// 120.0 psi 14.4 psi 0~0079 0.040 in 4524 :1 Effective Strip Width = 12.00 in Ht/Service Defl Ratio = Live Load Doesn't act w/Short Term Seismic Parapet Wt Used..._ Space bars al base of parapet at = 1.7.3 in 17.3 in -------FACTORED LOAD STRESSES -----SERVICE LOAD DEFLECTIONS ------- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = ...• Seismic= ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact= ACI 9-3 Short Term = UBC 262S(c)4 111.411 Factar UBC 2625Cc)4 110.911 Factar .--~-·~-- V4.4B Cc) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 ~eismi c Wind 0.071 in 0.049 in 12221.3 in-II 8563.8 in.-11 16417.9 in-II 11745.1 in-II 3.027 in 3.059 in 16417.9 in-1111745.1 :in-II Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterat·ed Deflectfon = Max. Iterated Moment = Seismic 0.050 in 8729.5 in-II 9918.0 in-II 0.050 in 9918.0 in-II Wind 0.040 in 6870. 1 i n-11 8056.8 in-II 0.040 in 8056.8 in•// ---------------ANALYSIS VALUES ------------ E :57,000*Cf'c"'.5) = 3122019 psi s-gross n : 29,000/Ec = 9.29 Mer = S * Fr Fr: 5 * Cf'c".5) = 273.86 psi Rho balanced Ht / Thk Ra't;io = 31 •. 30 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0.333 in2 'a' = (As*Fy + Pt.l) /C.85*f'c*12) = 0.653 in 'c'= 'a' I .85 = 0.769 in Moment of Inertia Modification Facter 1.00 I-gross = 190.1 in4 I-cracked = 20.9 in4 I-effective CACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * C d -a/2 ) = 58435 in-II = = = 66.1 in3 18109.1 in-II 0,0214 wind 0.327 in2 0.642 in 0.7SS in 1.00 190.1 in4 20.6 in4 o.o in4 0.90 57531 in-II GEORGE R. SAUNDERS ASSOCIATES, KW060361 :·:1 ··---···-•--... , .... ·----~-.... ~-~----·":~·-· ..... :., ·-.. --= .. -.... , .. ' . MARTIN & DUNN, INC .. 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I 1 • I, • '' I • • I / ,,A1ta2AL--MkL?{~l,<S, .d N CQ ~(?' .a JOB ~L1W(7· th?Ht0 : ev(}& SHEETNO. A;;lk OF ____ _ CALCULATED BY _fM::~"-'---____ DATE ?"'2~ 17 CHECKED BY---~-------DATE ____ _ SCALE CoN[?t»lGill A ,Jff? kA-r@;AL, A-i»tl.)(5l5 ll -~ -,. i:I .. ®- ~ i~= 4,src,,c..-~ :f-1 n' ~ :·I _,: I :·: AD' ~c§E> ll f' ~ r ~,~ ¢ -II ·1·· .. r ... 0-, .... ~·-- Ao' I_:: .. , ®- •• : 41>' -- \I i i ' t--r "-ct: ~ -~-r~ -:-7i..(o,l!ttl2,t 01S"l..,~ ~ -=--""1~.4-\c=-- \J) r- .I· I •' .. > ' ©-is ~s;;r ~ I:.: ~ j ··1 · ., 1'e1tot0 ~ l,t,J(lfl) ~ +.£8~ -~ --...~ -I "''. tfl ~· J ~1.J. I\ ~ C. ). " 0 "' ...9 ..0 ~ rt- -0-. ~ ' ., L, 4 0 c;,! ~ 2 t. .. .,, .- 1 ')}_ ,-~~ ... s. (R11" -t'r. ~ l 1)) --~ 1, r!~ ~ ~ I ~ 1n r-.t-.£'-,~i 1\ I~ i -~ I -~ l~z J,~t,'?!r-. Bd,, ~ ; .J. I -> ~I II ,, J : ~-~· -·, ' ~" \5'", ·:.I ::_1 (I ::I ~-1 :!I ii ~I ·1 :I ;I ' :·1 (7-.:, -... -.. .. ' ~ .. .. /:t·: \'::::-:- - " ., .. .. .. .. : I. · 1: .. I: ·1 ·. . I : ./!}: ·1 I. MARTIN 8c DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB [&fdJL,W'O· AvM. VIU l?W? SHEET NO. . . A 145 OF ----- . CALCULATEDBY--1~---_,-#-A:"'---------'--DATE. 6~?,..,z--cn CHECKED BY------'----DATE ___ _ SCALE~ o,~v1 ~a]WuvB ,&bt; J?1g-J-1 iAGl-1 1a}~1?Ul.:•G .. M~tl fv'fU,(J 1thc. r?l/tf H .1YPG' 'f-'tNG ~JlHotJ I?LJUIJOJ)P( 'GOG£" AWW· ·, AIL--tJll'IUklb Nlrl-UNG G/-bOrrl, ?1% {Z/ J/4" IA 1J e1,1z.,o {t-XJ · 6d f/'' (/1) IBo f::# : (L2, II -iut-o 8d IP" (p ,, ~-;o \} . . ~J, ll --ti t.,IC-0 ~ct 4-11 . 1.1 '1 1lvP: IB --• (l4-II ~~o ~ bd Z1/i'1 411 '5?jt)I ' -. ----· --~--~--·. (l6 II ~~ Sd 1-,r, 1;, )} -" ~t)/;> . \} . -.. --() ._ ... _____ ,_ .. ~, .. --....---~ r2,(I ,, ~-UNiyt47 _\OJ IP,) .V W II ~/6 H .. .. . ~-; II PJ/%0 ~ lDd ~ ,., fR ,, -JU> ,&, ... ,_._ ,,..,_ .... ,-.......... _,.,_., --.......... _ ........ , .......... __ ,._,, .......... .,,..., ....... ,.., ........ ~.,-"' ~ ... _,.,..,. ....,_.,., ..... ....,_..,,w,.._.,_,..... ---.. · .. --.,-..... f..6 l1 e,~o ~ \) lDd 4, ,, ~i, 4'Pi -~~ ' ((OJ II -f?lA~O \Dd z,Y1" 4-'I htto H \-\ .. (llD '1 -t3u~o ~i? [Del ,Z,'' ~II 1~0 ' •I .- '• .. . • ; _ .. ---' ., .. ·, ' .. " " I .: I Erection Bracing .'.I :I .·1 I Nailing to Chord and Flange tinembers (\=: NOTE: Nailing pallern to be per plans and specifications. In addition, nail spacing shall comply with the cri- teria listed herein. Nails shall not be less than 8d (2½") or greater than 16d (3½"). Chord or flange members Widest o.c. spacing for nails In each chord or flange member: -24 • o.c. In each chord member for all open web ·series -18" o.c. for T JI joists with flange widths less than 2 inches. • 24 • o.c. for T JI Joists with flange widths greater than 2 inches. ·· ..... Closest Allowable On Center Spacing For Nalls In A Row 8d· 21/2• 10d 3• 12d 3,, •• 16d 31/2" NOTE: Box Common Box Common Box Common Box .Common ~}).\~;!~ :l t;,!,~'. ri . . . TJI Jal1l1 .. ·, TJLJ( Serles · ·,;{,,Nall rJ!::.: -,: (Mlcrollam LVL fl1na11l · T JL Serl11 . ; .. Mlcrallam , Solid Sawn : : . :·1f ., Dia. ;;•.r;,:;~: TJl/15 Joists All Olh111 TJWSerlta· · LVL Char~ . ; ·. · Chord ·. ,. .113· 2111· 2• 4• 2" 4• .131" 31/1" 2· 6" 2· 6" .128" 3• 2· 5• 2· 5· .148" 41/1· 3• 6" 3• 6" .128" o· 2· 6" 2· 6· .148" 41/2" 3• 5• 3• 6" .135· N.A. 3• 6" 3• 5• .1ii2• N.A. 3• s• 3• e· *14·gauge staples may be a direct substitute for If more than one (1) row is used the rows must 8d (2½") nails when having a minimum penetration of 1 inch into the main member. be offset at least ½." ·.,::~/:;~';''.\;;~- ::t-.~{"ser1111:;, :i_i;;lf,~•-·-~-,;.,,.vis,, ,~\:TJM & TJH,:, ~;,·;~.· s111,13 I' 4• 2· 6" 2· 6" 2· 6" 21/2" ii• 2· 6" 21h" 6" 21/2• s· 4• .:-... · .. :,-----------I (:~.·. ~- Cross Bracing . . I ... -·1 ~I ·1 Bottom Chord Restraint T JL, T JLX & T JW Series Bottom chord restraint is required to stabi- lize the bottom chord dutiiig erection. This restraint is adequately provided for by the bridging members and nailers as required. Bracing may be required at cantilevers as determined by Trus Joist Mac~lllan Engineering Department. I TJS,TJM & TJH Series (7 >m chord restraint Is required to stabi- hi_.;..·. che bottom chord during erection and is typically provided by the erector. ,. Bracing may be required at cantilevers as determined by Trus Joist MacMIiian Engineering Department. 10.2 Cross bracing is provided for all open web trusses at bottom chord bearing conditions. Cross bracing to be installed as each truss is set. Maximum lateral load = 500 lbs •. per truss. JJSZY\7\/\/S(\Z\Z\ZJSZY\Z Bridging . ~\/\/\J\f\l\/\l$l2\Z\/ Nw~, ""'"''"' at mld-lo, Nail~r requlr~d at all top chord spans beyond 40'-0." Bridging may bearing conditions serve In place of nallers when used. (See bridging ~equirements, page 10.5,) NOTE: 1 x4 min. nailer is to be allached to top of botlom chord with 1-Sd (2½") nail in each chord member. REV. 7/96W .... '.<'1 .'J . ··::)·: .. 6.:-· :~ I Allowable Lumber Stresses Solid-Sawn Lumber Grades . Tn;.,~ ~oist MacMillan developed its own lumber g:_ -; : '. .;everal years ago because the standard grai.iing rules did nol contain all the.provisions necessary for Its extraordinary use. Industry standard grades for these sizes of lumber are based on a use as light framing or joists and planks where the primary slresses are in bend· Ing. With Trus Joist MacMillan products the primary stresses are axial compression or tension, and bending stresses are secondary. In addition, the chords of open web trusses are regraded al the pin areas where stresses are highest to assure clear wood at the net section. At other sections I of the chord the stresses are lower. Trus Joist MacMillan grades must provide for determining a clear wood strength as well as a I strength where knots are allowed. Mechanical stress rating provides a more accurate method of determining clear wood strength than can be accomplished visually. The combinations of : I both machine stress rating-and visual grading :-1 Mlcrollam• Laminated Ven·e_er.Lumber Mlcrollam• LVL Is a laminated veneer lumber 'V':~: -~eveloped by Trus Joist MacMi~an. 1/10" · 1 a,·:.-,.;' veneers obtained by roll peeling of the · basic log are laminated with a waterproof adhe· sive In a continuous press resulting in a billet of : . Microllam" LVL which is up to 4 feet wide, of I various specific thicknesses between ¾" and 2½" and of length as required up to 80 feet. Microllam• LVL is then ripped to specified width . -:·· and used as flange material for T JI• joists, I chord material for T JS'" trusses and for numer- : ous other (primarily structural) applications. Mlcrollam''" LVL Is exlraordlnnrlly conslslont. l.o., I moisture content, strength and dolloctlon char· acteristlcs with the natural defects of the basl~ log so dispersed that their individual effect becomes almost negligible. Ultrasonic grading -1 not only meet our unique needs but pro- vide for more reliable strength and Modu· lus of Elasticity determination. Many lumber mills supply lumber conform· Ing to the specific Trus Joist MacMillan product requirements. Several grade stamps are used· to identify the lumber as follows: A(~ .BE), AA(2.0E), AAA(2.2E), 2100f 1.8E, 2400f 2.0E, and 27001 2.2E. Some suppliers grade to meet all .requirements of the Trus Joist MacMillan grades.· An extensive test program has been conducted to prove the grades, The design values approved by the model building code groups are as follows: Allowable Unit Stresses In Pounds Per Sauare .Inch Lumber ,. Compression Parallel to lfxlreme MOE Grade Tension Grain Fiber In X ldenllllcatlon AIPPl11 Other At PPl'I Other Bendlna 10' . TJAAA141 or 270012.2E 2300 2150 -2500 2500 2700121 2.2 1925 -----------·--· ···-----· ---TJAA141 or 240012.0E 1650 1925 1925 240012) 2.0 T JA141 or 2100I1.SE f106--f460---1700 -1700--2-H>om' -ra-· (1) Al PP is used al drilled areas. (2) Stress shown is·lor lumbernsed on edge. When loaded Hatwlse, Fmay be increased 18 percenl. (3) For panel point spacing less lhan·24 inches on-center, tension stress shall be roouced lo 2100 psi. (4) Species used are pouglas lir-larch, soulhern pirw, hOQl·lir, spruce pino-lir and Englemann spruco-lodgopolo pine of the veneers ass!,lres the consistency of Microllam• LVL. The coelliclent of variation in sJrength characteristics of Microllam• LVl is less than hall that of solid-sawn lum· ber effecting a highly reliable structur~I material. The following are established allowable stresses and properties of Microllam• LVL: Allowable Unit S_tresses ln:Pounds Per.Square Inch Tension Compression Compression . -.. Parallel to Parallel to Perpendicular _.-· ··_:_ Horizontal ._:_,:-_-__ _Grain Grain to Grain Shear Parallel Parallel Perpendicular to the Perpendicular to the At Not At At Not At Bending to the Glue Glue to the Glue Glue MOE Panel Panel Panel Panel Extreme Line Line Line Line X Grade Point Point Point Point Fiber''' (Plank) (Joist) · (Joist) (Plank) 104 Truaa Chord 2300 2100 3000 2550 3000 400 750 205 190 2.2 Grade TJr-Jolst ., Flange -2100 -2100 -480 750 285 .. 190, 2.0 Grade 2.0E ' ,, ·. Header Stock Ill - --2925 480 750 285 190 2.0 2.0E Header Stock Ill - - --2600 480 750 285 190 1.8 1.8E Laleral nail holding and wllhdrawal wilh Microllam~ LVL are as provided lor Douglas fir sawn lumber. Reference page 10.2 fornail spacing. (1) For 12· depths, for other depths multiply by [ 1] 0-136 (2) See NER-126 for olher Microllam" LVL grades. " REV.8/96W ··o·:· • .. . •' ,'.' ........ ·-:.:.ii ·· . .. _., ::-1 ·:·:. •,' I :, ··1 , .. ., .·, .... ::.-1 -· >I :. ':) :: MARTI_N & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 JOB .L.av,AJo , AP1-11J. fho·l? %6/AP ~~ AU~----- CALCULATED BY__,~~,__ ___ DATE '6-'t'z": 11 Phone {619) 497-2118 Fax (619) 497-0429 CHECKED BY----"----'----'--~ DATE ___ _ SCALE ~N(?blJl3")tr A-:z&:, fANa& I .' ., , :, I> / lJ I • I t "i 1i ,' II I ,• I , •, 1. I 'I 1 ' ii I • l J '• l, ' '" l ' I , •, ,. , •: I ' I ?A~riJ;~ WA:kk A:1-:otJG Get(} l---1 tJ (:; (D V I (f:1111 .. , 11 _ ... I I I ' A. "' .1..I l.f\' ~ r t ;·11 I I_ I' I I. I l B J b.~8--cl-~ q ~ --fl 9 -I I .1 I. j g (J .p, ,_ V-=-q 4\. 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'.•:·· ·.::-:,· ' .. ··,.· Af ~ (*)7 -t-~{~) ~ -(t= ~~.r:·· 11"~0-~j ·1.: -t. ,. . I I •, .~ ~ " 1 ,!, ;,.r , , ' ' I,• I ,•J ;,,1,1,.;,f liu! 1)1!1 I t•I,;.,.,, I .... .... .., • .,.,_...,. .4. ' ... _.__, ___ ~, ~,_--',~OO.,u.·-~--~·-~ .. -.............. -·~ ,:-----.. .. ;;1 !I r ~ ... :;I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 ',• 1 • l I ::1 " ;:-I ·1 .. .. ::I ... .. .• ---1 \I :::I :i·.:".:<-- .. ·:1 ,. -:· _;:I :.1 -\:1 .:I ·;1 ,, }I .., ~:~. ' :. ·.' ..... ~-:,' ';I .. " I • WAvL, AU?tJ& Ge,t-D k~NG CD JI\Ylffe tf,eJ N~b(Ce:H ~ flUl d cl' Mw·lft. h o (!vi) -z; 1Yfe: @; ({f,.f} (In) l l ~ ) ~ /4-0 ,PJ '.B, ,i; p -10 z1-;1r to.t fi,15 r.,,;·· . 1b ~?// l'?t.8 5',1t5' a l~'Z-/40 "(//l 5,1q e, 12' 140 1H/ 8vt5 . .. .f. 4" 44-' 11,10. txG ~ 4-' 4-'tfi iB.4-' !)J3 ----· JOB l»&o/:;,Mlo · AoH 1d t5ko& 1&o2AO SHEET NO. A 19 _ OF--,-----,--- 'v.t_'::'.'"':: ,e:-...., -"-~/,I,.., CALCULATED BY-+--'---"-'£..'/,,"'-'-_.,--____ DATE :-.,, 'Ur -, I CHECKED BY _______ DATE · · SCALE l~11 f trrJ @~ A-1Jo1' LA>(t;yt4~-1 --Or;;,~tc.,) ' '" • • I I I I , , , 'I ) ,• 8---A} ~ On) (m(!,J tl,/J3 o,o/ tJ-ef t:7,'M-{J,t)fj ~ tJ,f4-0.1)$ -4-0"' 0,'7/ O,oB .Jv-6° o.,-z.. 0. /'2--~5 ~- tJ,1'7 O,Ov .d:15 ' ~Zv 0,(/j' Jlef .~. . ' . • • •' ' ' '.",•.• ,. ' ' '• I ~ • • •=-' :·:1 :1 \I )I ... ··1 .. •·. .. ··1 ·: .. •.·. ::_·, .. ::~I :-.:1 •. :·,1 -~'.I ,;;1 . t\~7"::: -~ .. ···· , . h - ; -.... -~ . ·-.• .... ~-... -.... -_,. .. . . . ..__ • ---.~ ·-...,_.. ___ , ... J,. ........ ,.~~---"" ................... __. MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 , , ', , I 1• I ' • I , u , :\ I ' • I t.,..Af~A1 L 126\&~l W,1L,L, ,tu)T\tG ~tz,t,O vttJb G) JOB ] .Jf60L/tf\J9 .. MM'"'' ($u>6 4&:0z4o SHEETNO. A-io OF ____ _ ~-A--rJ a. a--1 CALCULATED BY :{:L Kl-DATE !:5-k'.Z--I I CHECKED BY-----'-----DATE ___ _ SCALE /4Hf0rJe:NT~ A,.,~ ~Or$1M\J , --f;-c 0!,4,-r' vjW · (lAMi/,~ VI!) ,/,CJ V l,J .• /tif' /@~ 0,-(j~ I -f7't'~(lM~ -wi I I I O I· m taJ r.t I I llift ID I I I L I I I -jf 1 v./ Ge-LO \.A I\J£ @ A -'1\ ''fi ,I\ I,~ .A\ IA. ,1\ . ,j'\ A . f ' ::. A~ ~ I. .I ,,· h ~ I ! I, I . . . pttaJa,-7 .', ~ )':-J (; . Y1 J. IL-Y> . Q,tJ:are, 01~·~:01\J \/:: 51, t lt:- - &Ti PteJZ. . Vl d n ~'(l) ~ce: ~ \j,/ CP~ Atfu1Jt bf . lZf· ~ fl~ <fl>'fla2 fD 7 .. .. 1Yf6 ((}) cft) 1 b~f ~l,4~V -z. (?·.'1~ ~ ('I~ 0GJM . ... .... -... ·----· --··-. ·-· ~ .· .. ~ 5 VI 4 +· 1,0. (),tp1// 1,tW/ t,l64 "ti}(/-l~,8. 7,176 ~to,~ rJ '• .t/-d3 ·~ ... I.{) " ..t~ I 4 'O f),';; 0(t617 ,.':5~ 1,53t-10,'? B,'7 .0,'b t/ttl~ 10.~ rJ ' l ' ;:> 1-J + 4-hO 0,411 td'Z-'7 4iV\1P ll,(1 OJ ,f7) f,0~. 1,/ < 'L6.2 . tJ . ,. ~ " ~ ~ }<. 4-t) 0,b lJ,lq l 5. 2'31,,, 10.411 41,'2.-V}-,6 12.,2£. \115'. :90,4' w \I~ -~ " .. t I ! -\l ~--· ----;r_ ..! 'ii :~I {I ·-:1 ' :1 . . . ;I .. ., ·.1 --:;-_ · .... ·.· ...... , \ ... _.· .. · -b:,.-;; e--Wec:h,v~ +t-11 c(c.1,u,9;5 ~ )ttM~ gg;nJfOU@3alT fl~ cl a' Mki~ (Ji1} (¥-fn 1Yre· {ff-) h tr 4-'+-cu, J 8 qi, · i;,e j ,t 4-tV ltrii. .;! •• \c-5 ·qt/ ~6.D .?_tf;; tG,t}?& 614--t'-' I " I . s ' 11 B A'7 ~Ml , (lvri) , {IYl) (.IV1j I . ' 5(16 (J,1,f] t,16 w " ; •I 6.1'5 01Zk (J,(J/f' ~ " ' l B,6 t,W (Jio1 ~ • I ~ B,6 d,tttr ~,-tJ1 ~ ,. •l J :• .! I J .:.I .. :-·-1 ,.I ~-: ,. MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 I ' 1 I ' I ' ' • ' s I , ' t; I L--krie.Al.~ 1)1$tbN JOB ~L,ANp . AvHO\J· '£>L,.()6, q(aJ24o SHEETNO.· Airl' OF ____ _ CALCULATED BY ff~ DATE' f:i:Z/2---n CHECKED BY --DATE ___ _ SC~LI; Utt}?61\JG}Jr A--io~ ~~ ~\6rJ • • , I • j •. \I i/1 !:.I ;I ., \~' I\WNb &£1·~ L!l:V~--.&) ,.,. --b 't qy4-\·I ..... ., (j) ~ g) ~ (ff-") .. . @ Plt1J£L NUHBe.~ f Ml1Yl4 m11 C '/40"1\1: -/f' II, A\, .. , "I r -i--r 1 ::Wk h j j J. .. .. q_H?tZ$ 01&re,tt?JU1] oN, ·.· ::1 .: ·.'.I r :• ():f'( riiae: 'h d J1.- 1Yt96 (A,) Cf+) d , .. ..-:-:-:. ·.,·.·· -:.:_:<·;,i -·-I 'ft 4 4-. 1,0 . ~@ !;I ...... -.. .w, ~ .. 4 4 1.0 J :::-~ 1 1 4-1'2-(),77 ii i ~ \).~ 4) i:I i:I ' ii .. II :I: .. ' , :1 ·_:; ::::--. ... ::/·:;: {;.t,-i: ~~~hve.. ~th I cJ::·t·'lf "l:;; '--1A-M-~ 0atvPDteelvt ~}I Pl~ d ct> M41 VLth 1Yftf Cf}; (/nj Ck-P+7 - h 4--4-'4 ~//l- . tr 4-'tf trt,,D J , 1 ti. 141> 6,B.t- ·*·yi ~ 11) bi O.IA, t?,411 o,rz;, b [iVI) ?t1~ r---. ,.vj B.t5 \)~ ['l,J.8 '~ %>'fD f£-1¥2Cgf fOi?Cf f2f 42r-pi~· TD TO {JI el2-p?! ~ ~auP 6Y26l-f"f . 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497,2118 Fax (619) 497-0429 \ • ' • I lA/.IJ:lty /11A>1Jb Gruo vt.~ @) JOB t,e;zd>iitiJ o · Av1v11 rJ ~lA? ~ 1tlo14o SHEET NO. A ~I OF----- CALCULATED BY &k DATE 6.,..11-q-; CHECKED BY · DATE ____ _ SCA~E Ct?Mf t1NfJJf _ A--U'b €[by AfJJ/tT JD~/ pAJJia..--t.~1.-vs" uJr~ z. ,,B'? ~- 0r:n ... ~ O, ~-Z 4 µj tuvL-,;; Cl ~t::£::> ~~ ' ) wwvn.--4-.z.~M--~ . 1:?m1Y1 > t/234-klJ + 1J5 l?d1..:::==' l'l:, zY ·, '· :ii :::1 ::1 _:I ;1 ·~I !I -·-:- ! I ·->>:- .. ~I ...... ., .. I: :1 ::1 ··:I :·1 I I I ·():-:::-:, MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 . SAN DIEGO, CA 92108 / Phone (619) 497-2118 Fax (619) 497-0429 t15LlnJr2J\1J MJ /ddJQi ~ JOB ~uttJ e· !teYuJ e1A26 1trt[Z40 SHEET NO. A n OF------'---- CALC~LATED BY _f#t_· .....,__ ___ · --DATE. 6/U-t?J2 CHECKER ~y: . DATE SCALE C6TV1p t1n!Cl\fr A--it>?;, FiY JJt7,raciJ •! 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STRUCTURAL &·CIVIL ENGINEERING· 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVIC~ AND ADMINISTRATION FSA COMP A-203 ADMIN BLDG Date: 05/29/97 Page: A2J COMBINED FOOTING DESIGN PANEL 3 GRADE BEAM ----DESIGN DATA---- Allowable Soil Pressure= 2500.0 psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does Not Combine With Short Term f' c : Concrete = 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145 pcf overburden Dead Wt. = 110.0 psf Min. As ¾ = 0.0014 Column Size ••• #1= 9.3in #2= 9.3in ••• Base Height #1= O.Oin #2= O.Oin Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS ------- At Col #1: Axial Shear Moment Dead = 0.00 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm= 59.20 k -31.4 k 0,0 k-ft At Col #2: Axial Shear Moment Dead = 0.0 k 0.0 k 0.0 k-ft Live = O.O·k. 0.0 k 0.0 k-ft Shrt Trm=-59.20 k -31.4 k 0.0 k-ft ----DIMENSIONS---- Ftg Dist left of Col 111 = Distance Between Columns(' Ftg Dist right of Col 112'- Total Footing Length = Footing Width = Footing Thickness = -·---· V4.4B (c) 1983-95 ENERCALC 16.50 ft 6.00 ft 16.50 ft• 39.00 ft 3.50 ft 30.00 in SUMMARY Service Allow ACI factQred Left S.P.: Static D+L= 472.5 psf 2500.0 psf 9-1 = 661.5 psf short D+l+S= 1062.5 psf 3325.0 psf 9~2 ·= .. 1487.5 psf 9-3 = Right S.P.: Static D+L= 472.5 psf 2500.0 psf 9-1 = Short D+L+S= 0.0 psf 3325.0 psf 9-2 = 9-3 = Resultant Ecc.: Static = 0.00ft Stability Short Term = -7. 94 ft Ratio • • . •.• . Col #1 ••••••••• Between.,. Ru/Phi As Ru/Phi As Using Mu from AC! 9-1= 0.0 psi -0.50 in 0.0 psi -0.50 in ACI 9-2= 122.4 psi 0.88 in 117.4 psi 0.85 in ·ACI 9-3= 78.7 psi. 0.56 in 70.3 psi 0.50 in As(in/ft of width), negative--> As@ top of footing 956.3 psf 661.5 psf 0.0 psf 0.0 psf = 1.50 :1 •••••• Col #2 ••••••• Ru/Phi As 0.0 psi 0.50 in 117 .3 psi -0.85 in 75.4 psi -0.~4 in ---------MOMENT & SHEAR FORCE SUMMARY --------- Mu@ column II 1 = Mu btwn columns = Mu al column II 2 = One-Way Shears •••• Allow.: Vn=2(f'c".5) = Actual: Vu/ .85 ••• Left of Column 111 = Between Columns = Right of Column #2 = Two-Way Shears •••• Allow.: Vn=4Cf'c".5) = Actual@. Column 111 = Actual@ Column #2 = AC! 9-1 AC! 9-2 AC! 9-3 -0.00 k-f-t -0.00 k-ft 0.00 k-ft 109.54 psi ' 0.00 psi 0.00 psi 0.00 psi 219.09 psi 0.03 psi 0.03 psi rl 1,'7 X 77.34 k-ft 74.22 k-ft -74.14 k-ft 109.54 psi 27.16 psi 0.00 psi 26 .• 73 psi 219.09 psi 25.38 psi 24.58 psi 49.72 k-ft 44.45 k-ft -47.66 k-ft 109.54 psi 117.46psi 0.00 psi 17.18 psi 219.09 psi 25.50 psi 24.99 psi GEORGE R. SAUNDERS ASSOCIATES, KW060361 :-,1 iii ·(·'· '~ -~·-:.·-: · _:._I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 l , I ' ' 1, , ' ' I • • • • • , , , , 1 ., • • , , s I , 1 ' 1 ::I i;I .. .-ii . ·, .,, ' i I :· ~~ I :: ,\ . ,' . :---... :'. :· ··1 ···:·.::· .. :_; ::1. . . ·:I~ ·:1: . . -·1 :. :I:· -'. . ~I ·: ·. .. . .. ii :. ·, ·-~ \-=:::·, : ... ii ' . ; ··1· ,---,,,-~--...,.....,_---..-----,,....:.--------1,, ~Cfl~1JT,{ LkfQZkL-,&pAOJ ~ & ~ HJ~ : -----~------..--~--+-,,--=..~-----. &lh. 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VJ l111 r-P b 7 '?7t:JZJZ) P5j CP~ 1qq4-~i:::: (~J? f'{Z,{N'llNG) ~ 1:·q-~) 1 Hf!rl. v:z: _49av·~/-2..-~ ~,~ . o I • ' I •' .'1 _, .1 ~-.--~A=-~~U:=--~~--:~:--~ ~-=--~--- Structural & Civil Engineers SHEET No. &1, oF _o/_1'"'""1""--------:10-:-.. :-:"·~:·.) :I :1 :I ·1 . I - .I I C " ' I<:-,':., I ").:•:, ' I .· .. 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CALCUl,ATED BY __ _._R_,_M'----'_..S:: ____ DATE ~M_A~t~~C/~1-~. CHECKED BY---~-----DATE------ SCALF at:'.lf A -104--f0>r:= f'.eAM ING 1 ,' l I ', I, I I , • • ,t ·, ,, l .~ I > I •, I i . I < ' (\ 1 9Do1-H LOADS: {YP 13V It..( -\)'(J ,(2coF- 1Ra.,us : 2 x 8 & rz.:.+ '1~1" I, 'iP .J(- '2..x~ e 2 ''~t<- <;fvc ( 0 ~ 1 / G vfSI) lw'l /,t/ x (t7..'1 h,s) C .~ J L--r,-r }i.:,fJf ~ ,C /<ttf"1a. (2 "?l/ If o/c,... <»:: Z' ( 13 f sf--t "l,.::, f ff-) :: * 11<au 5 f.? A· ... ( . U-C4vEf2 S-1,\Pt c:;; SY'A.,-.>, V::J[ LOA-C> (...,n= ,z_ ( t; ,I-~o) ;-ID (H-oL1 1..,. ,__._ -i, '?...x:J II~ ,z '2.1 "~,'- fR1~ /((Z,G/,J.J tJ,~ 'x (J.1' -t-1) ::: ,Z, > ~ 5F -) L,U 16 fJT- t.lf ( · ) fA1'1A-f\:1 w5 =-q 1&rsi:: t 11;,p.rf -1 'Zur,_,if--= /L/<,vL1 111. LL We= C.t+J)(r;rSf-1-lof'Jl') == '1bt7--1 lo1)l.,t., fr::: ~')[J.i.)(~f.Jf,t/u('Sf) = 15}tVL(/t;(/1u ½,'3 ::: (~)(1;zJ (Sf.ff 4 /of.Yf) ~ f1,..vL1 Johf1,,_ f't1,0 !:: (}4?){ze;:~j/_(5f5f-1 /ufM~ ~ l./OOltVLr '-/orlit- . +-~ ("4,,;; .,. ;c,) -z, . ff ~t . I l1,f 1 Ws '· f,f H 11 I' (I I 11 /JI,;] i--1 I •1 ' 3 I t //,'i' t Glt3 "tE Slt--1lrLI£ fo.>1 (s,:iiz A5 'R~vtv1ll\~1 (.A,-J1 ... ) w= !ff:1 ( t; f.N--t· Io fsf) :::: /'?,-, tu-f)ll 1,$ u ... -i- ~x:: 'f:g.'{1,s t 15) :,:;. -;;rtt /Jlr /5/J/./ tl. Pc,;-:; ~9i ('I:{){~-/ /P) -;::;.. 1 i '5 ll /){_I l/7° ! u, ':,,•' • I, ',1 • • 1 •'j • I' , • .,,1:,, I ~ l ! • ' : • ~,r '•, I •: ': ,. ,. ·' ,. .. ,·-. ·.: ,, .. ... ... .. ,. •le, . ··-::·· '.I ' I I I I I F\ '. •' I I I I I ·1 tr c..:_-., I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN TYPICAL TRELLIS AT 2411 o/c (DOUG FIR No2) BEAM DATA Timber Section 2X8 End Fixity Beam Width = 1.500 in Elastic Modulus Beam Depth = 7.25 in Beam Density Lamination Thickness = 0,00 in Load Duration Factor = = = Pin:Pin LEGOLAND CARLSBAD SERVICE & ADMIN. CLUSTER SECURITY BQOTH (){) l4f. ft /~Ir' Date: 05/24/97 SPAN DATA Center Span .1600000 psi Left Cantilever 35.0 pcf Right Cantilever · = = = 1.25 UNBRACED LENGTHS Fb -Bending = 1207 psi Beam Wt. is Added to Loads Le: Center Span = Fv -Shear = 95 psi End Shear Calc'd at Support Le: Left Cant. = Fe -Bearing = 625 psi Le: Righ·t cant. = APPLIED LOADS Uniform Load@ Center Span: DL = 10.0 plf LL= 20.0 plf SUMMARY· USING 1.500 x 7.250 Beam, Bending= 44.96¾, Shear= 25.56¾ Max. Pos Mom @ 6, 75 ft= 0.74 k-ft Shear: Max.@ Left = 0.22 k Reactions ••• DL Max. Neg Mom @ 13.50 ft= 0.00 k-ft •••. used for dsgn = 0.33 k Left = 0.09 k Max@ Left = o.oo k-ft .... Area Req'd = 2. 78 in2 Right = 0.09 k Max@ Right = o.oo k-ft Max.@ Right = 0.22 k Max. Allow Moment = 1.65 k-ft •••• used for dsgn = 0.33 k Defl:ections ••• fb: Max. Actual = 67'8.3 psi •.•. Area Req'd = 2. 78 in2 Center = -0.12 in Fb : Allowable = 1508.8 psi fv: Max. Actual = 30,35 psi .... Dist = 6.75 ft Fv : Allowable = 118.8 psi .... L/Defl ·= 1311 Ck= .811(E/Fb)A,5, = 26.41 Left = 0.00 in Cs= (LeD/BA2)A,5 = 0.00 Bearing Req'd@ Left = 0.23 in ••• L/Defl = 0 Cf = (12/d)A, 111 = 1.00 Bearing Req'd @ Right= 0.23 in Right = 0.09 in ••• L/Defl = 0 .,,, _,,.. ... ~---- Page: ,:z't, 13.50 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft I 0,00 ft Maximum 0.22 k 0.22 k -0.32 in 6.750 ft 507 0.000 in 0 0.000 in 0 V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 lr:r ... !I I I I I I I I I I I I \:":::.:> MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER. CT SUITE 400' SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN TYPICAL ROOF RAFTER (DOUG FIR No1) BEAM DATA Timber Section 2X8 End Fixity Beam Width = 1.500 in Elast.ic Modulus Beam Depth = 7.25 in Beam Density = = Pin:Pin LEGOLAND CARLSBAD SERVICE & ADMIN. CLUSTER SECURITY BOOTH COMf. A~ 1J)4-' Date: 05/24/97 SPAN DATA Center Span _ 1600000 psi Left Cantilever 35.0 pcf Right Cantilever· .. = = Lamination Thickness = 0.00 in Load Duration Factor = 1.25 UNBRACED LENGTHS Fb -Bending = 1380 psi ~eam Wt. is Added to Loads Le: Center Span = Fv -Shear = 95 psi End Shear Calc'd at Support Le: Left Cant. .. Fe -Bearing = 625 psi Le: Right Cant. = APPLIED LOADS Uniform Load@ Center Span: DL = 36.0 plf LL= 40.0 plf SUMMARY USING 1.500 X 7.250 Beam, Bending= 94.80¾, Shear= 61.63¾ Max. Pos Mom @ 6. 75 ft= 1. 79 k-ft Shear: Max.@ Left = 0.53 k Reactions ••• DL Max. Neg Mom @ 13.50 ft= 0.00 k-ft •••• used for dsgn = 0.80 k Left = 0.26 k Max@ Left = 0.00 k-ft •••• Area. Req Id = 6. 70 in2 Right = 0.26 k Max@ Right = 0.00 k-ft Max.'@ Right = 0.53 k Max. Allow Moment = 1.89 k-ft .... used for dsgn = 0.80 k Deflections ••• fb: Max. Actual = 1635.3 psi .... Area Req'd = 6. 70 in2 Center = -0.38 in Fb : Allowable = 1725.0 psi fv: Max. Actual = 73.18 psi •••• Dist = 6.75 ft Fv : Allowable = 118.8 psi ••• L/Defl = 428 Ck = .811(E/Fb)".5., = 24.70 Left = 0,00 in Cs= (LeD/B"2)".5 = 0.00 Bearing Req'd@ Left = 0.57 in ... L/Defl = 0 Cf= (12/d)".111 = 1.00 Bearing Req'd @ Right= 0.57 in Right = 0.00 in ••• L/Defl = . 6 .,_ ------· Page: ,J~ 13.50 ft 0.00 ft 0.00 ft O.QO ft o.oo ft 0.00 ft Maximum 0.53 k 0.53 k -0.77 in 6.750 ft 210 0.000 in 0 0.000 in 0 V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS A$S0C!ATES, K~/060361 .Ir::_,. . '·.::··. I :I I I I I I \·::·:·.-.. I<?:-. I I I I I ·1 MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN TYPICAL FASCIA BEAM DATA Timber Section 3X12 End Fixity Beam Width = 2.500 in Elastic Modulus Beam Depth = 11.25 in Beam Density = = Pin:Pin LEGOLAND CARLSBAD SERVICE & ADMIN. CLUSTER SECURITY BOOTH ~Hf, ,A--104' Date: 05/24/97 · SPAN DATA Center Span .1600000 psi Left Cantilever 35.0 pcf Right Cantilever· = = = Lamination Thickness = 0.00 in Load Duration Factor = ~.25 UNBRACED· LENGTHS Fb -Bending = 875 psi Beam Wt. is Added to Loads Le: Center Span = Fv -Shear = 95 psi End Shear Calc 1d at Support Le: Left Cant. = Fe -Bearing = 625 psi Le: Right Cant. = Page:,21: 20.00 ft 0.00 ft 0.00 ft 0.00 ft o.oo ft 0.00 ft -------------------APPLIED LOADS ------------------- Uniform Load@ Center Span: DL = 7.5 plf LL= 15.0 plf ------------------,---SUMMARY--------------------- USING 2.500 x 11.250 Beam, Bending= 30.41¾, Shear= 13.13¾ Max. Pos Mom @ 10.00 h= 1.46 k-ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 ft= 0,00 k-ft •... used for dsgn = Max a Left = 0.00 k-ft •..• Area Req'd = Max @ Right = 0.00 k-ft Max. @ Right = Max. Allow Moment = 4.81 k-ft •.•• used for dsgn = fb : Max. Actual = 332.6 psi •..• Area Req1d = Fb : Allowable = 1093.8 psi fv : Max. Actual = Ck= .811(E/Fb)".5 .. Cs= (LeD/B"2)".5 Cf= (12/d)".111 ------ = = = .,_ V4.4B (c) 1983-95 ENERCALC 31.02 0.00 1.00 Fv .: Allowable = Bearing Req1d @ .Left = Bearing Req'd @·Right= 0.29 k 0.44 k 3.69 in2 0.29 k 0.44 k 3.69 in2 15.59 psi 118.8 psi 0.19 in 0.19 in Reactions ••• DL Maximu111 Left = 0.14 k 0.29 k Right = 0.14 k 0.29 k Deflections.,. Center = -0.11 in -0.22 in •••. Dist · = 10.00 ft 10.000 ft ••• L/Defl = 2223 1082 Left = 0,00 in 0.000 in ... L/Defl = 0 0 Right = O.OQ in 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I le~-: , ....... . I I I I I I I t ···· ·.·::,·· •'• I I I I ·1 I MARTIN & DUNN, I~C. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN SECURITY BOOTH DOUBLE CANT. 6X BEAM DATA Timber Section 6X12 End Fixity Beam Width = 5.500 in Elastic Modulus Beam Depth = 11.50 in Beam Density = = LEGOLAND CARL~BAD SERVICE & ADMIN. CLUSTER SECURITY BOOTH t?or1 P. )r-J()f' Date: 05/24/97 SPAN DATA Pin:Pin Center Span .1600000 psi Left cantilever 35.0 pcf •. = = = Lamination Thickness = 0.00 in Load Duration Factor = 1.25 Ri~ht Cantilever UNBRACED LENGTHS Fb -Bending = 1350 psi Beam Wt. is Added to Loads Le: Center Span = Fv -Shear = 85 psi End Shear Calc'd lil 'd' distance Le: Left Cant. = Fe -Bearing = 625 psi Le: Right Cant. = Page: ~ 11.50 ft 3.00 ft 9.00 ft 0.00 ft 0.00 ft 9.00 ft ------------------------APPLIED LOADS ----------'------------- Uniform Load lil Center Span: DL = 146.0 plf LL= 112.0 plf Uniform Load lil Right cantilever: DL = 50.0 plf LL= 100.0 plf Point Load: DL = 400.0 # LL= 400.0 # at 21.50 ft Point Load: DL = 53.0 # LL= 106.0 # at -0.50 ft Point Load: DL = 75.0 # LL= 150.0 # at -3.00 ft SUMMARY USING 5.500 x 11.500 Beam, Bending= 86.16¾, Shear= 57.20¾ Max. Pos Mom Ii) 3. 77 ft= 1.59 k-ft Shear: Max. lil Left = Max. Neg Mom lil 11.50 ft= -6.64 k-ft .••. used. for dsgn =- Max lil Left = -0.82 k-ft •••• Area Req'd = Max lil Right = -14.69 k-ft Max. lil Right = Max. Allow Moment·-, = 17.05 k-ft •••• used for dsgn = fb: Max. Actual = 1453.9 psi .... Area Req'd = Fb : Allowable = 1687.5 psi fv: Max. Actual = Fv : Allowable = Ck= .811(E/Fb)A,5 =' 24.97 Cs= (LeD/BA2)A,5 = 6.79 Bearing Req'd lil Left Cf = (12/d)A, 111 = 1.00 Bearing Req'd lil Right= 1.06 k Reactions •.• DL Maximum 1.21 k Left = 0.55 k 1.49 k 11.40 in2 Right = 2.46 k 5.11 k 2.82 k 3.84 k Deflections ••. 36.18 in2 Center = 0.04 in -0.01 in 60. 77 psi .•.• Dist = 7.82 ft 3.582 ft , 106.3 psi ••• L/D,efl = 36,50 10951 Left = -0.02 in -P,098 in 0.43 in ••• L/Defl = 3889 734 1.49 in Right = -0.47 in -1.211 in ... L/Defl = 458 178 ------------------------,-----------------------·· V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 -le?· :I ·I I I I I I .£I·· 1·, ... I I I I I le:.,~ ··.·:' I. I MART~N & DUNN, ~NC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION'CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN REDUNDANT GLUE-LAM AT SINGLE EXT COL BEAM DATA Timber Section 3~125x12.0 End Fixity Beam Width = 3.125 in Elastic Modulus Beam Depth = 12.00 in · Beam Density = Fix:Free LEGOLAND CARLSBAD SERVlCE ·& ADMIN. CLUSTER SECURITY BOOTH ~ p. A ,, 'Jt> .4" Date: 05/24/97 SPAN DATA Center Span 1700000 psi .Left Cantilever 35.0 pcf Right Cantilever . = = = Lamination Thickness = 0.00 in Load Duration Factor = 1.25 UNBRACED LENGTHS Fb -Bending = 2400 psi Beam Wt. is Added ·to Loads Le: Center Span = Fv -Shear = 165 psi End Shear Calc'd at Support Le: Left Cant. = Fe -Bearing = 625 psi Le: Right. cant. = Page:'7(/, 10.00 ft o.oo ft 0.00 ft 10.00 ft 0.00 ft 0.00 ft --------------------APPLIED 'LOADS -------------------- Uniform Load al Center Span: DL = 12.S plf LL= 25.0 p'lf Point Load: DL = 75.0 # LL= 150.0 # at 10.00 ft Point Load: DL = 225.0 # LL= 450.0 # at 7.00 ft SUMMARY USING 3.125 X 12.000 Beam, Bending= 52.97¾, Shear= 26.47¾ Max. Pos Mom al 10.00 ft: 0.00 k-ft Shear: Max. al Left = Max. Neg Mom al 0.00 ft: -9.30 k-ft •••• used for dsgn = Max al Left = 0.00 k-ft •••• Area Req'd = Max al Right = 0.00 k-ft Max. al Right = Max. Allow Moment = 17.56 k-ft •••• used for dsgn = fb: Max. Actual = 1487.8 psi •••• Area Req'd = Fb : Allowable = 2808. 9 psi fv: Max. Actual = Fv : Allowable = Ck= .811(E/Fb)A.5 = 19.31 Cs= (LeD/BA2)A.5 = 12.76 Bearing Req'd al Left = Cf= (12/d)A.111 "'· 1.00 Bearing Req_' d al Right = V4.4B (c) 1983-95 ENERCALC 1.36 k Reactions ••• DL Maximu1R 2.05 k Left = 0.51 k .o.oo k 9.93 in2 Right = 0.08 k o.oo k 0.00 k 0.00 k Deflections ••• 0.00 in2 Center = -0.21 in -o.59 in 54.59 psi •••• Dist = 10.00 ft 10.000 ft 206.3 psi •• ~L/Defl = 1129 409 Left = 0.00 in 0.000 in o.oo in ••• L/Defl = 0 0 0.00 in R.ight = 0.00 in 0.000 in , •• L/Def l = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 .1 -•••·---......... ..-....... ........_,.,_,....._. . .........: .... .I.A.>.ol'-....,.._.,...,,...iu.-;U...:-.. ,.,.,...__...,......,,., ... ,,._,,.,...,,._.-,;.,,..., • ...-..,~-------·,---.,......,~, ... -..u. _,a-_...,._.....,.......,..,,:._.,.._....,...,_,...._ ___ --. ....... ..: ................. _;,..,.........,,,, • .,"c ..... ....,.,....., .. .,NA.t.-..__...,.~~ . ....,;..,..._,....,__ MARTIN & DUNN, INC. JOB lfbo .f\D'.ttlA) ufl , f/ori1b1 : I Structural & Civil Engineers SHEET No ~1 oF .: 7801 Mission Center Court Suite 400 · t0~~ ~ ------------ .-: <:-.·.. SAN DIEGO, CA 92108 CA_LCULATED BY ___,{VV['-'---'-'s-=-------DATE _.M__,,_t'.\...,.lf~.---'1."-:=J'--_ ·::;::.:: Phone (619) 497-2118 ii :~, ~I :·I·· .ii ii:: ::I.-: ·, -~ ·.·.1 ·~:-:-:::-, ·:·-· :: I . ii .. ·.1 Fax (619) 497-0429 • I , I , d I , •I r, 1. , 1• t . ' ., ' (), LI )o I, I.) >--b..,_r:rr:; ~ 1 A:551.JA f1tvrJ .f ·, COL (fl @-~_91/'l),![5 ff ~W) 0>v82i"ltv'lr CA.I( IF µ.5 CoL@. {g) &,oVt.:o"Yll" .f (If 5 e,,o l ; e (i) J.@ rM£ ~ ~w CHECKED BY _________ DATE ________ _ SCALE ~He Jt.-'11>4-1.dt(q_J(t.--AJ\l lr'G':1?'2 I I ' 1,' I 1 , I , ,, ; ,' t -{-~ q ~3" ~_/_I '--_G_" --.i·~...,J-: t _,, '3' ,._ ----1,·,1------ra---1 -'(J) I'-/ t -K!) . .f '-'--'---------· .:!.' N L-tv @) Cot.. /v 5 i;·q '{2.ovf wA'il' 1r-?1i wi ~ ~)(ittj nrsr + (1f-1 'lx Jif) (3~.i1,s) n rur +~4-9&uJr{1Jf )(i:d~ 'ifsF::: c.119;/F {!,;t?.) 1.,7.l('I ~ .. (,/f( . ~:; l/J?I' '>X 0,16-=?--, ,Z,w1..r; f;06# t;A-, . LtJ {[) ott (i) r;w cq, 1<z10 w1:: f;j) {z 1) Iii.ff + /t:;11 (11,,'~ 'lk',';/_){f,i 1.s)JbfJf--1 ~,25'+ 'lX1')!f'1 -it,s'n]5f.ff ~ '7 i l/<-/ 11/ -1 '2,-t:> 11(... f ::: '66 0 :IF GA.-.C,,oL ii C..oL :·I ~-, I· ((\=:· . ....,: ;I.·. ' :1. ?f'\A')c-;; r; =- 11,.,.mo ~ +u... = .fb t= ~ - gr; o µ .X-(g f -11,) .::: ,,-,7J"-, 1-'l}rr-> .,_ := f,';/'{?r11"/, , 1,/jfrJJ:;: (. e&i-.) (Cf x 1~_/ =- '$>-7 Pn x?..2:1>1(')1 /,'I; KJ7 /l,"?fC'..f1 o,,?.. I/::: O,f l C)k b1 fµ ff, << ,1$'";)1"1b>o1-"' , 005'0'1), ~ , OoS}.., r'f',. ' •:•,:1, f\.-'J1•: ii ' ,! "•, •, : •••, 1"1' ',< • 'I, 1 I 1J .• t, 'i 1 ···· ·-·-... I G> I .. I I I I I I. I(. ~-:·.r. . ·:: .. ·.·. I I I ·.I I._ ... I:_ 1: :1 ·: .1. .. ·.:· .--,.,. -.:· ..... , :: ... ., MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 · JOB l/4/~kAYrl· SHEETNO. ______ ~ .,......_ 1 ..... '0_oF ______ _ CALCULATED BY ~ DATE. 0~iz-cr1 CHECKED BY _______ DATE ___ _ SCALE J¼r 01/q?HUG~ ~aip;QY k~ ~~ t?1~,}-)iAG~ J7 a:)~Y-7Ul~G ·-.. M~ll rll{U,()1ltiC i?l/lf H .1Y~ CbJJHDN e.ou ~011~~ \WGt" A1MM'· 'f-1!,NG ·, A-IL-NllllAtJb NlrlUfJG Gf-b;lrrl. &IU {Z/ 1/4" lA ~ eL.-1z.o {2,')<J · 6cl f/!' //'' IBo r'~ ~i. II -iut-o ed lfl" /p'' 210 \j . ··- t'? \I -f)t.¥.t? ~d 4-11 . // 1, 1-;vo: -IB ..-- (24 II (71%,0 ~ bd tVi" 4 ., t!j?;IY -. .. . --~--............ ~...1-... , .... __ .,. _.,,_, ___ , (l6 II ~l.¥..,0 Sd ,z-1, ,z JI ~OD -'-. \) 7 ~--, .. _ ... f ~-(:) . .. .. --~-... ···-·- riv I/ ':,. UNi.~t? \OJ . b ,J ~ I) i.,/6 v- H .. --· OOH• -·-· ··--· ~'1 II p;~O-~ }Od If"' fR \J ~io -. -·-··--··· ....... ,_ .... , ... _ ....... ... . ....... -........ ,,, __ ,.., .. ____ , .... -.. ~....... -·~ ... ,, ,. . ..... .. ' .... ··-·· .,, .. " .. --~-·-..... _,_.,.,. ~e h r;~o ~ ~ \OJ 4,'' ~i, 41,t:i - (lOJ II -f?~~o ~~ \Dd iYi" 4.11 f#41J H \-\ f!.ID •1 --l?Ju~o \2-i? IDtl 'Z, ,, 1'' 1~0 -. .. .. :::.::.:.:::: ,. I ., .. " ' I !I .:1 :_1 ::1 ~I ·:1 :1 :1 ii ::I -:-:_:.··: :1 'I .'.1 ·· ·1 lo. · ... ·.· .I ... I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 I ,' I L '• I , I I '• 1 G x1'2 I/% .... Pr I l . '? 2 r. ~, (1 ',1 Od ') :: Ill/I #f .----- I JOB L (c(sl) SeZ.. • . l? 0 Of (9\ SHEET NO. 4q OF _____ _ CALCULATED BY ___,R/v\S:-=--=-_____ DATE CHECKED BY _________ DATE _____ _ SCALE teM e A, to4-- fz s I -~-----~ ?· t i /- Co )<l'L =..----"'-- f fn,,., ~ tcfz, >'l-2>:: --r1,11 # $1~4-p- I I I I I I .C.?) .--~--. I I I I I ·1 •c\ I.:· I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOTING DESIGN SECURITY BOOTH INVERTED PENDULAM TS6X6 LEGOLAND CARLSBAD SERVICE & ADMIN. CLUSTER SECUR~TY BOOTH ~f A-~~y Date: 05/24/97 Page: -----DESIGN DATA ----------AXIAL LOADS ----------DIMENSIONS----- Allow. Soil Pressure = 2500.0 psf Dead Load = 1.49 k ••• Short Term Increase= 1.33 Live Load = 3.8 k Base Pedistal Height = 2.00 in Short Term Load = 0.0 k Seismic Zone = 4 ••• Ecc. Along x-x Axis = 0.00 in overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis = 0.00 in Live & Short Term Loads Don't Act Together Concrete Weight = 145.0 pcf --Y-Y AXIS ROTATION FORCES-. - •••• Pressures@ Left/Right Moment: DL = LL = Short Term = Shear: DL = LL = Short term = 0.0 k-ft 0.0 k-ft 7.7 k-ft 0.00 k 0.00 k 0.86 k --X-X AXIS ROTATION FORCES -- ••• ,Pressures a Top/Bot Moment: DL ·= LL = Short Term= Shear: DL = LL = · Short Term = ' 0.0 k-ft o.o k-ft 0.0 k-ft 0.00 k 0.00 k 0.00 k Width Along X-X Axis = Length Along Y-Y Axis = Thickness = Column Dim. Along X-X Axis= Column Dim. Along Y-Y Axis= 4.00 ft 4.00 ft 15.00 in 12.00 in 12.00 in ---------------------SUMMARY---------------------..---- ------Soil Pressure ---------------Moments & Shears------ D+L Max. Allowable Max Pressure = 621.2 psf Mu/Phi = Allowable Pressure' = 2500 .• 0 psf 'X' Ecc. of Resultant = 0 •. 0 in 'Y' Ecc. of Resultant = 0.0 in D+L+ST 1886.4 psf 3325.0 psf 17 .5 in 0.0 in Vu:1 Way = Vu:2 Way = overturning Ratio= 1.9 k-ft 7. 7 psi 6.0 psi 1.4 :1 93.1 psi 186.2 psi 1'.5 :1 Service Load Pressures.~·· DL + LL Oead+live+Short Term Factored Load Pressures •••• AC! Eq 9-1 ACI Eq 9-2 AC! Eq 9-3 = = = = = Left 621.2 psf 0.0 psf Left 940.8 psf 0.0 psf 0.0 psf Right 621.2 psf 1886.4-psf Right 940.8 psf 2641.0psf 1697 .8 psf -----------FOOTING DESIGN ------------ f'c Fy Rebar CL Clear to Soil Min. Steel ¾ Two-Way Shear One-Way: Vu al Left One-Way: vu a Right One-Way: Vu al Top One-Way: Vu al Bottom __ ... -- Mu/Phi al Left Mu/Phi a Right Mu/Phi a Top Mu/Phi a Bottom = 3000 psi 'm'= Fy /C.85f'c) = 23.53 = 60000psi Vn:1 ... 2(f 1c)".5 = 109.54 psi = 3.5 in Vn:2 ... 4(f1c)".5 = 219.1 psi = 0.0014 FACTORED SHEAR FORCES ACI 9-'1 ACI 9-2 ACI 9-3 Vn * Phi = 6.01 psi 2.96 ps.i 1.90 psi 1~6.23 psi = 2·,30 psi -1.60 psi -1.03 psi 93.11 psi = 2.30 psi 7.70 psi 4.95 psi 93, 11 psi = 2.30 psi 0.63 psi 0.40 psi 93.11 psi = 2.30 psi 0.63 psi 0,40 psi 93.11 psi FACTORED MOMENTS ACI 9-1 ACI 9-2 ACI 9-3 Ru = o. 7 k-ft -0.5 k-ft -0.3 k-ft 5.0psi = o. 7 k-ft 1.9 k-ft 1.2 k-ft 14.0 psi = 0. 7 k-ft 0.2 k-ft 0.1 k-ft 5.0 psi = 0.7 k-ft 0.2 k-ft 0.1 k-ft 5.0 psi SERVICE LOAD OVERTURNING STABIL+TY Factor of Safety: Factor of Safety: Y -Y AXIS X -X AXIS = = Static --None-- --None-- Short' Term 1.38 :1 --None-- As Req'd 0.252 in2 0.252 in2 ·0.252 in2 0.252 in2 Top Bottom 621.2 psf 621.2 psf 384.4 psf 384.4 psf Top Bottom 940.8 psf 940.8 psf 538.1 psf 538.1 psf 345. 9 psf 345.9 psf V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I le: ,:_·.· I I I I I I I I(-:_-:> .··. I I I- I I -1 1(-->·< ·.· .• II I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 STEEL COLUMN BASEPLATE DESIGN lEGOLAND CARLSBAD SERVICE & ADMIN. CLUSTER SECURITY BOOTH tol-4~ ;..,104' Date: 05/24/97 None None --LOAD DATA -----1 ----2-- Axial Load 1.49 k 5.28 k X-X Axis Moment 7.74 k-ft -0.00 k-ft · AISC Section Name :TS6x6x3/16 None --BOLT DATA -- Bolt Tension Capacity : 5.00 k 5.00 k Bolt Count Per Side ., 2 2 Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. from PL Edge 1.50 in 1.50-in · PLATE & SUPPORT DATA • Baseplate Depth 12.00 in 12.00 in II Width 12.00 in 12.00 in ., Support Area Depth 12.00 in 12.00 in Support Area Width 12.00 in 12.00 in -MATERIAL DATA - f'c 3000 psi 3000 psi Fy 36 ksi 36 ksi Load Duration Factor 1.33 1;00 · AISC Section Depth 6.00 in 0.00 in ' Flange W_idth 6.00 in Flange Thickness 0.188 in 0.000 in Web Thickness 0.188 in 0.000 in .,,. --PLATE DESIGN -- Min. Required Thicknes~ 0.526 in 0.383 in Plate Analysis Method : 1 3 Tension Force per Bolt: 4.57 k 0.00 k Bearing Stress 521.17 psi 36.67 psi Al low Bearing ••• Per ACI 10.15 1785.00 k 1785.00 k Per AISC 1.5.5 1396.50 psi 1050.00 psi Max. Plate Capacity for Allowable Bearing •• :. 201.10 k 151.20 k -PLATE ANALYSIS -, Actual, Plate Thickness : 0.625 in 0.625 in Max Al low P-late fb 35.91 ksi 27.00 ksi Actual fb 25.43 -----· Page: 17·,t/} ·.: ··.:I r:~r-:-. ~· ' . . . . .·. !!I ·' '' ... MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CALCULATED BY --if3-~"--"-'A-_____ DATE G-14.-q--J CHECKED BY----'--------DATE ____ _ scALE hMfbtl~,-A /io;; ft-0~ ,, I I • 1 ::~I :::1 :; I .. :1 ::-1: ·:I :1 .. " I /7/ ·,·:.· : :1 . .. . , I . "· I·· I~: ... I I .. " I 10-;y:i I .. I }-.: ~6,___b'' ~:i: 4 1--0 1' t).C.. 1fr-t: ~tpx .::f---::: 144 ~ ~ v.L~ "ZDP~ , UJn. ~ {1~+-w){.f) i:. \G-Z.. pl-~ . .,,,.-U'' 7_jJ:6Sc.. e 4-B'' _).f2==~)1n~ ?JJr/1· oYl-,Z,Z,,,11 -rJ:r:wc ~.4-'0" vsr; 'J.l l) 1 y·u.' 12@::t\~ J-i ~2>1-01• -rA--&. 4t> x "7r,, :::-14~4v ~ -""7 L-r.;.,_ \2,,\?~ 1))11,,,&. (_If?~-1,z..)(1,,c,')-r.. I.DBb ft-J ) GiJ VL --,., N~ wJi-.., lt>BD{'?t-;2-.z:. f"?e ~.(lf-7 ~ B .-,~~--"--------'----"T lZ-z 4= toBOfn) -: ZLIP ~ Aot.F i-!•'ixii"l8~_2..~~ ::: ,Jt1~'1 -> ~/ ,,,;;{ I,':/ r;: 6 x, 1 ':J 1 ~ ----- (/3/1-'' X Z:4--I I . (b?t_,e,, tJ{l, 8-¾·" ><' 7-Z. Y~" e,~e, ) • 1tJ1-0'' --(.'A--s-UJ~ ~b-:, ---JU)~-~r uJn...::: c1~+1--z,,')c '?C..,J z_. ioBo rtJ-. \A -:i'··w I ,Z. ..., l D !JD (1-<? 'f'-~ 6 4 ... ~.{L,l----, n ~ -• .i . ·-~....,1., ________ _, tz~ 4 ~ \D8Df:,W!, l0,~1~ &¾~ X \6 t\ G,~ ¢?n.-B ¾,11 ~ 1'?7,G" G~ I TJI®/55C Joist Load Tables Allowable Uniform Loads (PLF) Mil/ .I ,,-::-. I t .... I ·1 I I I I I I I I I I I Depth 117/4" 14" . 16" 18" 20" 22" 24" 26" 28" 30" Depth Span 100¼ 1l I 115"1, 1l 100'/,ll I 115"/, 11. 100'!.11. I 115"l,11. ·100'1,n. I 115'1.ll 100%11. l 115"/,ll 100'/,ll I 115"1,n. 100%1l I 115"/411. 100'/,ll ,I 115"/,11. '100'/,11. I 115"/,11. · 100'/4 ll I 115"1, n. Span (ft.) 100o/,LL I 12io/, 1l 100'/oLL I 125"/41l 100o/,LL f 125'/,11. 100'/,LL I 125"/4 ll 100o/,LL I 125"/411. 100%LL I 12S'/41l 100'/,U. I 125"/4 ll 100¼LL I 12io/,1l , 100','.,LL I 12So/,ll 100'/olL I 125'/,ll (ft.) 239 274 263 302 287 330 296 340 318 365 341 392 341 392' 363 417 , 396 424 396 424 14 14 212 298 328 358 370, 397 426 426. 453 461 A61 209 240 230 264 251 288 259 397 279 320 298 342 298 342 317 364 . 323 371 ·323 371 16 150 261 210 287 313 323 348 372 372 396 403 403 16 18 186 213 204 234 223 256 230 264 248 285 265; 304 265 304 282 324 287 330 . 287 330 18 97 232 137 255 .181 278 229 287 310 331 331 352 358 358 152 192 184 211 201 231 207 238 223, 256 239 274 . 239 274 254 292 258 296 258 296 20 20 · 65 203 93 230 124 251 157 258 194 278 235 298 298 317 322 322 , 116 155 167 192 183 210 188 216 203 233 217 249 217 249 231 265 235 270 235 270 22 22 50 155 72 208. 95 228 122 235 152 253 185 271 271 288 293 293 24 92 122 132 174 167 192 173 198 186 213 199 228 199 228 211 242' 215 247 215 247 24 40 122 56 176 76 208 97 216 121 232 147 248 176 .248 207 263 268 268 26 73 97 105 140 141 174 159 182 171 196 . 184 211 184 211 195 224 199 228 199 228 26 31 97 45 140 61 188 78 198 97 213 119 230 143 230 169 243 196 248 248 78 86 114 115 150 145 166 159 182 170 195 170 195 181 208 184' 2J 1 184 211 . 28 78 37 114 49 153 64 181 80 . 198 97 212 117 .212 139 226 161 230 230 28 64 70 93 95 ,126 122 144 142 163 , 158 181 159 182 169 194 172 197 172 197 30 30 64 30 93 40 !126 52 157 66 177 80 197 97 198 115 . 211 · . 134 215 , 155 215 . 53 78 79 105 102 127 125 143 139 159 147 169 159 1p2 .161 185 161 185 32 32 I 55 156 67 173 82 183 97 198 113 201 131 201 53 78 34 105 44 136 34 45 65 66 88 86 1.12 109 127 123 141 131 150 142 163 152 174 152 174 34 45 65 28 88 37 114 46 138 57 153 69 163. , 82 177 96 190 111 190 36 38 55 75 73 97 92 113 110 126 116 133 127 146 137 157 143 164 . 36 38 55 75 .31 97 40 123 49 137 59 145 70 158 82 171 95 178 38 47 64 83 79 102 98 113 105 120 114 . 131, 123 141 132 151 38 32 47 64 83 34 105 41 123 50 131 60 142. 71 153 82 165 40 · 41 55 72 68 91 85 102 94 108 1.03. 118 111 127 119 136 40 4.1 55 72 29 91 36 111 44 117 52 128 61 138 71 148 42 35 48 62 79 74 93 86 98 93 106 101 116 108 124 42 35 48 62 79 31 98 38 107 45 116 53 126 62 135 T JI®/60C Joist Load Tables Allowable Uniform Loads (PLF) Depth 117/a" 14" . 16" 18" 20" 22" 24". 26" ·29" 30" Depth Span 100'/,ll I 115"/,11. 100'/,ll I 115%11. 100'/,ll I 115",m 100'l,ll I 115\, 11. 100i,11. i 115"1,ll 100'/,ll I 115"/,11. 100'/,ll I 11!i%11. 100'/,ll I 115'1,ll 100'/oll I 115"/41l 100o/,ll I 115"1,ll Span (ft.) 100'/,LL I 12So/, 1l 1w1,LL I 125'1, 1l 100'/oLL I 12S"1, 1l 100'/,LL f 125%1l 1(Xf,,lL f 125'/,ll 100't.LL I 125'1, n. 100'/,lL /'125'/, 1l . 100'/,LL f 129'/, 1l 100'/,LL f 1251', U. 100'/,lL ,. 125'/,ll (ft.) 14 239 274 263 302 287 330 296 340 318 365 341 392 341 . 392 363 417 369 424, 369 424 14 228 298 328 358 370 · 397 426 426 453 461 461 16 209 240 230 264 251 288 259 297 279' 320 298 342 298 342 317 364 323 371 323 371 16 162 261 227 287 313' 323 348 372 372 396 403 403 18 186 213 204 234 223 256 230 264 248 285 265 304 265 304 282 324 287 330 287 330 18 105 232 149 255 196 278 287 310 331 331 352 358 358 20 167 192 184 211 201 231 207 238 223 256 239 274 ·239 274 254 292 258 296 258 296 20 71 208 101 230 134 251 171 258 211 278 298 298 317 322 322 22 128 170 167 192 , 183 210 188 216 203 233 ' 217 249 217 249 231 265 235 270 235 270 22 55 170 79 208 104 228 133 235 166 253 200 271 271 288 293 293 24 101 134 145 175 167 192 173 198 186 213 199 228 199 228 . 21.1 . '242 215 247 215 247 24 43 134 62 191 82 208 106 216 132 232 160 248 191 248 263 268 268 26 80 106 116 154 · 155 -178 159 182 171 196 184 211 184 211 195 224 199 228 199 228 26 34 106 50 154 66 193 85· 198 106 2.13 130 230 155 230 183 243 248 248 28 65 86 94 125 127 164 , 148 170 159 182 170 195 , 170 195 ' 181 208 184 211 , 184 211 28 28 86 40 . 125 ·54 169. 70 185 87 198 107 212 128 212 151 226 176 230 . 230 30 71 77 103 104 139 135 158 149 171 159 182 159 182 169 194 172 197 172 197 30 71 33 103 44 . 139 58. 172 72 f86 88 198 106. 198 125 211 146 215. 169 215 32 59 65 86 87 116 113 144 139 159 149 171 149 171 159 182 161 185 161 185 32 59 28 86 37 116 48 150 60 173 74 186 . 89 186 106 198 124 201 .143 201 34 49 72 73 97 95 127 120 144 140 160 140 160 . 149 171' 152 174 152 174 34 49 72 31 97 40 127 51 157 62 175 76 175 89 186. 105 : 190 121 190 36 42 61 83 81 108 102 129 126 144 133 152 141 162 143 164 1,43 164 36 42 61 83 34 108 43 136 53 157 64 166 77 176 90 178 104 178 38 36 52 71 69 92 88 116 108 129 · 120 137 1-32: 151 136 156 136 156 38 36 -· 52 71 29 92 37. 117 46 141 55 150 66 165 77 170 89 170 40 45 61 80 76 101 94 117 109 125 119 136 129 148 129 148 40 45 61 80 32 101 40 125 48 136 57 148 67 161 78 161 42 39 53. 69 Ei6 88 81 105 99 113 108 124 117 134 123 141 42 39 53 69 28 88 35 108 42 123 50 135 59 146 68 153 1. Values shown are the maximum allowable load capacities of the joists in pounds per lineal foot (PLF) based on simple span, uni- formly loaded conditions, web stiffener and bearing length criteria To size floor Joists: I shown on page 11, and assume roof applications have provisions for positive drainage (¼" per foot slope minimum). ( ~··-. 2. Values in blue~~ areas may be increased 4% for repetitive Check both live load (100% LL) and total load·(100% TL). When iivecload·is not shown, total load will control. Total load values limit deflection to LJ240. Live toad values are based on "NON-RESIDENTIAL FLOOR DEFLECTION LIMIT" shown on page 28 aod assume a nailed floor system. Live load (100% LL) values may be incr~ased with a glue-nailed floor system, contact your Trus Joist MacMillan representative for assis- tance. ' ·.· · .: : . member usage if the criteria on page 29 are met. ·:, · ·::: 3. Camber (2250' radius) is available for simple span applications only. I_ I 4. Tapered T JI® joists and/or plywood webs are available for some series, contact your Trus Joist MacMillan representative. 6 To size roof joists: Check the appropriate snow load area (115% TL) or non-snow load area (125% TL) value to determine the maximum allowable total load. Total load (115% TL and 125% TL) values limit joist deflection to lJ180. Consult local codes to verify deflection limits required for specific appllcatl9ns. T JM Product Manual ,.. t} :1 i ii C> :·:1 ;::1 ·:1 :!I ii .:1 ·1 ·I .1 -· I I I ·I I !':"··.-·. r· :-.. 1 ex I. I Allowable Moment and Shear Tables for Glulam Beams \ Volume Factor: ·cv =··.KL x (l2/d)1/x x (5.125/b)l/x x (21/L)l/x (1994tJBC 2312.4.5) = J.0x (J.282/d O.I) X (1.178/b O.I) X (1.356/L O.J) . ;I where KL= 1.0 for simple span beams with uniformly distributed load and continuous or cantilevered beams with any load condition d = beam depth, in b = beam width, in L = beam span (between points of zero moment), ft x = 10 for all wood species (except Southern Pine) · ··~ . Table Assumptions:. KL= 1.0 and x = 1-0 Compression face is JateralJy supported. 24F-V4 and 24F-V8 Gluiam Atlowable Stresses (dry conditions) Fb = 2400 psi Fv= 165 psi Ft= 1150 psi Fe= 1650 psi F c (pcrp.) = 650 psi Exx = 1.8xl 06 P,Si Eaxial = l .6xl 06 p~i .-----------· 1/_ ,-~ .: (:-)/· :-~, :1 >I ;I ·I ·1 I .' I .... I I I I I I I, I ('·· :.:::-.·.· (): ~ ' ! ' L (ft\ . 2 6 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 Max. Moments-,tt-kl Maximum Shears lk b Un) d (in} Cv .M I 1.25M V I 1.25 V 15 6.75 25.5 0.933 136.5 170.6 18.9 2.3.7 15 6.75 27 0.928 152.2 190.2. 20.0 25.1 15 6.75 28.5 0.923. 168.6 210~8 21.2 26.5 15 6.75 30 0.918 185.9 232.4 22.3 27.8 15 6.75 31.5 0.914 204.0 254.9 23.4 29.2 15 6.75 33 .0.909 222.8 278.5 24.5 30;6 15 6.75 34.5 0.905 242.4 303.1 25.6 '32.0 15 6.75 · 36 0.901 262.9 · 328.6 26.7 -33.4 15 6.75 37.5 0.898 284.1 355~1 27.8 ·.34:8 15 6.75 39 0.894 306.0 382.5 29.0 36.2 18 6.75 . . 7.5 1.035 -12.7 15.8 5.6 7.0 18 6.75 9 1.017 18.2 22.8 6.7 8.4 18 6.75 10.5 1.001 24.8 31.0 7.8 9.7 18 6.75 12 0.988 32.0 40.0 8.9 11.1 18 6.75 13.5 0.976 40.0 50.0 10.0 12.5 18 6.75 15 0.966 48.9 61.1 11.1 13.9 18 6.75 16.5 0.957 58.6. 73.3 12.3 15.3 18 6.75 18 0.949 69.2 86.4 13.4 16.7 18 6.75 19.5 0.941 80.5 100.6 14.5 18.1 18 6.75 21 0.934 92.7 11·5.9 15.6 19.5 - 18 6.75 22.5 0.928 105.7 132.1 16.7 20.9 18 6.75 24 0.922 119.5 149.3 17.8 22.3 18 6.75 25.5 0.916 134.0 167.6 18.9 23.7 18 ., 6.75 27 0.911 149.4 186.8 20.0 25.1 18 6.75 28.5 0.906 165.6 207.0 21.2 26.5' 6.75 30 0.901' 182.5 228.2 22.3 27.8 . 18 18 6.75 31.5 0.897 200.3 250.3 23.4 29.2 18 6.75 '33 0.893 218.8 273.5 24.5 30.6 18 6.75 34.5 0.889 238.1 297.6 25.6 32.0 18 6.75 36 0.885 258.1 322.6 26.7 33.4 18 6.75 37.5 0.882 278.9 348.7 27.8 34.8 18 6.75 39 0.878 300.5. 375.6 29.0 36.2 21 6.75 7.5 1.020 · 12.7 15.8 p.6 7.0 21 6.75 9 1.001 18.2 22.8 6.7 8.4 21 6.75 19.5 0.986 24.5 30.6 7.8 9.7 21 6.75 12 0.973 31.5 39.4 8.9 11.1 21 6.75 13.5 0.961 39.4 49.3 10.0 12.5 21 6.75 15 0.951 48.2 60.2 11.1 13.9 21 6.75 16.5 0.942 57.7 72.2 12.3 15.3 21 6.75 ,i, 18 0.934 68.1 85.1 1.3.4 16.7 21 6.75 19.5 0.927 79.3 99.1 14.5 18.1 21 6.?5 2:1 0.920 91.3 114.1 15.6 19.5 21 6.75 22.5 0.914 104.1 130.1 16.7 20.9 21-····--6.75 24 0.908 117.6 147.0 17.8 22.3 21-····---6.75 25.5 0.902 132.0 165.0 18.9 23.7 21 6.75 27 0.897 147.1 183.9 20.0 25.1 21 6.75 28.5 0.892 163.1 203.8 21.2 26.5 21 6.75 30 0.888. 179.8 224.7 22.3 27.8 21 6.75 31.5 Q.883 197.2 .246.5 23.4 29.2 21 6.75 33 0.879 215.4 269.3 24.5 30.6 21 6.75 34.5 0.875 234.4 293.0 25.6 32.0 21 6.75 36 Q.87~. 254.2 317.7 26.7 33.4 21 6.75 37.5 0.868 274.7 343.3 27.8 34.8 21 6.75 39 0.865 295.9 369.9 29.0 36.2 24 6.75 7.5 1.006 12.7 15.8 · 5.6 7.0 24 6.75 9 0.988 18.0 22.5 6.7 8.4 4 6 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 Max. Moments (ft-kl Maximum Shears (k 1.r::: .... \ • . .. L (ft) b tin\ d tin\ Cv M I 1.25 M V I 1.25 V 30 6.75 28.5 0.861 157.3 196.7 21.2 26.5 ... 1 .. 30 6.75 30 0.857 173.5 216.8. 22.3 27.8 30 6.75 31.5 0.852 190.3 237.9 23.4 29.2 30 6.75 33 0;848 207.9 259.9 24.5 30.6 30 6;75 34.5 0.845 226.2 282.8 25.6 32.0 ·., ; 30 6.75 36 0.841 245.3 306.6 26.7 33.4 30 6:75 37.5 0.838 265.0 331.3 27.8 34.8 30 6.75 .. · 39 0.834 285.5. 356.9 29.0 -36.2 ii 33 6.75 7.5 0.975 12.3 15.4 5.6 ·1.0 33 6.75 9 0.957 17.4 .21.8 6.7 8.4 33 6.75 . . 10.5 0.942 23.4 29.2 7.8 9.7 33 6.75 12 0.930 30.1 37.7 8.9 11.1 :I 33 6.75 13.5 0;919 37.7 47.1 10.0 12.5 33 6.75 15 0.909 46.0 57.5 11.1 13.9 33 6.75 16.5 0.901 55.2 69.0 12.3 15.3 :1 33 6.75 18 0.893 65.1 81.4 13.4 16.7 33 6.75 19.5 0.886 75.8 94.7 14.5 18.1 33 6.75 21 0.879 87.2 109.1 15.6 19.5 33 6.75 22.5 0.873 99.5 124.3 16.7 20.9 I 33 6.75 24 0.868 112.4 140.5 17.8 22.3 33 6.75 25.5 0.862 126.2 157.7 18.9 23.7 33 6.75 27 0.857 140.6 175.8 20.0 25.1 I 33·. 6.75 28.5 0.853 155.9 194.8 21.2 26.5 33 ., . 6.75 30 0.848 171.8 214.8 22.3 27.8 33 6.75 31.5 0:844 188.5 235.6 23.4 29.2: I ( <·· '· ... 33 6.75 33 0.840 205.9 257.4 24,5. 30.6 33 6~75 34.5 0.837 224.1 280.1 25.6 32.0 33 6.75 '36 0.833 242.9 303.7 26.7 33.4 33 6.75 37.5 0.830 262.5 328.2 27.8 34.8 I .... ·1 33 6.75 39 0.826 282.8 353.5 29.0 36.2 36 6.75 7.5 0.966 12.2 15.3 5.6 7.0 36 6.75 9 0.949 17.3 21.6 6.7 8.4 36 .6.75 10.5 0.934 23.2 29.0 7.8 9.7 . 36 6.75 12 0.922 29.9 37.3 8.9 11.1 36 6.75 13.5 0.911 37.4 46.7 10.0 12.5 36 6.75 15 0.901 45.6 57.0 11.1 13.9 I I I 36 6.75 16.5 0.893 54.7 68.4 12.3 15.3 36 6.75 18 0.885 64.5 80.7 13.4 16.7 36 6.75 19.5 0.878 75.1 93.9 14.5 18.1 36 6.75 1 21 0.872 86.5 108.1 15.6 19.5 36 6.75 22.5 0.866 · 98.6 123.3 , 16.7 20.9 36 6.75 24 0.860 111.5 139.3 \17.8 22.3 36 6.75 25.5 0.855 125.1 156.3 \18.9 23.7 36_ ....... 6.75 27 0.850 139.4 174.3 20.0 25.1 36 __ ..... 6.75 28.5 0.845 154.5 193.1 21.2 26.5 36 6.75 30 0.841 170.3 212.9 22.3 27.8 I 36 6.75 31.5 0.837 186.9 233.6 23.4 29.2 36 6.75 33 0.833 · 204.1 255.2 24.5 30.6 36 6.75 34.5 0.829. 222.1 in.a 25.6 32.0 I r· 1, ,· .1 I, ~ ' : ' 36 6.75 36 0.826 240.8 301.0 26.7 33.4 36 6.75 37.5 0.823 260.3 325.3 27.8 34.8 36 6.75 39 0.819. 280.4 350.5 29.0 36.2, 39 6.75 7.5 0.958 12.1 . 15.2 5.6 7.0 39 6.75 9 0.941 17.2 21.4 6.7 8.4 39 6.75 10.5 0.927 23.0 28.7 7.8 9.7 39 6.75 12 0.914 29.6 37.0 8.9 11.1 I • I ,:;,1 )I ', .!1 ·-:I _:1 :I :1 ·1 ·1 -·· ·1 I .I I I I ( .. : .. · ~ ..... r-.:: (;·->:.-·.,:• I ', ,~ : ' I . 2 8 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 ,. Max. Moments (ft-kl Maximum Shears (k) L (ft) b tin) d tin) CV M I 1.25M V •, I 1.25 V 18 8.75 49.5 0.835-597.1 746.3 47.6 59.6 18 8.75 5t 0.833 631.9 789.9. .49.1 61.4 21 8.75 9 0.976 23.0 28.8 8.7 10.8 21 8.75 10.5 0.961 30.9 38.6 10.1 12.6 21 8.75 12 0.948 39.8 49.8 11.6 14.4 21 8.75 13.5 0.937 49.8 62.2 13.0 16.2 21 8.75 15 0.927 60.8 76.0 ·14.4 18.0 21 8.75 16.5 0.918 72.9 91.1 15.9_ -·19.,9 21 8.75 . 18 0.910 86.0 107.5 17.3 ·21 . .7 21 8.75 19.5 0.903· 100.1 125.2 18.8 23.5 21 8.75 . . 21 0.896 115.3 144.1 20;2 25.3 21 8.75 22.5 0.890 131.4 164.3 21.7 27.1 21 8.75 24 0.884. 148.6 185.7 23.1 28~9 21 8.75 25.5 0.879 166.7 208.4 24.5 30.7 21 8.75 27 0.874 185.9 232.3 26.0 32.5 21 8.75 28.5 0.869 206.0 257.4 27.4 34.3 21 8.75 30 0.865 227.0 283.8 28.9 36.1 21 8.75 31.5 0.861 249.1 311.4 30.3 37.9 21 8.75 33 0.857 272.1 340.1 31.8 39.7 21 8.75 34.5 0.853 296.1 370.1 33.2 41.6 21 8.75 36 0.849 321.0 401.3 34.7 43.3 21 8.75 37.5 0.846 346.9 433.7 36.1 45.1 21' 8.75 39 0.843 373.8 467.2 37.5 46.9 21 ., 8.75 40.5 0.839 401.5 -501.9 39.0 48.7 21 8.75 42 0.836 430.3 537.8 40.4 50.5' 21 8.75 43.5 0.833 459.9 574.9 41.9 52.3' 21 8".75 45 0.831 490.5 613.2 43.3 54.1 21 8.75 ~6.5 0.828 522.1 652.6 44.8 55.9' 21 8.75 48 0.825 554.5 693.2 46.2 57.8 21 8.75 49.5 0.823 587.9 734.9 47.6 59.6 21 8.75 51 0.820 622.2 777.8 49.1 61.4 24 ~.75 9 0.963 22.7 28.4 8.7 10.8 24 8.75 10.5 0.948 30.5 38.1 10.1 12.6 24 8.75 12 0.935 39.3 49.1 11.6 14.4 24 8.75 1~.5 0.924 49.1 61.4 13.0 16.2 24 · 8.75 15 0.915 60.0 75.0 14.4 18.0 24 8.75 16.5 0.906 71.9 89.9 15.9 19.9 24 8.75 18 0.898 84.9 106.1 17.3 21.7 24 8.75 19.5 0.891 98.8 123.5 18.8 23.5 24 8.75 / 21 0.884 113.8 142.2 20.2 25.3 24 8.75 22.5 0.878 · 129.7 162.1 21.7 27.1 24 8.75 24 0.873 146.6 183.3 \23.1 28.9 24 8.75 25.5 0.867 164.5 205.6 ':24.5 30.7 24 _____ 8.75 27 0.862 183.4 229.2 26.0 32.5 24 ___ 8.75 28.5 0.858 203.2 254.0 27.4 34.3 24 8.75 30 0.853 224.0 280.0 28.9 36.1 24 8,75 31.5 0.849 245.8 307.2 30.3 37.9 · 24 8.75 33 ·0.845 268.5 335.6 31.8 39.7 24 8.75 34.5 0.842 292.2 ~65.2 33.2 41.5 24 8.75 36 0.838 316.8 396.0 34.7 43.3 24 8.75 37.5 0.835 342.3 · 427.9 36.1 45.1 24 8.75 39 0.831 368.8 461.0 37.5 46.9 24 8.75 40.5 0.828 396.2 495.3 39.0 · 48.7 24 8.75 42 0.825 424.6 530.7 40.4 50.5 24 8.75 43.5 0,822 453.8 567.3 41.9 52.3 24 8.75 45 0.820, 484.0 605.0 43.3 54.1 I ... I 4 (I / .f 8 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 Max. Moments lft-k) Maximum Shears lk) ::;I (!?::::· . ·.· : /I L (ft\ b fin) d fin} Cv M I 1.25 M V I 1.25 V 30 8.75 43.5 0.804 443.8 554.8 41.9 52.3 30 8.75 45 0.801 473.4 591.7 43.3 54.1 30 8.75 46.5 0.799 503.8 629.7 44.8 55.9 30 8.75 48 0.796 535.1 668.9 46.2 57.8 30 8.75 49.5 0.794 567.3 709.2 47.6 59.6 ;::I ·;;I :.· 30 8.75 51 0.791 600.4 750.5 49.1 61.4 33 8.75 · 9 0.932 22.0 21;5 8.7 10.8 33 8.75 10.5 0,918 29.5 36.9 10.1 -12.6 33 8.75 · 12 0.,906 38.1 47.6 11.6 -14.4 33 8.75 13.5 0.895 47.6 59.5 13.0 16.2 33 8.75 . . 15 0:88.6 . 58.1 ·12.1 14.4 18.0 33 8.75 16.5 0.878 69.7 87.1 15.9 19.9 ::1 33 8.75 18 0.870 82.2 102.8 17.3 21.7 33 8.75 19.5 0.863 95.7 119.7 18.8 23.5 33 8.75 21 0.857 110.2 137.7 20.2 25.3 33 8.75 22.5 0.851. 125.6 157.Q 21.7 27.1 :: I " 33 8.75 24 0.845 142.0 177.5 23.1 28.9 33 8.75 25.5 0.840 159.4 199.2 24.5 30.7 33 8.75 27 0.835 177.6 222.0 26.0 32.5 ', I 33 8.75 28.5 0.831 196.9 246.1 27.4 34.3 33 8.75 30 0.827 217.0 271.3 28.9 36.1 33 8.75 31.5 0.823 238.1 297.6 30.3 37.9 33. 8.75 33 0.819 260.1 325.1 31.a 39.7 : I : I (/ .. : ·· ... 33 ·, . 8.75 34.5 0.815 283.0 353.8 33.2 41.5 33 8.75 36 0.812 306.8 383.6 34.7 43.3' 33 8.75 37.5 0.808 331.6 414.5 36.1 45.1 ' 33 8.75 39 0.805 357.2 446.6 37.5· 46.9 33 8;75 -40.5 0.802 383.8 479.8 39.0 48.7 33 8.75 42 0.799 411.3 514.1 40.4 50.5 I 8.75 43.5 0.797 439.6 -549.5 41.9 52.3 33 33 8.75 45 0.794 468.9 586.1 43.3 54.1 33 8.75 46.5 0.791 499.0 623.8 44.8 55.9 -· 33 8.75 48 0.789 530.0 662.5 46.2 57.8 : I . 33 8.75 49.$ 0.786 561.9 702.4 47.6 59.6 33 8.75 51 0.784 594.7 743.4 49.1 61.4 36 R75 9 0.924. · 21.8 27.3 8.7 10.8 I 36 8.75 10.5 0.910 29.3 36.6 10.1 12.6 36 8.75 12 0.898 37.7 47.2 11.6 14.4 36 8.75 13.5 0.888 47.2 59.0 13.0 16.2 36 8.75 /• 15 0.878 57.6 72.1 14.4 18;0 I 36 8.75 16.5 0.870 69.1 86.4 15.9 19.9 36 8.75 18 0.862 81.5 101.9 \17.3 21.7 36 8.75 19.5 0.856 94.9 118.6 '.18.8 23.5 I 35-----· 8.75 21 0.849 109.2 136.6 20.2 25.3 36-·-8.75 22.5 0.843 124.5 155.7 21.7 27.1 36 8.75 24 0.838 140.8. 176.0 23.1 28.9 36 8.75 2_5.5 0.833 158.0 197.5 24.5 30.7 I 36 8.75 27 0.828 176.1 220.1 26.0 32.5 36 8.75 28.5 0.824 195.2 243.9 27.4 34.3 36 8.75 30 o·.s20 215.1 268.9 28.9 36.1 I (D ,• 36 8.75 31.5 0.816 236.0 295.0 30.3 37.9 36 8.75 33 0.812 257.8 322.3 31.8 39.7 36 8.75 34.5 0.808 280.6 350.7 33.2 41.5 36 8.75 36 0.805 304.2 380.2 34.7 43.3 I, ~ ! . 36 8.75 37.5 0.801 328.7 410.9 36.1 45.1 36 8.75 ·39 0.798 354.2 442.7 37.5 46.9 I ·.·. ':.· 1 ... _____ ., ______ , ___ ---·-*·-~--~~ .. __ ,__.,,, _____ _..,." -·' ... _,,,,._ .. . ... JOB t~lAtN O · MA11'\1' IMoeA-r4 q~i40 : MARTIN & DUNN, INC. SHEET NO. M ti OF.,--_ -----'--_:_I ·r-:;~: ..... . . : ·.·.: __ :·.·. -::=::1 Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CALCULATED BY -'-'ft__,_-tf/A-.._,_,___-'---_ DATE. 6-{ 6-q-) CHECKED BY J . -DATE SCALE U>Mf 6 cisf A ·ttJ6 ~ I • J I • I• , •, I · 1 ', h I 1 , I • ~ • , < , t ._• ~ I f , > , ·::_, .::1 ·.•.· ,', .. _:I .. ,, \I /I : ' --·1: ·.· .. ·• u '.ii <I>- -· ' :~:1 .: /I -- ·ii : ' . ::.1 :~ ': . ! . ·;1 ~ ·1 ::· :·1 :<--{:,·.:-·::-... ;I_:· . .-.. -.--.-· ·:I f;@f fekN 11j t? ~,~ PP-rPv WPt-Wr...-P.ot Pt- Jp-1---\ --.--1 · ---,--1--.---.1-l.----r--\ -.--1 -,.-I --.-I -.----,,-1 __,lt--'-i<¥ "'l.k ~ '7//,' ( 4'>';/!--1-G"Z?' + {0~1) e 1,~'/eB') %: ~l//8 ~--;;, L,.,t.,,~rz.. _,: Pt?~-. , e p-sP ( ~&?9 ( q,zy~ ') e-1,0, 4'~ Pt -,i-~ {1t,i) {?t'/-l) ~ v,,q '? .,.. Wo, \t} p~ {1/t,''z. b-1~ 'f tf w~,. 11f~ {~p') ~ 41t-p1f V\mti?< P .\ q'6 \.t--~4,. ( NI Ot71.,,e; 4'flf1J L.-l.,; ~N\JY) t------,.---------et~ ~ I qs i.t-~4-: =--161P ~~+ ~ &;¾,11 x '?10'1 &irb I.A?---_ ~ \ , ,Z,'3 O(l 8 3/4· \ X '2-'7 't Gt...e, · f r»&X ? '?O. ~t: CftA vL 1,..-1.7) @LMMN o/ G 11tp P!fG (p~::-Ll?K) l)(L ?,-VWlt< / ~Pi'? lo!-h-: ?...f.o l 1--<->6x&x V4-j f'~~ Lf::t~ .:,,··','• ' . '. ,' •• ,, .. l!J ' ··1 ':: C\ ::I ii ::I :-1 I I I (-, ~ . : ·."', I _::,:., I I I I I I lq I!· I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 Date: 05/28/97 Page: t'-f q GENERAL TIMBER BEAM DESIGN warehouse dbl cant BEAM DATA SPAN DATA Timber Section 6.75x30.0 End Fixity Pin:Pin Center Span = 40.00 ft Beam Width = 6.750 in Elastic Modulus = 1700000 psi Left Cantilever = 8.00 f.t Beam Depth = 30.00 in Beam Density = 35.0 pcf Right Cantilever · = 8.00 ft Lamination Thickness = 0.00 in Load Duration -Factor = 1.25 UNBRACED °LEN~THS Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le: Center Span = 8.00 ft Fv -Shear = 165 psi End Shear ·Calc'd at Support Le: Left Cant. = ().00 ft Fe -Bearing = 625 psi Le: Right Cant. = 8.00 ft ------------------'----APPLIED LOADS -------------------- Uniform Load lil Center Span: DL = 648.0 plf LL= 432.0 plf Uniform Load lil Left Canti.lever: DL = 648.0 plf LL= 432.0 plf Uniform Load lil Right Cantilever: DL = 648.0 plf LL= 432.0 plf Point Load: DL = 10400.0 # LL= 6900.0 # at -8.00 ft Point Load: DL = 10400.0 # LL= 6900.0 # at 48.00 ft SUMMARY USING 6.750 x 30.000 Beam, Bending= 76.33¾, Shear = 93.65¾ Max. Pos Mom lil 20 •. 00 f"' 120.21 k-ft Shear: Max.@ Left = Max. Neg Mom ii) 0.00 ft: -105.49k-ft •••• used for dsgn = Max lil Left = -174.51 k-f.t ••.• Area. Req' d = Max iil Right = -174. 51 k-ft Max. lil Right = Max. Allow Moment. = 228.62 k-ft • • • • used for dsgn = .. fb: Max. Actual = 2068,3 psi •••• Area Req'd = Fb: Allowable = 2709.6 psi fv : Max. Actual = Fv: Allowable = Ck= .811(E/Fb)A.5 =-19.31 Cs= (LeD/BA2)A.5 = 10.20 Bearing Req1d lil Left = Cf= (12/d)A.111 = 0.90 Bea.ring Req'd lil Right= ------· V4.48 (c) 1983-95 ENERCALC 26.08 k Reactions ••• DL Maximum 39.12 k Left = 29.90 k 50.62 k 189.65 in2 Right = 29.90 k 50.62 k 26.08 k 39.12 k Deflections ••• 189.65 in2 Center = -0.14 in -~.11 in 193.16 psi ••.•• Dist = 20.0'o ft 20.000 ft 206.3 psi ••• L/Defl = 338'! 434 Left = -0.27 in -1.086 in 12.00 in ••• L/Defl = 702 177 12.00 in Right = -0.27 in -1.076 in ••• L/Defl = 715 178 GEORGE R. SAUNDERS ASSOCIATES, KW060361 -; I ---------·--------------·-· -------------· -----------·---------- -: MARTIN & DUNN, INC. :\ .. (;,- ;1. :1 :I ·I -- 1 I~- 1· I·_ I· I:: I:_· I:_ 1.- 1.--tt}'-'.I Struc:;tural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 D ~ I c' e,, cp ~ . ' I I t" ! -~ Ii; -£0 "° .u •;:-,o' uJ' 0 S!jD' 10' 0 { .. B~ c-.J 't" Jb -~ • ..._ • . a ..: 1?,'-f ' ... C'\'\ ~ I"" ~ lb, ~ © _____ _ JOB LE G-o LA/JC> t 582,vtc..€ J ®MI r-J SHEET NO. . 1111? -OF--~--- CALCULATED BY ___ (<_. _M_) ___ DATE _'?,_-_CZ_T __ _ CHECKED BY---"-~-----DATE _____ _ SCALE ________________ _ A I (io) Y-®:1 ---~ I!) m ~ 0ii <O -.,t) ('I 6' ~ a 8' 101 10' 1r,' Jo' BS' '\a e,~ 7. B't ·,.r.,. ,.J "' a) l>!)N . ' . • -· C ·1. -·· 0 :::: B'i --® 1,' ·er-r-' ... ~ !!:I~ : i i - '[" I ..____ ________________ ___. _·:1 __ , _________ , ________ ... ~ .. ~--------------··--~--~---. ~--··--· - ·.-MARTIN & DUNN, INC. JOB ~f-la' i:10..) rz · f!l,11 Mr. /4--ro t-Me _ q I/oz 4-t> :-1,1/l :: Structural & Civil Engineers ·-: I r.--:-,_._:_-, 7801 Mission Center Court Suite 400 SHEET NO. _____ _,_LJ""'-.J,-"-J'_ OF----'----- . V SAN DIEGO, CA 92108 :_._·.-,:: Phone (619) 497-2118 CALCULATED BY ffA-· DATE 6-1.f:!i-C'ft \I Fax (619) 497·0429 :::I ::I fl '.I .. .. :·I. .:1 · -~ :_ I _r-.-----:-.. ~-·.: : :I .:·1 :. ·1 : I~ I:· . I: ' . ·1.-:_ ~-\:-:'\-:~:; 1 ·.:~ · ... :·,· I ~11 01'-ff. t?iiz:~/-1--t>@-a-v.j -Z, Yt '' Cofltt.. {, VI~ P:t>Y-HL.,Ol(,c,.)_~-- fl~lt?H ~U>lJt'l---------------'-'---- qlw~ ftit\"1--H~G '--------'---~------ ¢,(;to/('~},-\ [A;.-7J 061 LA ~ & ---,-----~----~-- Mt-P t ~-f etw1e-v~ --'----------,-------- Mt1v. _________________ _ ~,.Op# 1.0 fUVrt-JJL ~ : ~-'? f ~j}. ~t221:N4' (Py z; w ~0 L. .. :r. 4'Ta?-lrt-::,C · PUiYtt.-L.L .. =- _fil: f. ~ z,z,1 ... 0'' 75%uJ01.,~ D.7'5{to){u:;"3>~J-4"7t' P'¼- 1W '-t6' ~ WPvr W1.--1.-=-(b'?0-470") + (J1>~(1'V5)--z-/ &r:> + / ,-;ey. ~ .f-.. z_.fb',,t>'' -~ .WPL ~-t.J-Z,op~ . _ , · -rw ~ l 0 1 :i,~ Wt?t-;--WL--L--.:--I &::it> p 1-t ir I ZGDp~ . · · e& .1~ -i,,'5'-·o'' 7G%LJv1-~ Z~plJ.-. _ _.----c-zdk W1?1--+ u> u_ ~ 60 pl}-+ '//2:6 .ptg_. 75%. R-oi.. cP e2-Z-& , ?J!L- ZG!fk> ~ PL-o-R-B2. + el/4,-cP;(l. B2 z : t1, v-Z..i<= .i. =-Z,tJ '-t>" {7-1--j\Al.c l.D1 : _76% f?-o{---= 5,!5r·. ~ et?w {21;,L,r IS,5)k ·. 1 17:1. n,v-; q' 7515b f2-ov" 4,11 1e: -z,fl}e} eol., r-f2u-c. ,~qft) :· {31--:;-With<:?+ CS'o1 f°?'.?...:,. W14-'t''Z2-(-Z,Z.,J 134"""7 Wl4 ~53_(~ Bl~ W14iJ/4-{ 413) ~ W/4?<3f(,4~J ffi~ '-1114:x53 (4-o~ '• · .. , •;1 .. ·:: .\ii ... : .. , ,•,' ,·: . ' ... ·' ·:;:1 .. •, :'.I ~I .. l(?:.-.. -x:·:::.-.-" 'ttl·~ I. I CONCRETE DEPTH AND TYPE 5" Normal Weight I 145 pcf) .. r.;0 Normal ) ~ ... - Report No. 2078 DECK TABLE NO. XIII-ALLOWABLE SUPERIMPOSED LOADS (psf), DIAPl:IRAGM SHEAR VALUES, Q(plf), AND FLEXIBILITY FACTORS, F, FOR GALVANIZED TYPE W3-36 FORMLOK DECK WITH CONCRETE FILL OR PHOSPHATIZED/PAINTED1 2 2 4 5 1 -Continued NUMBER SPAN(ft.-1!1,) OF SPANS ----'-a --'- GAUGE F a·-o· 8"•6" 9'-0" Cs) 10'•0" 10'·6" 11'·0" ' 11'•6" 12'-0" 12'·6" .13'·0" 13'•6" 14'·0" I 331 299 272 249 2211 197 155 141 121! 117 I07 911 90 2 331 299 272 249 221! 211 195 IKI 121! 117 I07 98 90 19 3 331 299 272 249 221! 211 195 l!U f69 153 107 98 'JO Q 1820 1790 1760 1735 1710 1690 1670 1655 1640 1615 1610 1595 151!0 F .31! .39 .39 .40 .41 .42 .42 .42 .p .43 .. 43 .44 .4-1 I 363 328 298 173 250 231 199 169 144 m 111 lfl I02 2 363 328 291! 273 250 231 11.l 198 185 173 121. Ill I02 18 j 363 321! 298 273 . 250 231 213 198 185 17.1 151 140 102 Q 11170 11!35 JI!()() 1775 1750 1725 . 1700 161!0 1660 16-15 1630 1(121) 1611) F .35 .36 .36 .37 .38 .39 .39 .39 .39 .40 .40 Al .41 I 41Xl 395 359 320 21!5 255 121! 106 11!6 161! 151 131! 126 2 400 395 359 .no 2115 255 228 206 11!6 168 152 131!· 126 16 3 400 395 359 320 2115 155 228 206 186 161! 152 131! 121> Q 20()() 1955 ll!IO 11175 11140 ll!IO 1780 17(~1 1740 1720 17110 loKO 166() f .29 .30 .JI .32 .32 .33 .33 . .14 .34 .35 .35 :.15 .35 I 2W 199 i77 158 14.l 127 114 102 91 li3 15 bl! 61 2 270 244 222 1511· 141 127 114 -I02 92 -83-~5 61! 61 22 3 270 244 222 20.l 1116 127 114 io2 -92 113 15 611 61 Q 1950 1830 19!0 11195 111110 11165 · 11150 11140 11130 111:?0 1!110 JIIIKl 17')(} r-.43 .44 .44 .44 .45 .45 .45 .4(1 .46 .46 .46 :46 .47 I ~99 170 20() 179 161 145 131 I IK .I07 97 88 ,KU 72 .. .2 299 270 246 225 206 145 131 111! I07 97 81! l!ll 72 21 3 299·:· 270 246 225 206 190. 131 118 I07 97 Kl! KO 72 ,Q 1980 1955 1930 1915 ll)(KI. 1811(! (l!li() 11150 11140 18JO 11120 11110 IKtXl F .40 .41 .41 _£LJ .41 .42 .42 .4J .43 .43 .4.l .44 .44 I 313 21!3 257 '. 190 170 154 139 126 114 103 94 85 7K 2 313 283 257 235 216 199 139 126 '114 !03 94 115 71! - 20 3 313 283 151 2J5 216 IIJ'I 1114 126 11.4 (OJ 94 !15 7K 9 2(XXI 1975 1950 II IIJ.lO (9(() IK9tl 11170 IX55 IX.JO 11130 11120 111111 IX(Xl F :.lK .. W .39 .40 .40 .41 .41' .41 .41 .42 .42 .42 .42 I 362 327. 297 1-::-T -249 1114 167 152 l.lK 166 115 I05 97 2 .162 J27 21J7 272 24'1 2,10· 21.l 197 131! 126 115 1115 1)1 19 3 J62 J27 21J7 272 249 2.lll 21.l 197 lll4 l6b 115 1115 in Q 2060 20.lO 21XXI 1975 11}50 19.lO 19IO IK95 IKKV 11165 11150 IKJ5 11!20 F .34 .35 .JS .36 .36 .36 .36 .. l7 . .17 .JK .311 . .lX .JK 1 395 .l57 325 297 273 251 211 rn1 155 141 DO 119 I Ill 2 395 357 J25 297 273 251 233 216 201 142 I]() 119 I Ill 18 3 395 357 325 297 273 25i 233 216 201 11!1! 172 11_1) 110 Q 21 to 2075 2040 2015 IIJ'XI 1%5 1')40 1920 19lKI IKl!5 11170 11155 . 11140 -~ --· F .31 .32 .32 .. \J .33 .34 .34 .3.'i .35 .35 .35 .Jo .36 I 41Xl 400 3119 356 327 301 279 259 222 179 164 152 1411 2 400 400 3119 356 327 301 27i) 259 241 225 21 (, l'JK 140 16 3 .4!XI 400 3119 356 :\27 301 279 259 241 · 221 21 i 19K 1116 Q 2240 2195 2150 2115 2080 21150 2020. 20()0 19110 1%0 (.940 1'!20 19tXJ F · .26 .27 .27 .21! .28 .29' ';:f\i ,311· .30 .30 .30 .31 .31 14'-6" 15'•0" 113 76 10 76 11.1 76 1570 (;iii() .44 .4-1 94 117 94 1!7 94 1!7 1595 151!0 .42 .42 I 15 11)5 115 I05 1-15 I05 1645 1630 . .16 • .16 55 50 55 50 55 50 171!5 1780 .47 .47 66 li(I ti6 60 6(, 60 1790 171!0 .4-1 .44 71 64 71 64 7J 6-1 1790 171!0 .4.l .4.1 XII Ill Kl! Kl Kl! Kl 11!IO ll!!XI .. W ,JI} IOI IJ.l IOI IJ,l 101 113 1830 iK20 I .36 .36 129 l:?O 129 1211 1(16 120 IKl!5 11170 .31 .. ll /l'tlllti11111•1/) , · 1 Page4of41 ·le··:.-. . . . . . . . ,: ::-:· ... ,I .·1 I I I I I I I I I I le--. ·-·:. I I TABLE NO. I-ALLOWABLE DIAPHRAGM SHEAR VALUES FOR ALL DECKS EXCEPT VERCOR (plf), FOR PUDDLE WELDS PARALLEL TO DECK FLUTES PUD.DLE WELD SPACING (In.) ~......,__ ' • ( 12 J O.CkFlnl1h - GAUGE Painted Galvanlzed Painted Galvanlzed Painted .Qalvanlzed 24 994 22 1244 20 1494 18 1988 16 2488 1530 663 1019 1914 829 1275 2300 995 1532 3060 1326 2039 3828 1658 2551 TABLE NO.II SECTION PROPERTIES (Per Foot of Width) 497 765 622 957 747 ~ 994 1530 1244 1914 SECTION MODULUS DECK BASE METAL /, In.• PIER FOOTI TYPE GAUGE THICKNESS FOR DEFLECTION 26 0.0195 0.070 VE~CO,R1 24 0.0254 .. 0.095 22 0.0314 0.117 ... 20 0,0374 0.135 - HSB, 22 0.0299 0.175 20 0.0359 0.216 8-FORML01', 18 0.0478 0.302 B ACOUSTICAL', 16 0.0598 0.377 22 . 0.0299 0.655 N 20 0.0359 0.837 and N ACOUSTICAL' 18 0.0478 1.223 16 0.0598 1.647 22 0.0299 0.613 N-FORMLOK4 20 0.0359 0.780 18 0.0478 1.146 16 0.0598 1.542 22 0.030 0.340 21 0.033 0.382 W-2 20 0.036 0.423 FORMLOK4 19 0.042 0.508 18 0,()47 0.555 16 0.059 0.694 22 0.029 0.718 21 0.033 0.837 W-3 --20 0.035 0.896 FORMLOK4 19 0;042 1.075 18 0.047 1.203 16 0.059 1.509 •Value based on average of net I from normal position and inverted position analysis, 2Values apply to deck in normal position. · JValucs·b~~d on a yield strength of 80,000 psi. 4Valucsbased on a yield strength of 38,000 psi. 'Values based on a yield strength of33 ,000 psi. ln,3 ,,., Foot2 Po1tlva Negative Moment Moment 0;098 0.099 0.130 0.132 0.167 0.167 0.193 0.193 0.187 0.198 0.235 0.248 0.J22 0.335 0.411 0.417 0.394 0.454 0.508 0.562 0.731 0.776 0.950 1.005 0.361 0.446 0.466 0.548 0.664 0.737 0.851 0.914 0.283 0.287 0.321 0.328 0.361 0.370 0.442 0.453 0.510 0.511 0.639 0.639 0.418 0.444 0.495 0.531 0.534 0.564 0.674 0.683 0.767 0.767 0.960 0.960 ReportNo. 2078 .·.I :Ir:. :-; \>/:_.· ;:1 ~-' ii I I I \:.·.-_:: .. 10·_:. I I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION FSA A-205 MAINT/STORAGE Date: 05/28/97 Page: f:1"'.Jlt COMPOSITE STEEL BEAM DESIGN MEZZANINE FLOOR BEAM B1 ----BEAM/SLAB DATA ---------DESIGN DATA ----- AISC Section: w14x34 Fy = 36.00 ksi Beam Span = 22.00 ft · f'c = 4000 psi Beam Spacing = 10.00ft Concrete Density = 145.00 pcf Slab Thickness = 5.50 in Stud Diameter = 0.75 in Deck Rib Height = 3.00 in St1.1d Height = 5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4.50 in Stud Capacity = Ribs are Perpendicular to Beam Allow Fb = Slab on BOTH SIDES of beam n: Strength = Using partial composite action n : Deflections = APPLIED LOADS "Dead Loads" : Loads Appl-ied Before 75Curing ...• Uniform Load# 1 = 0.47 klf "Live Loads" : Loads Appl-ied After Concrete Has cured ... 11.31 k 23.76 ksi 8.04 7.96 Uniform Load# 1 = 0.16 klf Uniform Load# 2 = 1.~5 klf SECTION PROPERTIES I-steel = 340.0 in4 s-steel: Top = 48.64 in3 s-steel: Bottom = 48.64 in3 I-tr : = 1199.99 in4 s-tr Top = 243.21 in3 s-tr : Bottom = 82.50 in3 S-tr: Eff. al Bot. = 67.61 in3 n*Str: Eff. al Top = 1268.41 in3 X-X Axis From Bot = 14.55 in V-horiz al 100,: = 180.00 k ---MOMENTS & SHEARS -------,----------,.--,-SUMMARY -------------- Dead Load Alone ·, = 30.5 k-ft USE: w14x34, Partial composite, Beam Is OK Shored & Unshared Dead + Const = 30.5 k-ft Stress Checks for Shored & Unshared Cases .•. Dead + Live = 115.8 k-ft al Bottom of Beam = 20551 psi <= ·24000 psi Live Load Only :;;_ 85.3 k-ft Unshared DL Stress = 75~2 psi <= 24000 psi Max. Left Shear = 21.05 k Actual Shear Stress = 5284 ps.i <= 14400 psi Max. Right Shear = 21. 05 k Unshared Stress Check •.• (allow of 0.66 Fy) Callow of 0.66 Fy) Callow of 0.4 Fy) --EFFECTIVE FLANGE WIDTH --(Mdl/Ss+Mll/Str) = 22662 psi<= 32400 psi (allow of 0.90 Fy) Based on Span = 5.50 ft Mll/(Str:Top*n) = 523 psi <= 1800 psi Callow of 0.45 f'c) Based on Beam Spacing = 10.00 ft Shored Concrete Stress Check... ·· ••• Effective Width = 5.50 ft (Mdl+Mll)/(Str:Top*n) = 710 psi <= 1800 psi (allow of 0.45 f'c) Alternate Unshared Stress Check •.. (Mdl + Mll) / ss = 28567 psi > 27360 psi Callow of 0.76 Fy) --BASIC SECTION PROPERTIES ------SHEAR CONNECTION-------------DEFLECTIONS----- Beam Depth = 13 .. 98 in Flange Width = 6. 74 in Flange Thickness = 0.455 in Web Thickness = 0.285 in Section Area = 10.00 in2 Section Weight = 33. 95 pl f Ixx -AISC Section = 340.0 in4 -----REACTIONS----- Dead+Const Composite Max DL + LL ----· = = Leftight 5.54 5.54 k 15.5115.51. k = 21.1 21.1 k V4.4B (c) 1983-95 ENERCALC Vh al 100¾ Composite = 180.0 k min(.85*f'c*Ac/2 or As*Fy/2) V'h:Minimum Req'd = 45.0 k Total Studs Required Per 1 /2 Span = Actual Number of Studs - V Used For Design = Connector Requirements ... 5 0 56.5 k Use 3 studs from 0.00 -> 3.67 ft Use 2 studs from 3.67 -> 7.33 ft Use O studs from 7.33 -> 11.00 ft Use O studs from 11.00 -> 14.67 ft Use 2 studs from 14.67 -> 18.33 ft Use 3 studs from 18.33 -> 22.00 ft I-transformed = I-Effective , - Ist+(V'h/ Vh)".5*(Itr-Is)J For Shored Condition .• , Before 75¾ Curing = Construction Only = After 75¾ curing = Total Uncured Defl. = Composite Def.lection = For Unshored Condition •... Before 75¾ Curing = Construction Only = After 75¾ Curing = Total Uncured Defl = Composite Defl = 1203.1 il'l4 823. 7 in4 0.111 in 0.000 in 0.311 in 0.111 in 0.422 in 0.269 in 0.000 in 0.311 in 0.269 in 0.580 in GEORGE R. SAUNDERS ASSOCIATES, KW060361 ·.:Ir.?:. .. ,',,•. :'.:I ::I ·:1 ii ;1 ii I ·,c; I I I I I I lo ..... I .. ' : ' I MARTIN & DUNN, INC. STRUCTURAL & CIVIL· ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATiON FSA A-205 MAlNT/STORAGE Date: 05/28/97 Page: f:11'7 COMPOSITE STEEL BEAM DESIGN MEZZANINE FLOOR BEAM B2 BEAM/SLAB DATA AISC Section: Beam Span = Beam Spacing = Slab Thickness = Deck Rib Height = DESIGN DATA w14x34 Fy = 25.00 ft · f'c = 10.00 ft Concrete Density = 5.50 in Stud Diameter = 3.00 in Stud Height = 36.00 ksi 4000 psi 145.00 pcf 0.75 in 5.00 fn Rib Spacing 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4.50 in Stud Capacity = 11.31 k Ribs are Perpendicular to Beam Allow Fb = 23.76 ksi Slab on BOTH SIDES of beam n: Strength = 8.04 Using partial composite action n: Deflections = 7.96 APPLIED LOADS "Dead Loads": Loads Applied Before 75Curing .••• Uniform Load# 1 = 0.47 klf "Live Loads": Loads Applied After Concrete Has Cured •.• Uniform Load# 1 = 0.16 klf Uniform Load# 2 = 1.25 klf SECTION PROPERTIES I-steel = 340.0 in4 s-steel: Top = 48.64 in3 s-.ste!:!l: Bottom = 48.64 in3 I-tr : = 1236.22 in4 S-tr : Top = 267.32 in3 s-tr : Bottom = 83.22 in3 s-tr: ~ff.@ Bot. = 77.38 in3 n*Str: Eff.@ Top = 1853.42 in3 X-X Axis 'from Bot = 14.86 in V-horiz @ 100 ¾ = 180.00 k ---MOMENTS & SHEARS -------,------------SUMMARY ---------------- Dead Load Alone ·, · = 39.4 k-ftUSE: w14x34, Partial Composite, Beam Is OK Shored & Unshored Dead + Const -. 39.4 k-ft Stress Checks for Shored & Unshored Cases ... Dead + Live = 149.5 k-ft @ Bottom of Beam = 23189 psi <= 24000 psi Live Load Only I!:. 110.2 k-ft Unshored DL Stress = 9713 psi <= 24000 psi Max. Left Shear -23. 92 k , Actual Shear Stress = 6005.,psi <= 14400 psi Max. Right Shear = 23. 92 k Unshared Stress Check... · Callow of o.~6 Fy) Callow of 0.66 Fy) Callow of 0.4 Fy) --EFFECTIVE FLANGE WIDTH--· (Mdl/Ss+Mll/Str) = 26796psi <= 32400 psi (allow of 0.90 Fy) Based on Span = 6.25 ft Mll/(Str:Top*n) = 615 psi <= 1800 psi ·(allow of 0.45 f'c) Based on Beam Spacing = 10.00 ft Shored Concrete Stress Check ••• ••• Effective Width = 6.25 ft (Mdl+Mll)/(Str:Top*n) = 834 psi <= 1800 psi Callow .of 0.45 f'c) Alternate Unshored Stress Check •.• (Mdl + Mll) / Ss = 36889 psi > 27360 psi Callow of 0. 76 Fy) --BASIC SECTION PROPERTIES --· ----SHEAR CONNECTION ---------DEFLECTIONS ----- Beam Depth = 13. 98 in Flange Width = 6. 74 in Flange Thickness = 0.455 in Web Thickness = 0.285 in Section Area = 10.00 in2 Section Weight = 33.95 plf Ixx -AISC Section = 340.0 in4 -----REACTIONS----- Dead+Const Composite Max DL + LL _.---· Lef'!ight = 6.30 6,30 k = 17.6217.62k = 23.9 23.9 k V4.4B Cc) 1983-95 ENERCALC Vh @ 100¾ Composite = 180.0 k min(.85*f'c*Ac/2 or As*Fy/2) V'h:Minimum Req'd = 108.8 k Total Studs Required Per 1 /2 Span = Actual Number of Studs= V Used For Design ~ Connector Requirements ••• 11 0 124.4 k Use 5 studs from 0.00 -> 4.17 ft Use 6 studs from 4.17 -> 8.33 ft Use O studs from 8.33 -> 12,50 ft Use O studs from 12.50 -> 16.67 ft Use 6 studs from 16.67 -> 20.83 ft Use 5 studs from 20.83 -> 25.00 ft I-trans formed I-Effective = Ist+CV'h/ Vh)A.5*(Itr-Is)J For. Shored Condition ••• Before 75¾ Curing Construction Only After 75¾ curing = = = = Total Uncured Defl. Composite ·Deflection = For Unshored Condition ••.• Before 75¾ Curing. Construction Only After 75¾ curing Total .Uncured Deft Composite Deft = = = = = 1239.2 in4 1087,4 in4 0.140 in 0.000 in 0.393 in 0.140 in 0.533 in 0.449 in 0.000 in 0.393 in 0.449 in 0.842 in GEORGE R. SAUNDERS ASSOCIATES, KW060361 :I ,le·.· ; .. ·/ .· :1 :I .·, I I C'. ...... · I .· I I I I I I le ...... I , : : I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT ~UITi 400 SAN DIEGO, CA 92108 PROJECT#. 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION FSA A-205 MAINT/STORAG.E Date: 05/28/97 IA/U Page: ~ IV COMPOSITE STEEL BEAM DESIGN MEZZANINE FLOOR BEAM B3 ----BEAM/SLAB Dl\TA ---- AISC Section: w14x22 Beam Span = 25.-00 ft · Beam Spacing = 10.00 ft Slab Thickness = 5.50 in Deck Rib Height = 3.00 in -----DESIGN DATA_...,_ __ _ Fy = 36.00 ksi f'c -4000 psi Concrete Density = 145.00 pcf Stud Diameter = 0 •. 75 in Stud Height = 5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width --4.50 in s~ud capacity = Ribs are Perpendicular to Beam Allow Fb = Slab on ONE SIDE of beam n: Strength = Using partial composite action n: Deflections = APPLIED LOADS "Dead Loads" : Loads Applied .Before 75Curing ..•• Uniform Load# 1 ~ 0.24 klf "Live Loads" : Loads Applied After Concrete Has Cured •.• 11.31 k 23.76 ksi 8.04 7.96 Uniform Load# 1 = 0.08 klf Uniform ·Load# 2 = 0.63 klf · SECTION PROPERTIES I-steel = ~99,0 in4 s-steel: Top· =· 28.97 in3 s-steel: Bottom = 28.97 in3 I-tr = 720.53 in4 S--tr : Top = 137.83 in3 S-tr : -Bottom = 51.42 in3 s-tr : Eff. lil Bot. = 42.94 in3 n*Str: Eff. lil Top = 777.89 in3 X-X Axis From Bot = 14.01 in V-horiz lil 100 ¾ = 116.82 k ---MOMENTS & SHEARS -----------------SUMMARY --------,------- Dead Load Alone ·, = 20.1 k-ft USE: w14x22, Partial Composite, Beam Is OK Shored & Unshored Dead + Const = 20.1 k-ft Stress Checks for Shored & UnshorE!d Cases ••• Dead + Live = 75.2 k-ft lil Bottom of Beam = 21005 psi <= 24000 psi Live Load Only :a:. 55 .1 k-ft Unshored DL Stress --8319 psi <= 24000 psi Max. Left Shear = 12.03 k • Actual Shear Stress = 3805 psi <= 14400 psi Max. Right Shear = 12.03 k Unshored Stress Check •.• (allow of 0.66 Fy) (allow of 0.66 Fy) Callow of 0.4 Fy) --EFFECTIVE FLANGE WIDTH --(Mdl/Ss+Mll/Str) = 23712 psi<= 32400 psi (allow of 0.90 Fy) Based on Span = 3.12 ft Mll/(Str:Top*n) = 596 psi <= 1800 psi (al low of 0.45 f' c) Based on Beam Spacing = 5.00 ft Shored Concrete Stress Check ••• ••• Effective Width = 3.12ft (Mdl+Mll)/(Str:Top*n) = 813psi <= 1800 psi Callow of 0.45 f'c) Alternate Unshored Stress Check •.• (Mdl + Mll) / Ss = 31136psi > 27360 psi Callow of 0.76 Fy) --BASIC SECTION PROPERTIES ------SHEAR CONNECTION ---------DEFLECTIONS ----- Beam Depth = 13. 74 in Flange Width = 5.00 in Flange Thickness = 0.335 in Web Thickness = 0.230 in Section Area = 6.49 in2 Section Weight = 22.04 plf Ixx -AISC Section = 199.0 in4 -----REACTIONS----- Dead+Const Composite Max DL + LL -~---= = Lef'!ight 3.21 3.21 k 8.81 8.81 k = 12.0 12.0 k V4.4B (c) 1983-95 ENERCALC Vh lil 100¾ Composite = 116.8 k min(.85*f'c*Ac/2 or As*Fy/2) V'h:Minimum RE!qid = 29.2 k Total Studs Required Per 1/2 Span = Actual Number of Studs = V Used For Design = Connector Requirements ... 4 0 45.2 k Use 2 studs from 0.00 -> 4.17 ft Use 2 studs from 4.17 -> 8.33 ft ·use O studs from 8.33 -> 12.50 ft Use O studs from 12.50 -> 16.67 ft Use 2 studs from 16.67 -> 20.83 ft Use 2 studs from 20.83 -> 25.00 ft I-transformed = I-Effective , = lstHV'h/ Vh)".5*(Itr-Is)J For Shored Condition ••• Before 75¾ Curing Construction Only After 75¾ curing = = = = Total Uncured Defl. Composite Deflection = For Unshared Condition ••.• Before 75¾ Curing Construction Only After 75¾ curing Total Uncured Deft Composite Deft = = = = = 722.6 in4 524.8 in4 0.148 in 0.000 in 0.407 in 0.148 in 0.556 in 0.391 in 0.000 in 0.407 in 0.391 in o. 798 in GEORGE R. SAUNDERS ASSOCIATES~ KW060361 ii ii r1~·-. . ./· :.• ·_:. . ·:· .. :·I :I I I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATIQN FSA A-205 MAINT/STORAGE Date: 05/28/9'7 Page: Hl1 COMPOSITE STEEL BEAM DESIGN MEZZANINE FLOOR BEAM B4 BEAM/SLAB DATA AISC Section: Beam Span = Beam Spacing = Slab Thickness = Deck Rib Height = DESIGN DATA w14x53 Fy = 20.00 ft· f1c = 20.00 ft Concrete Density = 5.50 in Stud Diameter = 3.00 in Stud Height = 36.00 ksi 4000 psi 145.00 pcf 0. 75 in 5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4.50 in Stud Capacity = Ribs are Parallel to Beam Allow Fb = Slab on BOTH SIDES of beam n: Strength = Using partial composite action n : Deflections = APPLIED LOADS 11Dead Loads": Loads Applied Before 75Curing •..• Point Load# 1 = 12.60 kips iii 10.00 ft from left "Live Loads" : Loads Applied After Concrete Has cured ... Point Load# 1 = 35.24 kips iii 10.00 ft from. left 13.30 k 23. 76 ksi 8.04 7.96 SECTION PROPERTIES I-steel = 541.0 in4 s-steel: Top = 77.73 in3 s-steel: Bottom = 77.73 in3 .I-tr : = 1691.22 in4 s-tr : Top = 287.00 in3 S--tr: Bottom = 125.02 in3 s-tr : Eff. iii Bot. = 123. 76 in3 n*Str: Eff. iii Top = 2263.81 in3 X-X Axis From Bot = 13.53 in V-horiz al 100 ¾ = 280.80 k ---MOMENT~ & SHEARS -----------------SUMMARY --------------- Dead Load Alone = 65.6 k-ftUSE: w14x53, Partial Composite, Be·am Is OK Shored & Unshored Dead + Const ·, = 65.6 k-ft Stress Checks for Shored & Unshared Cases ... Dead + Live = 241.8 k-ft iii Bottom of Beam = 23450 psi <= 24000 psi Live Load Only = 176.2 k-ft Unshared DL Stress = 10135 psi <= 24000 psi Max. Left Shear a. 24.45 k Actual Shear Stress = 4747 psi <= 14400 psi Max. Right Shear = 24.45 k , Unshared Stress Check ••• Callow of 0.~6 Fy) Callow of o.~6 Fy) Callow·of 0.4 Fy) --EFFECTIVE FLANGE WIDTH --(Mdl/Ss+Mll/Str) = 27220psi <= 32400 psi (allow of 0.90 Fy) Based on Span = 5.00 ft Mll/(Str:Top*n> = 916 psi <= 1800 psi Callow of 0.45 f'c) Based on Beam Spacing = 20.00 ft Shored. Concrete Stress Check~ .• ••• Effective Width = 5.00 ft (Mdl+Mll)/(Str:Top*n> = 1257 psi <= 1800 psi Callow of 0.45 f 1c) Alternate Unshared Stress Check ••• (Mdl + Mll) / Ss = 37337 psi > 27360 psi Callow of 0.76· Fy) --BASIC SECTION PROPERTIES ------SHEAR CONNECTION---------DEFLECTIONS----- Beam Depth = 13. 92 in Flange Width = 8.06 in Flange Thickness = 0.660 in Web Thickness = 0.370 in Section Area = 15.60 in2 Section Weight = 52.97 plf Ixx -AISC Section = 541.0 in4 -----REACTIONS----- Dead+Const Composite Max DL + LL .----=-- = Lef1light 6.83 6.83 k 17.6217.62 k = 24.4 24.4 k V4.4B (c) 1983-95 ENERCALC Vh iii 100¾ Composite = ;!80.8 k minC.8?*f'c*Ac/2 or As*Fy/2) V'h:Minimum Req'd = 247.7 k Total Studs Required Per 1/2 Span = Actual Number of Studs = V Used For Design = Connector Requirements ••• 20 0 266.0 k Use 8 studs from 0.00 -> 3.33 ft Use 12 studs from 3.33 -> 6.67 ft Use O studs from 6.67 -> 10.00 ft Use O studs from 10.;00 -> 13.33 ft Use 12 studs from 13.33 -> 16.67 ft Use 8 studs from 16.67 -> 20.00 ft I-transformed = I-Effective = Ist+CV'h/ Vh)A.5*(Itr-Is)J For Shored Condition ••• Before 75¾ Curing Construction Only After 75¾ c~ring = = = = Total Uncured Defl. Composite Def.lection = For Unshared Condition ••• Before 75¾ Curing Construction only After 75¾ Curing Total Uncured Defl Composite Defl = = = = = 1696.4 in4 1665.5 in4 0.079 in 0.000 in 0.210 in 0.079 in 0.289 in 0.243 in 0.000 in 0.210 in 0.243 in 0.453 in GEORGE R. SAUNDERS ASSOCIATES, KW060361 ii •c ;1 :1 :I I (··.· · .. ·· I .·.·· I I I I I le, ........ •' I,:· I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 COMPOSITE STEEL BEAM DESIGN MEZZANINE FLOOR BEAM BS BEAM/SLAB DATA DESIGN DAT.A PROJECT# 960240 LEGOLAND CARLS~AD SERVICE AND ADMINISTRATION FSA A-205 MAINT/STORAGE Date: 05/28/97 Page: M f 8 ----SECTION PROPERTIES---- AISC Section: w14x53 Fy = 36.00 ksi I-steel s-steel: Top s-steel: Bottom I-tr = 541.0in4 Beam Span = 28.00 ft · f'c = 4000 psi Beam Spacing = 20.00 ft Concrete Density = 145.00 pcf Slab Thickness = 5.50 in stud Diameter = O. 75 in Deck Rib Height = 3.00 in Stud Height = 5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4.50 in Stud Capacity = 13.30 k Ribs are Parallel to Beam Allow Fb = 23. 76 ksi Slab on ONE SIDE of beam n: Strength = 8.04 Using partial composite action n: Deflections = 7.96 APPLIED LOADS "Dead Loads": Loads Applied Before 75Curing .••• s-tr Top S-tr Bottom s-tr Eff.@ Bot. n*Str: Ef.f, @ Top · x~x Axis From Bo~ V-horiz@ 100 r. = 77.73 in3 = 77.73 in3 = 1520.64 in4 224.19 in3 = 120.33 in3 .. 101.38 in3 = 1279.49 in3 = 12.64 in = 258.83 k Point Load # 1 = '5.54. kips @ 10.00 ft from left "Live Loads" : Loads Applied After Concrete Has Cured ... Point Load# 2 = 4.99 kips@ 20.00 ft from left Point Load# 1 = 15.51 kips@ 10.00 ft from lef"\: Point Load# 2 = 13.96 kips@ 20.00 ft from left ---MOMENTS & SHEARS -----------------SUMMARY ---------------- Dead Load Alone· = 54.6 k-ft USE: w14x53, Partial Composite, Beam Is OK Shored·& Unshored Dead + Const ·, = 54.6 k-ft Stress Checks for Shored & Unshored Cases •.• Dead+ Live = 194.1 k-ft @ Bottom of Beam = 22971 psi <= 24000 psi Callow of 0.-66 Fy) Live Load Only = 139.5 k-ft Unshored DL Stress = 8431 psi <= 24000 psi (allow of 0.66 Fy) Max. Left Shear s:. 19.69 k Actual Shear Stress = 4232 psi <= 14400 psi Callow of 0.4 Fy) Max. Right Shear = 21.80 k Unshored Stress Check ..• --EFFECTIVE FLANGE WIDTH --CMdl/Ss+Mll/Str) = 24939 psi<= 32400 psi Callow of 0.90 Fy) Based on Span = 3.50 ft Mll/CStr:Top*n) = 928 psi <= 1800 psi Callow of 0.45 f'c) Based on Beam Spacing = 10.00 ft Shored Concrete Stress Check •.• • . . Effective Width = 3.50 ft CMdl+Mll)/(Str:Top*n) = 1291 psi <= 1800 psi Callow of 0.45 f'c) Alternate Unshored Stress Check ••. CMdl + Mll) / Ss = 29962 psi > 27360 psi Callow of Q. 76 Fy) --BASIC SECTION PROPERT~ES --. ----SHEAR CONNECTION ---------DEFLECTIONS ----- Beam Depth = 13.92 in Flange Width = 8.06 in Flange Thickness = 0.660 in Web Thickness = 0.370 in Section Area = 15.60 in2 Section Weight = 52. 97 pl f Ixx -AISC Section = 541.0 in4 -----REACTIONS----- Dead+Const Composite Max DL + LL = Lef-aight 5. 73 6.28 k 13.9615.51 k = 19.7 21.8 k V4.4B (c) 1983-95 ENERCALC Vh @ 100¾ Composite = 258.8 k min(.85*f'c*Ac/2 or As*Fy/2) V'h:Minimum Req'd = 64.7 k Total Studs Required Per 1/2 Span = Actual Number of Studs= V Used For Design = Connector Requirements ••. 6 0 7.9.8 k Use 3 studs from 0.00 -> 3.36 ft Use 3 studs from 3.36 -> 6.72 ft Use O studs from 6.72 -> 10.08 ft Use O studs from 10.08 -> 16.05 ft Use 3 studs from 16.05 -> 22.03 ft Use 3 studs from 22.03 -> 28.00 ft I-transformed = I-Effective = Ist+CV'h/ Vh)A.5*(Itr-Is)] For Shored Condition •.• Before 75¾ Curing Construction Only .After 75¾ curing = = = = Total Uncured Defl. Composite Deflection = _For Unshored Condition ..• Before 75¾ curing .Construction Only After 75¾ curing Total Uncured Defl Composite Defl = = = = = 1525.8 ih4 1087.8 in4 0.242 in 0.000 in 0.612 in 0.242 in 0.855 in 0.487 in 0.000 in 0.612 in 0.487 in 1..099 in GEORGE R. SAUNDERS ASSOCIATES, KW060361 ii -I -( C\:- :: I \I ti I I I I IC.: . .-. ·_: ~-:--·: I I I I I I le, l ··:: .... I . , . I ~ ··.:.l;- MARTIN & DUNN, INC. STRUCTURAL &·CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 LEGOLAND CARLSBAD SERVICE &-ADMINISTRATION 96-240 RMS Date: 05/28/97 Page: t'\ 11 WAREHOUSE MEZZANINE small mezz b-6 BEAM/SLAB DATA AISC Section: Beam Span = Beam Spacing = Slab Thickness = Deck Rib Height = DESIGN DATA w14x26 Fy = 36.00 ksi 18.00 ft · f'c = , 4000 psi 9.00 ft Concrete Density = 145.00 pcf 5 .• 50 in Stud Diameter = 0.75 in 3.00 in Stud Height = 5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4.50 in Stud Capacity = Ribs are Perpendicular to Beam Allow Fb -= Slab on BOTH SIDES of beam n Strength = Using partial composite action n: Deflections = APPLIED LOADS "Dead Loads": Loads Applfed Before 75Curing •.•• Uniform Load# 1 =. 0.49 klf "Live Loads11 : Loads Applied After Concrete Has cured ••• 11.31 k 23.76 ksi 8.04 7.96 Uniform Load# 1 = 0.14 klf Uniform Load# 2 = 1.25 klf SECTION PROPERTIES I-steel = 245.0 in4 s-steel: Top = 35.23 in3 s-steel: aottom = 35.23 in3 I-tr = 915.84 in4 S-tr: Top = 191.96 in3 s-tr: Bottom = 62.S6 in3 S-tr : Eff. iii Bot. = 50.85 in3 n*Str: Eff. iii Top = 1004.01 in3 X-X Axis From Bot = 1.4,64 in v-horiz iii 100 ¾ = 138.42 k ---MOMENTS & SHEARS -----------------------SUMMARY -------------- Dead Load Alone ·, = 20. 9 k-ft USE: w14x26, Partial Compos he, Beam Is OK Shored & Unshored Dead + Const = 20. 9 k-ft Stres.s Checks for Shored & Unshored· cases ••• Dead+ Live = 77.2k-ft al Bottom of Beam = 18218psi <= 24000 psi Live Load Only ~ 56.3 _k-ft Unshored DL Stress = 7120 psi <= 24000 psi Max. Left Shear -17 .15 k , Actual Shear Stress = 4836 psi <= 14400 psi Max. Right Shear = 17 .15 k Unshored stress Check ••. (allow of 0.66 Fy) Callow of 0.66 Fy) Callow of 0.4 Fy) --EFFECTIVE FLANGE WIDTH----(Mdl/Ss+Mll/Str) = 20405 psi<= 32400 psi Callow of 0.90 Fy) Based on Span = 4.50 ft Mll/(Str:Top*n) = 437 psi <= 1800 psi (allow of 0.45 f'c) Based on Beam Spacing = 9,00 ft Shored Concrete Stress Check ••• ••• Effective Width = 4.50 ft (Mdl+Mll)/(Str:Top*n> = 600 psi <= 1800 psi (allow of 0.45 f'c) Alternate Unshored Stress Check .•. (Mdl + Mll) / Ss = 26298 psi <= 27360 psi (allow of O. 76 Fy) --BASIC SECTION PROPERTIES ----------SHEAR CONNECTION----------DEFLECTIONS----- Beam Depth = -13. 91 in Flange Width = 5.03 in Flange Thickness = 0.420 in Web Thickness = 0,255 in Sect ion Area = 7. 69 i n2 Section Weight . = 26.11 pl f Ixx -AISC Section = 245.0 in4 -----REACTIONS----- Dead+Const Composite Max DL + LL -----· = = Lef-light 4.64 4.64 k 12.5112.51 k = 17.2 17.2 k V4.48 Cc) 1983-95 ENERCALC Vh al 100¾ Composite = 138.4 k min(.85*f·'c*Ac/2 or As*Fy/2) V1h:Minimum Req'd = 34.6 k Total Studs Required Per 1/2 Span = Actual Number-of Studs = V Used For Design = -Connector Requirements ... 4 0 45.2 k Use 2 studs from 0.00 -> 3.00 ft Use 2 studs from 3.00 -> .6.00 ft Use Use Use Use 0 studs from 6.00 -> 9,00 ft 0 studs from 9.00 -> 12.00'ft 2 studs from 12.00 -> 15.00 ft 2 studs from 15.00 -> 18.00 ft . ! I'' I-transformed = I-Effective , = Ist+(V'h/ Vh)~.5*(Itr-Is)J For Shored Condition ••• Before 75¾ Curing Constr.uction Only After 75¾ curing Total Uncured Defl. Composite Deflection For Unshored Condition ••• Before 75¾ Curing Construction Only After 75¾ Curing Tot~l Uncured Defl Composite Defl · = = = = = = = = = = 918.2 in4 629.8 in4 0.067 in 0.000 in 0.180 in 0.067 in 0.246 in 0.171 in 0.000 in 0.180 in 0.171 in 0.351 in GEORGE R. SAUNDERS ASSOCIATES, KW060361 I ·-1 I I I I(,;:,:.,. .. ; . :: ' . :, . ·1 I I I I I LEGOLAND CARLSBAD SERVICE & ADMINISTRATION •\1-.1H ! .··, 96-240, ~ :, .. ,/i, 'i'I!',,· · •ij. \·. ,,A,: .. ' •h''· RMS ;_ ,., ,. :i:f'~_-~:::\J',,t..,r,,:if,-J;· ... ,.,;, ' . ,, Date: 05/28/97 Page: H1D. COMPOSITE STEEL BEAM DESIGN WAREHOUSE MEZZANINE small .mezz b-7 :. . ... ,.·,; l!~~~~~(.~~-~~,W!T~1\:.i;,\ . . &· ;;:,· . • , DES~GN DATA 3 _ 6 _ 00 ks,· AISC Secti.bn!'::: ·';';1'·: ".:f' ,; .i' :'w14x26 · 1Fy ! · = Beam Span I, ,· · · = 18.00 ft · f'c = 4000 psi Beam Spacing = · 9.00 ft Concrete Density = 145.00 pcf Slab Thickness = 5.50 in Stud Diameter = c;>.75 in Deck Rib Height = 3.00 i,n St1,1d Height -5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4,50 in Stud capacity = 11.31 k Ribs are Perpendicular to Beam Allow Fb = 23.76 ksi Slab on ONE SIDE of beam n : Strength = 8.04 · · , .. ,.SEC.TION .,l~ROPE.RTIES ---,.-_--,,.,. , ··I-steel "~· · · · · ·: · •·.· · "' ·= 245.0 in4 s-steel: Top · = 35.23 in3 s-steel: Bottom = 35.23 in3 I-tr = 753.16 in4 s-tr Top = 113.97 in3 s-tr Bottom = 58.83 in3 s-tr Eff. al Bot. = SO.OS in3. n*Str: Eff. al Top = 681.03 in3 X-X Axis From Bot = 12.80 in V-horiz al 100 ¾ = 114.75 k Using partial composite action n : Deflections = 7.96 " . ,.,:,•J (,,,.;, i .. ,.:,,,,, .. ,,' ., .• " I ,APPl:.IED LOADS''------""-"'----"'...;'-...,·----··-·· ... ·_.---------... , ::,'1,•:1:; 1. :,.:-~-:.1i:r,::~.:· ,:1:, ::. ·i.",~ '.;;·,. ·o.,'; "Dead Loa~s11 ft.cads Appl'iea :Before 75Curing •••• Uniform Load# 1 =, 0.49 klf I 11Live Loads": Loads Applied After Concrete Has Cured ••• Uniform Load# 1 = 0.14 klf Uniform Load# 2 = ·1.25 klf ---MOMENTS & SHEARS ---------------------SUMMARY----------------·, Dead Load Alone = 20.9 k-ftUSE: w14x26, Partial Composite, Beam Is OK Shored & Unshored Dead.+ Const .. . . ,· , = , ,.20. 9 k-ft Stress Checks for Shored & Unshored Cases:·.. . .,. . . . . • Dead + Li~e;.·i},'i1)(ff1:\i:i1=(;! :'J'f:77.2 k.-ff(' '\;)·!Bottdm of Beam = 18511 psi <= :24000 psi''!(allo~ ofio;66 Fy) Live Load°'only' ··: 1 ':s. 56.3 k~ft Unshored DL Stress = 7120 psi <= 24000 psi ~allow of 0.66 Fy). Max. Left Shear = 17.15 k Actual Shear Stress = 4836 psi <= 14400 psi Callow of 0.4 Fy) Max. Right Shear = 17.15 k Unshored Stress Check ••• --EFFECTIVE FLANGE WIDTH --(Mdl/Ss+Mll/Str) = 20619psi <= 32400 psi (allow of 0.90 Fy) Based on Span = 2.25 ft Mll/(Str:Top*n) = 737 psi <= 1800 psi Callow of 0.45 f 1c) Based on Beam Spacing = 4.50 ft Shored Concrete Stress Check ••• • • • Effective Width = 2.25 ft (Mdl+Mll)/CStr:Top*n) = 1010 psi <= 1800 psi (allow of 0.45 f 1c) Alternate Unshored Stress Check ••• (Mdl + Mll) / Ss = 26298 psi <= --BASI,C iSECTION,,PROPERTIES --, .. ,. · . · SHEAR CONNECTION ------ Beam Depth' _; '·,i~'./ ·,: ,i~ '13.91 in ;i/h-@';100¾ Composite· :: 114.8 k 27360 psi Callow of 0.76 Fy) ,----,.-_...,....,.,..,.,. DEFLECTIONS----- Flange Width · · = 5.03 in min(.85*f'c*Ac/2 or ·As*Fy/2) Flange Thickness = 0,420in V'h:Minimum Req 1d = 28.7k Web Thickness = 0.255 in Total Studs Required Sect ion Area = 7. 69 i n2 Per 1 /2 Span = 4 Section Weight = 26.11 pl f Actual Number of Studs = o 45.2 k Ixx -AISC Section = 245:0 in4 V Used For Design = Connector Requirements ••• Use 2 studs from 0.00 -> 3.00 ft Use 2 st.uds from 3.00 -> 6.00 ft _______ .,. __ :-;'':REAC:rION's·'':, " '; . . . 1:, :use; 0 studs from 6.00 -> 9;00 ft _ _:::.:-.--· · tef'!ight ·, Use · o studs from, 9.00 -> 12.00 ft Dead+Const Composite Max DL + LL • : !,,, = 4.64 4.64 k Use· 2 studs from 12.00 --> 15.00 ft = 12.5112.51 k Use 2 studs. from 15.00 -> -18.00 ft =· 17.2 17.2 k V4.4B (c) 1983-95 ENERCALC I-transformed' = I-Effective , - Ist+CV'h/ Vh)".5*Citr-Is)J For Shored Condition ••• Before 75¾ Curing = Construction Only = After 75¾ curing = Total Uncured Defl. = Composit~ Deflection = For Unshored Condition •• ~ Before''i'.5¾' <;uririg = Construction Only = After 75¾ curing = Total Uncured Defl = Compos'ite Defl = l[, V j-·' :: . 755.8 in4 565.7 in4 0.074 in 0.000 in 0.200 in 0.074 in 0.274 in 0.171 in 0.000 in 0.200 in 0'.171 in p.372 in ufORGc k. SAUNDERS ASSOCIATES, KW060361 I I 1(7\:' I I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 LEGOLAND CARLSBAD SERVICE & ADMINISTRATION 96-240. RMS Date: 05/28/97 Page: H1A COMPOSITE STEEL BEAM DESIGN WAREHOUSE MEZZANINE small mezz b-8 ----BEAM/SLAB DATA ---------DESIGN DATA ---~~ AISC Section: w14x26 Fy = 36.00 ksi Beam Span = 18.00 ft · f' c = 4000 psi Beam Spacing = 9.00 ft Concrete Density = 145.00 pcf Slab Thickness = 5.50 in Stud Diameter = O. 75 in Deck Rib Height = 3.00 in Stud Height = 5.00 in Rib Spacing = 12.00 in Beam Weight is ADDED to applied loads Rib Opening Width = 4.50 in Stud capacity = 13.3.0 k Ribs are Parallel to Beam Allow Fb = 23.76 ksi Slab on ONE SIDE of beam n : Strength = 8.04 Using partial composite action n : Deflections = 7.96 ------SECTION PROPERTIES---- I-steel = s-steel: Top = s-steel: Bottom = I-tr: = s-tr Top = s-tr: Bottom = S-tr: Eff. S Bot. = n*Str: Eff.@ Top = X-X Axis From Bot = V-horiz 6l 100 ¾ = 245.0 in4 35.23 in3 35.23 in3 790.03 in4 129.25 in3 59.41 in3 50.22 in3 752.30 in3 13.30 in 138.42 k --------------------APPLIED LOADS--------------------- "Dead Loads" : Loads Applied Before 75Curing .... Point Load# 1 = 4.64 kips@ 9.00 ft from left "Live Loads" : Loads Applied After Concrete Has Cured •.. Uniform Load# 1 = 0.20 klf Point Load# 1 = 12.50 kips 6l 9.00 ft from left ---MOMENT~ & SHEARS -----------------SUMMARY-------------- Dead Load Alone = 21.9 k-ftUSE: w14x26, Partial Composite, Beam Is OK Shored & Unshored ·, Dead + Const = 21 • 9 k-ft Stress Checks for Shored & Unshored Cases ••• Dead + Live = 86.3 k-ft @ Bottom of Beam = 20618·psi <= 24000 psi Live Load Only = 64.3 k-ft Unshored DL Stress = 7473 psi <= 24000 psi Max.' Left Shear :a. 10.60 k Actual Shear Stress = 2990 psi <= 14400 psi Max. Right Shear = 10.60 k • Unshared Stress Check ..• (allow of 0.66 Fy) Callow of 0.66 Fy) Callow of 0.4 Fy) --EFFECTIVE FLANGE WIDTH --(Mdl/Ss+Mll/Str) = 22849psi <= 32400 psi (allow of 0.90 Fy) Based on Span = 2.25 ft Mll/(Str:Top*n> = 743 psi <= 1800 psi Callow of 0.45 f'c) Based on Beam Spacing = 4.50 ft Shored Concrete Stress Check ... • •• Effective Width = 2.25 ft (Mdl+Mll)/(Str:Top*n) = 996 psi <= 1800 psi Callow of 0.45 f'c) Alternate Unshored Stress Ch~ck •.. (Mdl + Mll5 / Ss = 29394 psi > 27360 psi ·Callow of 0.76 Fy) --BASIC SECTION PROPERTIES ------SHEAR CONNECTION----------DEFLECTIONS----- Beam Depth = 13. 91 in Flange Width = 5.03 in Flange Thi'ckness = 0.420 in Web Thickness = 0.255 in Section Area = 7 .69 in2 Section Weight 26.11 pl f Ixx -AISC Section = 245 .O in4 -----REACTIONS------- Dead+Const Composite Max DL + LL ~· ---= Lef'!ight 2.55 2.55 k 8.05 8.05 k = 10.6 10.6 k V4.4B (c) 1983-95 ENERCALC Vh @ 100¾ Composite = 138.4 k min(.85*f'c*Ac/2 or As*Fy/2) -V'h:Minimum Req'd --34.6 k Total Studs Required Per 1 /2 Span = Actual Number of Studs= V Used For Design = Connector Requirements .•• 4 0 53.2 k Use 2 studs from 0.00 -> 3.00 ft Use 2 studs from 3.00 -> 6.00 ft Use O studs from 6.00 -> 9.00 ft ·use O studs from 9.00 -> 12.00 ft Use 2 studs from 12.00 -> 15.00 ft Use 2 studs from 15.00 -> 18.00 ft I-transformed = I-Effective = Ist+CV'h/ Vh)A.5*(Itr-Is)J For Shored Condition ••• Before 75¾ curing Construction Only After 75¾ curing = = = = Total Uncured· Defl. Composite Deflection = For Unshored Condition ••• Before 75¾ Curing Construction Only After 75¾ curing Total Uncured Defl Composite Defl = = = = = 792.6 in4 584.5 in4 0.061 in 0.000 in 0.183 in 0.061 in 0,244 in 0.146 in 0.000 in 0.183 in 0.146 in 0.328 in GEORGc R. SAUNDERS ASSOtlATES, kW060361 'I :I j ·I·· .. .. ! I : I:~ : I .. ' ' (·_·;::-':-_ .... , .. ·.-.:·.· MARTIN & DUNN, INC. 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STRUCTURAL & CIVIL ENGIN~ERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 - TILT-UP CONCRETE WALL PANEL STRIP DESIGN CASE d: TYP TALL PANEL PERPEND.TO TRUSSES LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/29/97 Page: M'Z-1 -----WALL DATA VERTICAL LOADS LATERAL LOADS = 27.00 ft Uniform Dead Load = 324.0 # Point Lateral Load = 0.0# = 1.00 ft Uniform Live Load = 360.0 # ••• Height fr9m Base = 0.00 ft Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp = 6.50 in ••••• Ecc. = 5.10in (this is a Seismi~ Load) # 5 Uniform Lateral Load = o.o plf = 8.00 in Concentric Dead Load = 0.0 # ••• distance to Bottom = o.oo ft = 0.300 Concentric Live Load = 0.0 # ••• distance to Top = 0.00-ft = 0.300 (this is a Seismic Load) Min. Allow Defl Ratio Fixity¾ Used@ Base Seismic Zone = 150.000 = 0.0 = 4 Concrete Weight = 162.00 pcf Wind Load = 18.00 psf ----MATERIAL DATA ------------------SUMMARY----,----------- f' C = 3000 psi ----Using: UBC Sec. 1914.0 method ••• Deflections are Iterated---- Fy = 60000 psi Phi = 0.90 M-n * Phi : Moment Capacity Min. Vert Steel¾ = 0.0020 Applied: Mu@ Hid-Height Min. Horiz Steel ¾ = 0.0012 Mu @ Top of Wall Max. Vertical Spacing = 18.00 in Allow Axial Stress Max. Horizontal = 18.00 in Actual Axial Stress 'd' : Depth To _Steel = 3.25 in Max. As ¾: 0.6 * RhoBal ~.0128 Wall Weight . = 87.75psf Maximum Service Deflection Effective Strip Width = 12.00 in Ht/Service Defl Ratio Live Load Doesn't act w/Short Term = = = = = = = Seismic 74790.0 in-# 54337. 3 i.n-# 5104.9 in-# 120.0 psi 20.5 psi 0.0119 2.088 in 155 :1 Seismic Parapet Wt Used Space bars @ base of parapet at = 18.0 in Wind 73646. 4 in-# 27817.0 in-# 1872.7 in-# 120.0 psi 20.5 psi 0.0119 0.268 in 1208 :1 18.0 in -------FACTORfD LOAD STRESSES ----------------SERVICE LOAD DEFLECTIONS ----- Seismic Wind Basic Defl. w/o P-Delta = 2.935 in 0.700 in Basic Defl. w/o P-Delta = Basic Mu w/o P-Delta = 41347.1 in~# 25894.5 in-# Basic Moment wio P-Delta = Moment in Excess of Mer = 54337 .3 in-# 27817 .0 in-# Moment in Excess of Mer = Max. Iterated Deflection = 5.830 in 1.1.54 in Max. Iterated Deflection= Max. Iterated Moment = 54~37.3 in-# 27817.0 in-# Max. Iterated Moment = Seismic 0.378 in 29533.6 in-# 32854.3 in-# 2.088 in 32854.3 in-# Wind 0.263 in 20455.2 in-# 20883 .1 in-# 0.268 in 20883.1 in-# ---LOAD FACTORS USED ---------------ANALYSIS VALUES --------------- ACI 9-1 & 9-2 DL ·= 1.40 E :57,000*Cf'c".5) = 3122019psi s-gross 1 AC! 9-1 & 9-2 LL = 1.70 n : 29,000/Ec = 9.29 Mer= S * Fr ACI 9-1 & 9-2 ST = 1. 70 Fr: 5 * Cf' c".5) = 273.86 psi Rho balanced .... Seismic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact= AC! 9-3 Short Term = UBC 2625{c)4 "1.4" FactGr UBC 2625(c)4 110.911 FactGr ----· 1.10 Ht / Thk Ratio = 49.85 Seismic O. 75 As(eff) = C Pu: tot.+ (As*Fy) J / Fy= 0.502 in2 0. 90 'a' = (As*Fy + Pu) /(.85*f' c*1?) = 0. 985 in 1.30 'c'= 'a' / .85 = 1.159 in 1.40 Moment of Inert.ia Modification Facter 1.00 0.90 I-gross = 274.6 in4 I-cracked = 26.6 in4 I-effective CACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90- Mn = As(eff) * Fy * ( d -a/2 > = 83100 in-# = = = 84.5 in3 23141.3 in-# 0.0214 Wind 0.493 in2 0.967 in 1.137 in 1.00 274.6 in4 26.3 in4 0.0 in4 0.90 81829 in-# V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 TILT-UP· CONCRETE WALL PANEL STRIP DESIGN CASE e: TALL PANEL PARALLEL TO TRUSSES LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/29/97 Page: 11u -----WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp . Min. Allow Defl Ratio Fixity¾ Used@ Base Seismic Zone = 27.00 ft = 1.00 ft = 6.50 in II 5 = 8.00 in = 0.300 = 0.300 = 150.000 = 0.0 = 4 ----MATERIAL DATA ---- f'c = 3000 psi Fy = 60000 psi Phi = 0.90 Min. Vert Steel ¾ = 0.0020 Min. Horiz Steel ¾ = 0.0012 Max. Vertical Spacing = 18.00 in Uniform Dead Load = 36.0 # Uniform Live Load = 40.0 # ••••• Ecc. = 5.10 in Concentric Dead Load = 0.0 # Concentric Live Load = 0.0 II Concrete Weight = 162.00 pcf Point Laterat Load = ... Height from Base = (this is a·seismic Load) Uniform Lateral Load = ... distance· to ·Bottom = ••• distance to Top = (this is a Seismic Load) Wind Load' = 0.0# 0.00 ft 0.0 plf 0.00 ft 0.00 ft ,8.00 psf --------------SUMMARY-------------- ----Using: UBC Sec. M-n * Phi : Moment Capacity Applied: MU@ Mid-Height Mu~ Top of Wall Allow Axial Stress 1914.0 method ••• Deflections are Iterated---- = = = = Seismic 73965. 7 in-# 49499.3 iri-# 763.8 in-# Max. Horizontal = 18.00 in Actual Axial Stress = 120.0 psi 16.8 psi 0.0119 1.791 in 181 :1 Wind 73023. 6 in-# 26320. 3 in-# 330.S in-II 120.0 psi 16.8 psi 1d1 : Depth To Steel = 3.25 in Max. As¾: 0.6 * RhoBal 0.0128 Wall Weight .. , . = 87.75 psf Maximum Service Deflection = Effective Strip Width = 12.00 in Ht/Service Defl Ratio = Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars @ base of parapet at .-18.0 in 0.0119 0.256 in 1267 :1 18.0 in -------FACTORED LOAD STRESSES ---,-----------SERVICE LOAD DEFLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic = ST = ACI 9-2 Group Factor = AC! 9-3 Oeacl Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 111.411 Facter UBC 2625(c)4 110.911 Facter .--~-· V4.4B Cc) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 2. 791 in Q.586 in 40318. 9 in-# 25123.3 in-# 49499.3 in-# 26320.3 in-# 5.030 in 0.882 in 49499.3 in-# 26320.3 in-# Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment. = Seismic 0.367 in 28799. 2 i n-11 31124.8 in-# 1.791 in 31124.8 in-# Wind 0,251 in 19720.8 in-# 20055.3 in-II 0.256 in 20055.3 in-II ------------ANALYSIS VALUES------------ E :57,000*Cf'c".5) = 3122019 psi s-gross n :-29;.000/Ec = 9.29 Mer = s * Fr Fr.: 5 * (f1c".5) = 273.86 psi Rho balanced Ht I Thk Ratio = 49.85 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy=. 0.496 in2 •a• = (As*FY + Pu) /(.85*f'c*12) = 0.972 in •·c•= •a• / .85 = 1.143 in Moment of Inertia Modification Facter 1.00 I-gross = 274.6 in4 I-cracked = 26.4 in4 I-effective CACI) = o.o in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * ( d -a/2 ) = 82184 in-# = = = 84.5 in3 23141.3 in-II 0.0214 Wind 0.488 in2 0.957 in 1.125 in 1.00 274.6 in4 26.2 in4 0.0 in4 0.90 81137 in-#' GEORGE R. SAUNDERS ASSOCIATES, KW060361 '.I :·le_:_ . . · .. I ·1 I I I I I ,·::,_::·· I~·;. I I I I I -1 I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/29/97 Page: Mi1 TILT-UP CONCRETE WALL PANEL STRIP DESIGN CASE e: TALL PANEL PARALLEL TO TRUSSES WALL DATA Wall Height = 27.00 ft Parapet Height = 1.00 ft Thickness = 6.50 in Rebar Size # 5 Rebar Spacing = 6.00 in Wall: ZICp = 0.300 Parapet: ZICp = 0.300 Min. Allow Deft Ratio = 150,000 Fixity¾ Used iil Base .... 0.0 Seismic Zone = 4 MATERIAL DATA f 1 C = 3000 psi Fy 60000 psi Phi = 0.90 Min. Vert Steel ¾ = 0.0020 Min. Hori z Steel ¾ = 0.0012 Max. Vertical Spacing = 18.C>O in Max. Horizontal = 18.00 in 1d1 : Depth To Steel = 3.25 in VERTICAL LOADS LATERAL LOADS Uniform Dead Load = 813.0 # Point Latera.l Load = 0.0# Uniform Live Load = 540.0 # ••• Height from Base = 0.00 ft •.••• Ecc. = 5.10 in (this is a Seismic Load) Uniform Lateral Load = o.o plf Concentric Dead Load = 0.0 # ••• distance to Bottom = 0.00 ft Concentric Live Load = o.o # ••• distance to Top = 0.00 ft (this is a Seismic Load) Concrete Weight = 162.00 pcf Wind Load = 18.00 psf SUMMARY ------Using: UBC Sec. 1914.0 method ••• Deflections are Iterated ---- M-n * Phi Moment Capacity Applied: Mu iil Mid-Height Mu iil Top of Wall Allow Axial Stress Actual Axial Stress Max. As ¾: 0.6 * RhoBal IL0128 = = = Seismic 93679.4 in-II 57275. 4 i n-11 9881. 5 i n-11 120.0 psi 26. 7 psi 0.0159 As Too High! Wall Weight ., . = 87.75 psf Maximum Service Deflection = 1.950 in Wind 92397. 9 in-II 29942. 9 i n-11 4491.3 in-II . 120.0 psi 26.7 psi 0.0159 0-.290 in 1119 :1 Effective Strip Width = 12.00 in Ht/Service Defl Ratio = 166 :1 Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars iil base of parapet at = 18.0 in 18.0 in -------FACTORED LOAD STRESSES -------------SERVICE LOAD .DEFLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST ::: .... Seismic= ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 111.411 FactGr UBC 2625(c)4 110.911 FactGr ------· V4.4B (c) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 2. 717 in 0.804 in 43140.0 in-# 27247.9 in-# 57275 .• 4 in-# 29942. 9 in-# 4.861 in 1.240 in 57275.4 in-# 29942.9 in-# Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.397 in 30814.3 in-II 34859. 7 in-# 1.950 in 34859. 7 i n-11 Wind 0.282 in 21751.4 in-# 22353. 9 i n-11 · 0.290 in 22353.9 in-# -----------------ANALYSIS VALUES ------------ E :57,000*Cf'c".5) = 3122019 psi s-gross n : 29,000/Ec .... 9.29 Mer= s * Fr Fr: 5 * Cf'c".5) = '273.86 psi Rho balanced Ht / Thk Ratio = 49.85 Seism;'c As(eff) = C Pu:tot + (As*Fy) j / Fy= 0.669 in2 •a•= (As*Fy + Pu) /(.85*f'c*12) = 1.311 in 1c1= 1a 1 / ,85 = 1.542 in Moment of Inertia Modification Facter 1.00 I-gross = 274.6 in4 I-cracked = 32.8 in4 I-effective CACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * ( d -a/2 ) = 104088 in-# = = = 84.5 in3 23141.3 in-II 0.0214 Wind 0.656 in2 1,287 in 1.514 in 1.00 274.6 in4 32.3 in4 0.0 in4 0.90 102664 i n-11 GEORGE R. SAUNDERS ASSOCIATES, KW060361 : 10}-: . . . ·>. ·I I :J I I I I I 0'.'.., l{',·,.·"1 ... :;.·: I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 lEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/29/97 Page: H'?D TILT-UP CONCRETE WALL PANEL STRIP DESIGN CASE f: TALL PAN 115 AT 811 EA.FA. OVER 3FT EA. JAMB -----WALL DATA Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity¾ Used a Base Seismic Zone ----MATERIAL DATA = 27.00 ft = 1.00. ft = 6.50 in II 5 = 8.00 in = 0.300 = 0.300 = 150.000 = o.o = 4 f 1 C = 3000 psi Fy = 60000 psi Phi = 0.90 Min. Vert Steel ¾ = 0.0020 Min. Horiz Steel¾ = 0.0012 Max. Vertical Spacing = 18.00 in Max. Horizontal = 18.00 in 1d1 : Depth To Steel = 4.75 in VERTICAL LOADS Uniform Dead Load = Uniform Live Load = ••••• Ecc. = Concentric Dead Load = Concentric Live Load = Concrete Weight = -------Using: UBC Sec. M-n * Phi : Moment Capacity Applied: Mu@ Mid-Height Mu a Top of Wall Allow Axial Stress Actual Axial Stress LATERAL LOADS 60.0 II Point Lateral Load = o.o n 67.0 II ••. Height from Base = 0.00 ft 5.10 1n (this is a Seismic .. Load) Uniform Lateral Load = 18.-2 plf 303.0 II ••• distance to Bottom = 7.00ft o.q II ••• distance to Top = 27.00 ft (this is a Seismic Load) 162.00 pcf Wind Load, = 18.00 psf SUMMARY 1914.0 method.,.Deflections are Iterated---- Seismic = = = = Max. As¾: 0.6 * RhoBal &.0128 Wall Weight .. _ . = 87.75 psf Maximum service Deflection = 115657 .2 in-II 72102.6 in-II 1127.9 in-II 120.0 psi 21.0 psi 0.0082 .2.137 in 152 :1 Wind 113713. 7 in-II 25998.2 in-II 459.0 in-II 120:0 psi 21.0 psi 0.0082 0.258 in 1257 :1 Effective Strip Width = 12.00 in Ht/Service Defl Ratio = Live Load Doesn't act w/Short Te.rm Seismic Parapet Wt Used Space bars a base of parapet at = 18.0 in 18.0 in -------FACTORED LOAD STRESSES ----------------SERVICE LOAD DEFLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 "1.411 Facter use 2625Cc)4 110.911 Facter .----· V4.4B (c) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0,90 1.30 1.40 0.90 Seismic Wind 2. 978 in 0~430 in 64564.7 in-ii 25187.6 in-# 72102.6 in-II 25998.2 in-II 3.303 in 0.4n in 72102.6 in-II 25998.2 in-II Ba.sic Defl. w/o P-Delta :; Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated· Moment = Seismic 0.583 in 46117.6 in-II 49604. 9 in-# 2.137in 49604. 9 in-II Wind 0.252 in 19782.0 in-# 20203. 4 i n-11 0.258 in 20203. 4 i n-11 -----------------ANALYSIS VALUES .a.·------------ E : 57 ,OOO*(f I c". 5) = 3122019 psi S-gross n : 291000/Ec = 9.29 Mer = s * Fr Fr: 5 * Cf'c".5) = 273,86 psi Rho balanced Ht / Thk Ratio = 49.85 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0.503 in2 1a1 = (As*Fy + Pu) /(.85*f'c*12) = 0.987 in 1c1= 1a1 / .85 = 1.161 in Moment of Inertia Modification Facter 1.00 I-gross = ~74.6 in4 I-cracked = 66.5 in4 I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * ( d -a/2 ) = 128508 in-# = = = 84.S in3 23141.3 in-II 0.0214 Wind 0.494 in2 o •. 968 in 1.139in 1.00 274.6 in4 65. 7 in4 0.0 in4 0.90 126349 in-II GEORGE R. SAUNDERS ASSOCIATES, KW060361 ••c ~, :I I I I I I IC--:-: •··.·.· .. I I I I I I Ir:, ••,' I. I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG SAN DIEGO, CA 92108 . Date: 05/26/97 TILT-UP CONCRETE WALL PANEL STRIP DESIGN ® CASE g: gl 3-F.5, ROLLUP & MAN DOOR JAMB@ CANOeY -----WALL DATA ----- Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity¾ Used a Base Seismic Zone = = = II 27.00 ft 1.00 ft 9.25 in· 5 = 12.00 in 0.300 = 0.300 = 150.000 = 0.0 = 4 ----MATERIAL DATA ---- f' C = 3000 psi Fy = 60000 psi Phi = 0.90 Min. Vert Steel¾ = 0.0020 Min. Horiz Steel ¾ = 0.0012 VERTICAL LOADS LATERAL LOADS Uniform Dead Load = 810.0 II Point Lateral Load = 428.0 II Uniform Live Load = 900.0 II ••• Height from Base ·= 13.80 ft ••.•• Ecc. = 5.10 in (this is a Seismic Load) Uniform Lateral Load·· = 11.3plf Concentric Dead Load = 2312 •. 0 II ••• distance to Bottom = 7.00 ft Concentric Live Load = 0.011 ••• distance to Top = 27.00 ft (this is a Seismic Load) Concrete Weight = 157 .00 pcf Wind Load = 18.00 psf ----,--------'----SUMMARY-------------- ----Using: UBC Sec. 1914.0 method ••• Deflectfons are Iterated------ M-n * Phi : Moment Capacity Applied: Mu@ Mid-Height Mu a Top of Wall Allow Axial Stress Actual Axial Stress Max. As¾: 0.6 * RhoBal 0.0128 = = = = Max. Vertical Spacing = 16.76in Max. Horizontal = 18.00 in 'd': Depth To Steel = 7.50in Wall Weight · = 121.02 psf Maximum Service Deflection_ Effective Strip Wi'dtli = 12.00 in Ht/Service Defl Ratio Seismic 162127.5 in-II 138704. 9 in-II 12514.4 in-II 120.0 psi 43.9 ps:i 0.0034 1.529 in 212 :1 Wind 151839.8 in-II 27878.3 in-# 4475.2 in-II 120:0 psi 43.9psi 0.0034 0.100 in 3243 :1 = Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars a base of parapet at = 16.8. in 16.8 in -------FACTORED LOAD STRESSES -------------SERVICE LOAD DEfLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic= ST = ACI 9-2 Group Factor = AC! 9-3 Dead Load .Fact= ACI 9-3 Short Term = UBC 2625(c)4 111.4" Factar UBC 2625Cc)4 "0.9" Factar ____ ...... V4.4B Cc) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 1.903 in 0·.122 in 121008.3 ih-11 27239.6 in-# 138704. 9 in-# 27878.3 in-# -2.599in 0.125 in 138704.9 in-# 27878.3 in-# Bas~c Defl. w/o P-Delta ~ Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. I'!:erated Deflection = Max. Iterated Moment = Seismic 0·.355 in 86434. 5 i n-11 93872. 4 in-# 1.529 in 93872. 4 i n-11 Wind 0.098 in 21143.5 in-# 22229. 7 iri-# 0.100 in 22229. 7 in-# ------------ANALYSIS VALUES------------ E :57,000*Cf'c"'.5) = 3122019 psi S-gross n : 29,000/Ec = 9.29-Mer = S * Fr Fr: 5 * (f'c".5) = 273.86 psi Rho balanced Ht I Thk Ratio = 35.03 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0.424 in2 'a'= (As*Fy + Pu) /(.85*f'c*12) = 0.831 in 'c'= 'a' / .85 = 0.978 in Moment of Inertia Modification Facter 1.00 = = = 171.1 in3 46864. 5 in-# 0.0214 Wind 0.395 in2 o. 775 in 0.912 in I-gross I-cracked I-effective CACI) Phi : Capacity Reduction Factor Mn= As(eff) * Fy * ( d -a/2) = = ·= = 791.5 in4 171.2 in4 0.0 in4 0.90 180142 in-# 1,00 791.5 in4 162.4 in4 0.0 in4 0.90 168711 in-# GEORGE R. SAUNDERS ASSOCIATES, KW060361 I le. I I I I I I I t . ,. . ~ :. _:. I I I I I •cs I,:· I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 9.2108 TILT-UP CONCRETE WALL PANEL STRIP.DESIGN I(\ CASE h: 5FT BTWN DOOR & WOW@ gl 3-F.6 \!'_} -----WALL DATA -------------;--VERTICAL LOADS------ = 778.0 # = 864.0 # LEGOlAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/26/97 -----'LATERAL LOADS ----- Point Lateral Load = ~80.0 # ••• Height from Base = 17.00 ft Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp = 27.00 ft Uniform Dead Load = 1.00 ft . Uniform Live Load = · 9.25 in ..... Ecc. = 5.10 in (this is a Seisinic .. Load) Min. Allow Defl Ratio Fixity¾ Used@ Base Seismic Zone · # 5 = 12.00 in = 0.300 = 0.300 = 150.000 = 0.0 = 4 ----MATERIAL DATA ---- Uniform Lateral Load = 52.5 plf Concentric Dead Load = 3675.0 # ••• distance to Bottom = 12.00 ft Concentric Live Load = o.o # ••• distance to Top = 27.00 ft (this is a Seismic Load) Concrete Weight = 157.00 pcf Wind Load = 18.00 psf ------------------SUMMARY-------------- f'c = 3000 psi -------Using: UBC Sec. 1914.0 method ••• Deflections are Iterated---- Fy = 60000 psi Phi = 0.90 Min. Vert Steel r. = 0.0020 Min. Horiz Steel ¾ = 0.0012 Max. Vertical Spacing = 16. 76 in Max. Horizontal = 18.00 in 'd' : Depth To Steel = 7.50 in M-n * Phi : Moment Capacity Applied: Mu@ Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As¾: 0.6 * RhoBal ~.0128 Seismic = = = = = Wall Weight ·, . = 121.02 psf Maximum Service Deflection = 173260.9 in-# 149023.4 in-II 12028.8 in-# 120.0 psi 55.9psi 0.0034 1.605 in 202 :1 Wind 160269.5 in-# 27965. 5 in-II 4303,9 in-# 120.0 psi 55.9psi 0.0034 0.100 in 3237 :1 Effective Strip Wi'dth = 12.00 in Ht/Service Def-l ·Ratio = Live Load Doesn't act w/Short Term 16.8 in Seismic Parapet Wt Used Space bars @ base of parapet at = 16.8 in -------FACTORED LOAD STRESSES . · . -----SERVICE l.OAD DEFLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = AC! 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic= ST = ACI 9-2 Group Factor · = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 111.411 FactGr UBC 2625(c)4 110.911 FactGr --~---· V4.4B Cc) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 2.013 in 0, 122 in 126385.4 in-# 27150.5 in-# 149023.4 in-# 27965.5 in-# 2.680 in 0.125 in 149023.4 in-# 27965.5 in-# Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.382 in 90275.3 in-# 9995'1 • 4 i n-11 1.605 in 99951 .4 in-# Wind 0.097 in 21658.6 in-# 22278.4 in-# 0,100 in · 22278.4 in-# ------------ANALYSIS VALUES -------------- E :57,000*Cf'c".5) = 3122019 psi s-gross n : 29,000/Ec = 9.29 Mer·= s * Fr Fr: 5 * (f'c".5) = 273.86 psi. Rho balanced Ht / Thk Rati(? = , 35.03 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0.455 in2 'a' = (As*Fy + Pu) /(.85*f'c*12) = 0.892 in 'c'= 'a' / .85 · = 1.049 in Moment of Inertia Modification Facter 1.00 I-gross = 791.5 in4 I-cracked = 180.4 in4 I-effective CACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * C d -a/2 ) = 192512 in-# = = 171.11n3 46864.5 in-# 0.0214 wind 0.419 in2 0.821 in 0.966 in 1.00 791.5 in4 169.6 in4 0.0 in4 0.90 178077 in-# GEORGE R. SAUNDERS ASSOCIATES,-J<W060361 :1 I r,:. . ~·:_::,:_: :1 I I I I I I p. 11:-::-::: ? ,•,, I I I I I I •@ I ... I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/26/97 TILT-UP CONCRETE WALL PANEL STRIP DESIGN CASE h: 5FT BTWN DOOR & WDW Q gl 3-F.6 MID-HT SECTION, STRUCT THK = 9.25 IN CA% ([) Page: H~~ WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height = 27.00 ft Parapet Height = 1.00 ft Thickness = 9.25 in Rebar Size # 5 Rebar Spacing = 6.00 in Wall: ZICp = 0.300 Parapet: ZICp =. 0.300 Min. Allow Defl Ratio = 150.000 Fixity¾ Used@ Base = 6.o Seismic Zone = 4 MATERIAL DATA f'c = 3000 psi Fy = 60000 psi Phi = 0.90 Min. Vert Steel ¾ = 0.0020 Min. Horiz Steel ¾ = 0.0012 Max. Vertical Spacing = 16.76 in Max. Horizontal = 18.00 in 'd' : Depth To Steel = 7.50 in Uniform Dead Load = Uniform Live Load = ••••• Ecc. = Concentric Dead Load = Concentric Live Load = Concrete Weight :;: ----Using: UBC Sec. M-n * Phi : .Moment Capacity Applied: Mu@ ~id-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress 648.0 II Point Lateral Load = 150:0 II 120.0 # ••• Height from Base = 17.00 ft 5.10 in (this is a Seismic. Load) Uniform Lateral Load = 75.0 plf 2620.0 II ••• distance to Bottom = 12.00 ft 0.0 # ••• distance to Top = 27.00 ft (this is a Seismic Load) 157.00 pcf Wind Load = 18.00 psf SUMMARY 1914.0 method ••• Deflections are Iterated----- Seismic = = = = = Max. As¾: Q.6 * RhoBal 0.0128 Wall Weight ., . = 121.02 psf Maximum Service Deflection 269794.0 in-II 158452.6 in-II 10072.5 in-# 120.0 psi 45.3 psi 0.0069 1.381 in 235 :1 Wind 260169.2 in-# 27434.3 in-II 3607.7 in-# 120.0 psi 45.3 psi 0.0069 0.098 in 3315 :1 Effective Strip Width = 12.00 in Ht/Service Defl Ratio = Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars @ base of parapet at = 16.8. in 16.8 in -------fACTORED LOAD STRESSES ---------------SERVICE LOAD DEFLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Her Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS ~SED --- ACI 9-1 & 9-2 DL - ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic = ST = ACI 9-2 Group Fa.ctor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 111.411 FactGr UBC 2625(c)4 110.911 FactGr ----~--- V4.4B Cc) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 1.923in 0.120in 145024. 9 in-# 26788.5 in-II 158452.6 in-II 27434.3 in-II 1.964 in 0.123 in 158452.6 in-II 27434.3 in-II Basic Def~. w/o P-Delta = · Basic Homen1; w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.437 in 103589.2 in-# 110327 .0 in-II 1.381 in 110327 .O in-II Wind 0.096 in 21313.8 in-II 21803. 7 in-II 0.098 in 21803. 7 in-II ------------ANALYSIS VALUES ------.-----,--,,.- E :57,000*(f'c"'.5) = 3122019 psi S-gross n : 29 ,ooo/Ec = 9 .29 Mer. = S * ·Fr Fr: 5 * Cf'c"'.5) = 273.86 psi Rho balanced Ht / Thk Ratio = 35.03 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0. 737 in2 'a'= (As*Fy + Pu) /(.85*f'c*12) = 1.445 in 'c'= 'a' / .85 = 1.701 in Moment of Inertia ModHication Facter 1.00 I-gross = 7.91.5 in4 I-cracked = 250.6 in4 I-effective CACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.9Q Mn= As(eff) * Fy *Cd -a/2) = 299771 in-II = = = 171.1 in3 46864. 5 i n-11 0.0214 Wind 0.708 in2 1.388 in 1.633 in 1.00 791.5 in4 243.8 in4 0.0 in4 0.90 289077 in-II GEORGE R, SAUNDERS ASSOCIATES, KW060361 I I I I I I(> .. I I I I I ·1 le, ·.· .. I, I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/26/97 Page: M1tf' TILT-UP CONCRETE WALL PANEL STRIP DESIGN 0 CASE h: 5FT BTWN DOOR & WOW@ gl 3-F.6 CRITICAL SECTION AT WDW/SPANDREL HEAD -----WALL DATA Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity¾ Used iii Base Seismic Zone = 27.00 ft = 1.00 ft = 6.50 in II G~) = = 0.300-= 0.300 = 150.000 = 0.0 = 4 ----MATERIAL DATA _,.___ __ f 1 C = 3000 psi Fy = 60000 psi Phi = 0.90 Min. Vert Steel ¾ = 0.0020 Min. Horiz Steel¾ = 0.0012 Max. Vertical Spacing = 18.00 in VERTICAL LOADS --------LATERAL LOADS-----,.-- Uniform Dead Load = 648.0 # Point Lateral Load .. 150.0 # Uniform Live Load = 720.0 II ••• Height from Base = 17.00 ft ••••• Ecc. = 5.10 in (this is. a Seismic. Load) Uniform Lateral Load = 75.0 plf Concentric Dead Load = 2620.0 # ••.• distance to Bottom = 12.00 ft Concentric Live Load = o.o # ••• distance to Top = 27.00 ft (this is a Seismic Load) Concrete Weight = 223,00 pcf Wind Load = 18.00 psf --------------~UMMARY ...,......---,------------ ----Using: UBC Sec. M-n * Phi : Moment Capacity Applied: Mu@ Mid-Height Mu iii Top of Wall Allow Axial Stress 1914.0 method ••• Deflections are Iteratea ---- (] Seismic = 70257 .2 in-# = 93136.3 in-# Overstress! = 0071. 9 in-II = 120.0 psi Max. Horizontal = 18.00 in Actual Axial Stress = 64.4 psi Wind 164591 . 5 fo,,.JI 29866.5 in-# 3607. 7 in-# 12().0 psi 64.4 psi 0.0103 0.294 in 1101 :1 'd' : Depth To ,Steel . = m Max. As ¾: 0.6 * RhoBal 0.0128 0.0103 Wall Weight . = 120.79 psf Maximum Service Deflection Effective Strip Wi0dth = 12.00 in Ht/Service Defl Ratio 4.884 in = = 66 : 1 Excess Def l Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars iii base of parapet at = 18.0 in 18.0 in -------FACTORfD LOAD STRESSES -------------SERVICE LOAD DEFLECTIONS ----- Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 111.411 Factar UBC 2625(c)4 110.911 Factar V4.4B (c) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 6.078 in 0.486 in 144922. 7 in-II 26788.5 in-# 193136.3 in-II 29866.5 in-# 7 .033 in 0.589 in 193136.3 in-# 29866.5 in-II Basic Defl. w/o P-D.elta = Basic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection·= Max. Iterated Moment = Seismic 1.259 in 103516,2 in-# 127393.1 in-# 4.884 in 127393.1 in-# Wind 0.275 in 21313.6 in-# 22788. 8 in-# 0.294 in 22788.8 in-# --------------ANALYSIS VALUES ______ ..;.._ ______ _ E :57,000*(f'c".5) = 3122019 psi s-gross n : 29~000/Ec = 9.29 "Mer = S * "Fr Fr: 5 * Cf' c".5) = 273.8Q psi Rho balanced Ht / Thk Ratio = 49.85 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0.737 in2 'a' = C-As*Fy + Pu) /C.85*f'c*12) = 1.445 in 'c'= 'a' / .85 = 1.700 in Moment of Inertia Modification Facter 1.00 I-gross -274.6 in4 I-cracked = 94.2 in4 I-effective CACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * C d -a/2 ) = 189175 in-# = = = 84.5 in3 23141.3 in-# 0.0214 Wind 0.708 in2 1.38~ in 1.633 in 1.00 274.6 in4 92.0 in4 0.0 in4 0.90 182879 in .. # GEORGE R. SAUNDERS ASSOCIATES, KW060361 :le~:. . ,'• :I ·I I I I I F .: . I I I I I ·1 . le .. _ .... I, I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/26/97 Page: f'1 ~ SINGLE SPAN BEAM ANALYSIS (0 CASE i: MAX MOMENT AT WINDOW HEAD ----SPAN DATA ------------MEMBER DATA----'---'-- Center Span = 27.00 ft !:Inertia = 1.000 in4 All distances for load locations refer Left Cantilever -0.00 ft E:Elastic Modulus - 1 psi to left support .. Neg ('-') distance-s Right Cantilever = 0.00 ft · End Fixity Pin/Pin means load is on, left cantilever ----UNIFORM LOADS ----------------TRAPEZOIDAL LOADS ----------- Center Span #1 = 67.00k/ft # 1: 75.000kift@ Left, 75.QOOk/ft@ Right, Start@ 7.00ft -> 27.00ft -------CONCENTRATED LOADS ----------------APPLIED MOMENTS -------- # 1 = 150.000k at 17.00ft -----------'-------------SUMMARY-------------------- ----Moments----- Max. Span Moment Max. Mom. Location Min. Span Moment Min. Mom. Location Max@ Left Support Max@ Right Support MAXIMUM MOMENT =12824. 77 k-ft = 14.36 ft = -0.03 k-f1: = 27.00 ft = 0.00 k-ft = 0.00 k-ft =12824. 77 k-ft V4.4B (c) 1983-95 ENERCALC -----Shear-s ----- Left support = 1515.61 k Right Support = 1943.39 k ----Reactions---- Left Support = 1515.61 k Right support = 1943.39 k -----Deflections----- Max.@ Span= -1656686783167.523 in at 13.! __ ..._ ______________ Query Values ------------ Between Supports @ X = 7.00 ft, M = 8988.65 k-ft, V = 1043.771 k, Defl. = -1192CI 1--D i_ ~ (',{lt'Y /\1,()M-\;:'·,,._,-1 0£.C. ,vtt F e WI r,JODW /srA~SO'(l,eL-~,tl('D 61..,0/' GEORGE R. SAUNDERS ASSOCIATES, KW060361 : Ir-.,., : (:·.-: ~.< ·.1 :I I I I I I ,r.·:. I(·;·,;.: : ·,:· . . ·.· I I I I I lq ... I,!· I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92l08 LEGOLAND CARLSBAD SERVICE & ADMIN CLUSTER WAREHOUSE BLDG Date: 05/26/97 Page: H0v TILT-UP CONCRETE WALL PANEL STRIP DESIGN CASE j: 2FT ROLLUP DOOR JAMB W/CANOPY@ gl 3-F -----WALL DATA Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICp Parapet: ZICp Min. Allow Deft Ratio Fixity ¾ Used @ .Base · Seismic Zone = 27 .00 ft = 1.00 ft = 9.25 in II 5 = 9.00 in = 0.300 = 0.300 = 150.000 = 0.0 = 4 ----MATERIAL DATA ---- f'c = 3000 psi Fy = 60006 psi Phi = 0.90 Min. Vert Steel¾ = 0.0020 Min. Horiz Steel ¾ = 0.0012 Max. Vertical Spacing = 16. 76 in Max. Horizontal = 18.00 in 'd' : Depth To Steel = 7.50 in VERTICAL LOADS LATERAL LOAQS Uniform Dead Load = 1296.0 II Point Lateral Load = 300.0 II Uniform Live Load = 1440.0 I! ••• Height from Base = 17.00 ft ••••• Ecc. = 5.10 in (this is a Seismic .. Load) Uni.form Lateral Load = 82.0 plf Concentric Dead Load = 4368.0 II ••• distance to Bottom = 12.00 ft Concentri.c Live Load = 0.0 II •.. distance to Top = 27.00 ft (this is a Seismic -Load) Concrete Weight = , 157 .00 pcf Wind Load = 18.00 psf --------------SUMMARY-------------- ----Using: UBC Sec. 1914.0 method •.. Deflections are Iterated---- M-n * Phi : Moment Capacity Applied: Mu Q Mid-Height Mu@ Top of Wall Allow Axial Stress Actual Axial Stress Max. As¾: 0.6 * RhoBal 0.0128 = = = = = Wall Weight ., . = 121.02 psf Maximum Service Deflection = Seismic 219300.6 in-II 201064.6 in-II 19840.0 in-II 120.0 psi 66.8 psi 0.0046 2.067 in 157 :1 Wind 204361,8 in-II 29642.2 in-II 7077 .8 in-II 120.0 psi 66.8· psi 0.0046 0,108 in 3002 :1 Effective Strip Width = 12.00 in Ht/Service Deft Ratio = Live Load Doesn't act w/Short Term Seismic Parapet Wt Used Space bars @ base of parapet at = 16.8 in 16,8 in -------FACTORED LOAD STRESSES -------------SERVICE LOAD DEFLECTIONS ----- Basic Deft. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Mer Max. Iterated Deflection Max. Iterated Moment = = = = ---LOAD FACTORS USED --- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic= ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact= ACI 9-3 Short Term = UBC 2625(c)4 111.411 Factar UBC 2625(c)4 110.911 Factar ----· V4.4B (c) 1983-95 ENERCALC 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 2.585 in 0.129 in 169769.9 in-II 28608.5 in-II 201064.6 in-II 29642.2 in-II 3.142 in 0.134 in 201064. 6 i n-11 29642. 2 in-II Basic Deft. w/o P-Delta = B~sic Moment w/o P-Delta = Moment in Excess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.505 in 121264.2 in-II 135970.0 in-II 2.067 in 135970.,0 in-II Wind 0.10.4 in 23067. 9 in-II 23862. 7 i n-/1 0,108 in 23862. 7 i n-11 -------------ANALYSIS VALUES ---------,----- E :57,000*Cf'c".5} = 3122019 psi s-gross n : 29,000/Ec = 9.29 Mer = s * Fr Fr: 5 * (f'c".5) = 273.86 psi Rho ·balanced Ht / Thk Ratio = 35.03 Seismic As(eff) = C Pu:tot + (As*Fy) J / Fy= 0.586 in2 •a•:;: (As*Fy + Pu) /(.8S*f'c*12) = 1.15_0in 'c'= 'a' / .85 = 1.353 in Moment of Inertia Modification Facter 1.00 I-gross 791.5 in4 I-cracked = 215.7 in4 I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) ·* Fy * ( d -a12 ) = 2436~7 in-II = . 171.1 in3 = 46864.5 in-II = 0.0214 Wind 0.543 in2 1.065 in 1.253 in 1.00 791.5 in4 204.8 in4 0.0 in4 0.90 227069 in-II GEORGE R. SAUNDERS ASSOCIATES, KW060361 I,' --·-----------· ·--··-, ........ ,_. ______ ....... ------- (,~-:: :. ;._: /·: MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 .I I I .I I ' 1 I , • ' ,, , 1 •, t , It l ' I .. ( 'f \ \ ,.----.., ._.:·.·.\ ··._.:.'· ,, ,_ --------l, "'"'tp.,.,.,_ '1----+- IOU 7,- I 1' . Ill c.{11~ " ~Ill . (ii I --' } i,1.-+'' l 'I , i,,_ . . {l)' / . CALCULATED BY --IM----'--'7.A-.__.,----_____ DATE G-2,1-o/1 CHECKED BY -DATE ____ _ SCALE' &?1}Af O}\J ~-0,-r A.,, lCh LPkO ING Oet:(C.... " .WA·l,L., ... ,, I .- 4-a e '7,6lJ7) r~fl- tr:;,..~ ~5 p.c~ ~fPt7Ff-;".',,(O(lO~ ..... o.~ pA7~\vt?:" :!.'=.. ~ IWT7\-z... rief6-t"7T'. f NCL-' t f'tz:t 6f7o1J . ·) ~rl:--~ovvOWI~~~ ~et-cA'LC- ~fr~ -5ti-e:i;;-r ___.:l WA11..--: e,r1 ~rJC.-u/ l¼-4-et ?--, ~- Prb ' 2 'o.-4''1 >< I l-6'1 1,,t,/ JJ 4-e°H4. r:.tf:.8 •1' 1i.,1• ';1•·:, l'1ll ,t\·'!ol,•,.,1-,1'/J .. ' .. ; ·- '• I -., I I I (~· . : ·, :.~·-_:. I I I I I I: I I(:?:::. ·.:_·.:.·.· .. I I I I I ·1 I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOIJJID CARLSBAD SERVICE AND ADMINISTRATION FSA (619)497-2118/FAX 497-0429 COMP A~205 MAINT/STORAGE Date: 05/21/97 Page: f-10$ CANTILEVERED RETAINING WALL DESIGN LOADING DOCK SIDE WALL H = 51-611 ---WALL & fOOl'IIC DAT! -------VERTICAL U>Are ---- Retained Height = 5.00 ft Axial DL on Stem = O plf Wall Ht. above Soil = 0.50 ft Axial DL on Sten = o J?lf Toe Width = 0.83 ft · .... Eccentricity = o.oo m Heel Width = 1.50 ft Surcharge over Toe = 125.0 psf Total Footing Width = 2.33 ft Surcharge over Heel = o.o psf Footing Thickness = 12.00 in Note: Toe Surcharge Resists overturning ----LATERAL IDADS---- Lateral Load Acting on Sten Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End = = = = o.oo psf 0.00 plf 0.00 ft 0.00 ft Key Depth = 0.00 in Note: Heel Surcharge Resists Overturning Key Width = 0.00 in ----SOIL DAT! ----. ADJ!CEr.r FOOlIIG----- Toe to Key Dist. = o.oo ft Allowable Bearing = 2500 psf Vertical Load = o.o # ---SLIDIIC CBE<X ---Active Lateral = 35.0 pcf Load Eccentricity = o.oo in Ft9/Soil Friction = 0.35 o.o pcf Footing Width = 0.00 ft ••••• Max Press. = Soil to Neglect = o.oo in o.o pcf Ftg. CL to Wall = o.oo ft Lateral Pressure = 590 # o.o :1 Vert. Position of Ftg. •••.• Slope Press. = Backfill Slope = -Passive Pressure = 573 # 350.0 pcf ... Above/Below:[+/-] = o.o ft -Friction = 512 # 110.0 J?Cf Spread Footing ? No Passive Pr~ss. = Soil Density = Add'l Force Required = o.o # o.oo m Soil Bt over Toe = -----,.. SUIIHARY FOOIDIG DESIGI----------- Pressure@ Toe = 1943.6.psf Soil Press. Mult. Toe Heel fie Pressure @ Heel . = O. O psf By ACI Eq 9-1 = 2721 O psf Ff Allowable Press. · . = 2500 psf Mu-Upward = 765 O ft-# Mrn. As Percent Ecc. of resultant ' = 7. 96 m Mu-Downward = 133 340 ft-# Omit SP Under Heel ? = = = 3000 psi 60000 psi 0.0012 No Max. Shear @ Toe 2.66 psi Mu-Design = 632 -340 ft-# -~--Toe Heel Max. Shear @ Heel = -0.36 psi One-Way Shear: # 4 @ 19.61 17 .54 in o/c Allow. Ftg Shear =--93.llpsi Actual = 2.7 0.4psi # 5@ 30.39 27.19 in o/c Factors of Safety: Allowable = 93.1 93.1 psi # 6 @ 43.14 38.60 in o/c overturning = 1.59 :1 Cover over Rebar = 3,50 2.50 m # 7 @ 48.00 48.00 in o/c Sliding = 1.84 :1 'd' = 8.50 9.50 in # 8 @ 48,00 48.00 in o/c Ru = Mu/bd"2 = 9. 7 4.2 psi # 9 @ 48.00 48.00 in o/c ------------SUHHARY OF FORCES & IOIEITS-------'-------...,... Origin of Force ••• --overturning. lkflenW--# . ft ft-# Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil@ Heel = Adjacent Ftg. Load = Surcharge over Heel = Surcharge over Toe Axial Load on Wall = Load@ Proj. Wall = Averaged Sten wts. = Added Lateral Load = Footin9 Weigllt = Key Weight ------· = Vertical Conponent of Active Pressuie Totals = 630.0 0 -17.5 0 o.o 0 -39.8 0 o.o 0 o.o 0 0 0 572.7 # 2.00 0 0.33 0 0.00 0 0.50 0 0.00 0 o.oo 0 0 0 Resisting Totals Used For Soil Pressure (Vert. Conponent of Active Pressure Renoved) V4.4B (c) 1983-95 ENERCALC 1260.0 0 ..:5,8 0 o.o 0 -19.9 0 o.o 0 o.o 0 0 0 1234.3 ft-# ---'----'---Resisting HolenW---- # ft ft-# 0 . 458,3 0.0 o.o o.o o.o 103,8 o.o 0 550.0 0 349.5 o.o o.o 1461.6 # 1461.6 # . 0 0 1.91 876.9 0.00 o.o o.oo 0.0 0.00 o.o o.oo 0.0 0.42 43.1 0.00 o.o 0 0 1.16 639.8 0 0 1.17 407.2 0.00 0.0 o.oo o.o 1967.0 ft--# 1967.0 ft-# (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 ~I :_I .;1 :I ·I :1 I I I (::.::, ··.:-,::· I G> I I I I I ·1 I "~ ( · .... I. O"' . ' I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 CANTILEVERED RETAINING WALL DESIGN LOADING DOCK SIDE WALL H = 5'-611 ( ••••• continued) ---STEM SIJIIIIARY ---Top Stea: From 2.00 ft to Top of Wall 8.00in Concrete w/ # 4@ 12.00in, d= 4.00in f'c= 3000.0psi, Fy= 60000.0psi · Wall Wt.= 100.00psf, Bar Embed= 12.0in Mu= 267.8 <=Mn= 3423.0ft-# Vu= 4.41 <= Vn = 93.llpsi Interaction Value= 0.078 Second Stea From 0,00ft to 2.00ft s.ooin Concrete w/ # 4@ 12.ooin, d= 4.00in f I c= 3000. Opsi, Fy= 60000·. Opsi Wall wt.= 100.oopsf, Bar Embed= 6.0in Mu= 1239.6 <=Mn= 3423.0ft-# Vu= 13.50 <= Vn ·= 93.llpsi Interactlon Value= 0.362 .------· V4.4B (c) 1983-95 ENERCALC PROJECT# 960240 LEGOLAllD CARLSBAD · SERVICE AND ADliIHISTRATIOll FSA COMP A-205 MAINT/STORAGE Date: 05/21/97 Page: M1~ GEORGE R. SAUIIDERS ASSOCIATES, KW060361 :::1 !.~. (}) MARTIN & DUNN, INC. 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' -SI ~ •i I t 1 !· I t I I f I t ~ f t f t J f f f ' i i \I -·--·--··-----..... -····-----·-. -... i; MARTIN & DUNN, INC. :·1 Structural & Civil Engineers -:: 7801 Mission Center Court Suite 400 :_ (>\ SAN DIEGO, CA 92108 · · · .. ·· Phone (619) 497-2118 (I Fax (619) 497-0429 SHEET NO. ____ __,__..M.__.~ ....... -'--OF----- CALCULATED BY ~ DATE. 0~iz..-q, CHECKED BY -DATE ___ _ SCALE ~ 01,ietlYl,tGl:1 ~a-fepy l& ·., - .. _:::I ~-~(; t21g{J t::AGl-1 ~ a:]E,:,t?U 1.,G ~: 1 : .. I .. ~:-1 .. .. .. :::1 .. .. .. .. ·::1 ( :_-·.·. ·.· .. ~:I i'.I. ·:I •, 'i:I ::-1 :;:.1 .. ::1 :\1 ·.'.ii :?:., .. ::_.: H~\l rv~nnc. {ZI J,/4" ~i II R,1, II .,., (2.4, ,, .. (2J5 II ----rzv I/ ...._"':-... - fl1 I/ ----· f-.6 h rl0 II I?. ID •1 _ _:::-·::.::-· ()t/lfH .1Y('f: 'f---tN6 LI 1J eL-1L-O {Z:x°') -t,ut-Ci -{ii.,V-0 tj . 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Erection Bracing N~iling to Chord and Flange Members (\:··:·. NOTE: _ Nailing pallern to be per plans and s~cilicatlons. In addition, nail spacing shall comply with the cri- teria listed herein. Nails shall not be less than 8d (2½") or greater than 16d (3½"). Chord or flange members Widest o.c. spacing for nails in each chord or flange member: -24" o.c. in each chord member for all open web series -18" o.c. for T JI joists with flange widths less than 2inches. • 24" o.c. for TJI joists with I/ange widths greater than 2 inches. .. --· Closest Allowable On Center Spacing For Nalls In A Row .=:1{":f· '·l:~~· .. :'-i·;l-:, '· ~ ' .. ,, .. •;:,, .. /·· k;i{~t1;:~i:; ~·it~f;~I~:!,\•'.::. 1 . . : TJI Joists : .. ·, TJLX Serl11 :.,. ·'/}:,: :~: •::,f? ·J'! Standard '. . -J? •· Nall ,,,I !-: ·1V · Dia. f :-~?~;· .,· (Mlcrollam LVL Flana11I · ; . TJL Serles.· Mlcrollam . ; . Nall Length· ·· . ,,·, ;:•Type ''. ., Bd' 21/2" Box Common 10d 3• Box Common 12d 31/4• Box Common 16d 31/2" Box .common NOTE: If more lhan one (1) row is used the rows must ~.olfsel at least½." .113" .131" .128" .148" .128" .148" .135• . 162" TJl/15 Jol1t1. All Others ·. · TJW S11111 ' LVLChord 2111• 2· 4• 2· 31/1• 2· 6" 2· 3• 2· 6" 2· 41'1" 3• 6" 3• 3• 2· 6" 2· 41/2• 3• 5•· 3• N.A. 3• &· 3• N.A . 3• 8" 3• *14 gauge staples may be a direct substitute for 8d (2½") nails when having a minimum penelralion of 1 inch into-the main member. -Solid Sawn : ·. •:,, Chord··,, 4• 6" 6" ii• 6" 6" 6" e· .:::'·}}'.;}~.~~?i~ ~~!~1,h1t,:1 ~-ic"""~S·· :·\~;; TJS -,1,, -:i1TJM & TJH;~ h·. S11l11 ~· · •l:• S1rl11., ,_ 4• -2· 6" 2• 6" 2· 6" 2112• 6" 2· 6" 2112• 6" 21h" 8" 4• ,,:.-.·.·. .....~ . . . . : .. -_________ _,;;.... ____________________________________ _ Cross Bracing Bottom Chord Restraint T JL, T JLX & T JW Serles Bottom chord restraint is required to stabi- lize the bottom chord during erection. This restraint is adequately p·rovided for by the bridging members and nailers as required. Bracing may be required at cantilevers as determined by Trus Joist MacMIiian Engineering Department. T JS, T JM & T JH Series r'. :: . · :''.:··m chord restraint is required to stabi- h:..J· ,he bottom chord during erection and is typically provided by the erector. Bracing may be required at cantilevers as determined by Trus Joist MacMIiian Engineering Department. 10.2 .. Cross bracing is provided for all open web trusses at bottom chord bearing conditions~ Cross bracing to be installed as each truss is set. Maximum lateral load = 500 lbs. per truss. fZV\Z\Z\ZS(SZSZ\ZfSZY\Z Bridging . . ~\/\l\l\f\l\/\l'f\Z\l ""''""""'""' at mJ-., lo< Nail~i' requir~ at all top chord spans beyond 40'-0.· Bridging may bearing cond1t1ons serve in place of nailers when used. (See bridging requirements, page 10.5.) NOTE: 1 x4 min. nailer is to be attached to top of boltom chord wilh h8g.(2½") nail in each chorct !ll8!llber. ;, .. 1 • : -' ; ,, ' -~ i T REV. 7/96W :._· .. :I ·:...,_,.; ·--:J :_·I Allowable Lumber Stresses .. ···1 :--1 .. . · Solid-Sawn Lumber Grades Tn;::-:-1oist MacMillan developed Its own lumber rf: · ::·:":·several years ago because the standard gr&;:;ing rules did not contain all the provisions necessary for Its extraordinary use. Industry standard grades for these sizes of lumber are based on a use as light framing or joists and planks where the primary slresses are in bend- ing. Wilh Trus Joist MacMillan products the primary stresses are axial compression or tension, and bending stresses are secondary. In addition, the chords of open web trusses are regraded at the pin areas where stresses are highest lo assure clear wood al the net section. At other sections of the chord the stresses are lower. Trus Joist MacMillan grades must provide for determining a clear wood strength as well as a strength where knots are allowed. Mechanical stress rating provides a more accurate method of determining clear wood strength than can be accomplished visu.;illy. The combinations of both machine stress rating and visual grading . '.-1 Mlcrollam• Laminated Veneer-Lumber Microllam8 LVL Is a laminated veneer lumber · 1 (I_ ".7:'.·:_ developed by Trus Joist MacMiJ!an. 1/io• : . a-.:·:,::"·:;'• veneers obtained by roll peeling of the :. basic· log are laminated with a waterproof adhe- sive in a continuous press resulting in a billet of · 1 · Microllam .. LVL which is up to 4 feet wide, of · various specific thicknesses between ¾• and . 21K and of length as required up to 80 feet. Mlcrollam• LVL is then ripped to specified widlh · 1··· and used as flange material for T J'l8 Joists, · chord material for T JS'N trusses and for nurner- : ous other (primarily structural) applications. -I .·.I Microllam"" LVL is extraordinarily consistent, i.e., moisture content, strength and deflection char- acteristics with the natural defects of the basic log so dispersed that their Individual effect becomes almost negligible. Ultrasonic grading _:::.::.:.:: 9.6 not only meet-our unique needs but pro- vide for more reliable strength and Modu- lus of Elasticity determination. Many lumber mills supply lumber conform- Ing to the specific Trus Joist MacMillan product requirements. Several grade slamps are used to identify the lumber as follows: A(1.8E), AA(2.0E), AAA(2.2E), 210011.8E, 24001 2.0E, and 27001 2.2E. Some suppliers grade to meet all requirements of the Trus Joist MacMillan grades.· · An extensive test program has been conducted to prove tho grades. The design values approve,d by the model building code groups are as follows: Allowable Unit Stresses In Pounds Per Squani·lnch Lumber Compression.Parallel to E'xlreme MOE Grade Tension Grain Fiber In X ldentlilcallon At PPIII Olher At PPl'I Other Bending 10' TJAAAC•I or 2700I2.2E 2300 2150 2500 2soo· 2700(21 2.2 192°!,---1650--fa25 ---·--------T JAA''' or 24.001 2.0E 1925 2400121 2.0 T JA''' or 2100I1.BE 17()0--foio 1100--1700-2100121 -f:if--- (1) Al PP is used al drilled areas. (2) Stress shown Is for lumber used on edge. When loaded-llalwise, Fmay be increased 18 percenl •. (3) For panel point spacing.less than 24 inches on-cenler, tension stress shall be reduced to 2100 psi • (4) Species used are Douglas lir-tarch, southern pino, hem-lir, spruco pino-lir and l;nglomann spruco•lodgopole pine of the veneers.assures the consistency of Microllam'9 LVL. The coefficient of variation in s,trenglh characteristics of Mlcrollam8 LVl is less than half that of solid-sawn lum· ber effecting a highly reliable structural material. The following are established allowable stresses and properties of Microilam• LVL: Grado Truss ,Chord Grade TJt-Jolsl Flange Grade 2.0E Header Stock Ill 2.0E Header Slocklll 1.BE Tension Parallel lo Grain Allowable· Unit Stresses In Pounds Per Square Inch Compression Compression - Parallelto Perpendicular . . .-..__-Ho~lzonial ·._': .. Grain to Grain Shear · · 1----.---1----.---1 Parallel Parallel Perpendicular to. Iha Perpendicular to iha Nol At Bending to the Glue Glue lo the Glue Glue MOE Panel Extreme Line Lina Line Line X Al NolAt Al Panel Panel Panel Point Point Polnl _Point fiber 111 (Plank) (Joist) · {Joist) ' (Plank) · 10' 2300 2100 3000 2550 3000 480 750 285 190 2.2 .,. 2100 2100 480 750 285 ,190, 2.0 -2925 480 750 285 190 2.0 -2600 480 750 285 190 1.8 Lateral nail holding and withdrawal with Mlcrollant' LVL are as provided for Douglas fir sawn lumber. Reference page 10:2 lor nail spacing. (1) For 12• depths, '9r other depths mulliply by [ ~ ]0· 136 (2) See NEA-126 lor other Mlcrollam4 LVL grades. ., REV. 8/96 W ··u·--· • ... .. ,• .... ::) ... ··.:.;;·· ~..:1 -.-:I }I .-:--: ?1 ··. ·., ::I .·, '· .. ::1 '.:-1 :_:·1 ···1 ·.·. . ... _.If.':.-:;:_ .\ .. _:·:-:.;· .. .. .:I ·, MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 , I • , J ll , ' I I JOB L£7ro Af};11tv LlV.F{QZ SHEET NO. 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'2-),q i//j 71.,17-t Bl:b .N '" /1-····--·--"···----··-----~-----~-----·-· ·: -.----····-.... /_: MARTIN & DUNN, INC. · I Structural & Civil Engineers :·-_-7801 Mission Center Court Suite 400 :::. (_;_:.=;-, SAN DIEGO, CA 92108 ~.;. Phone (619) 497-2118 \I Fax (619) 497-0429 ·.:: :::·1 .. ,• ?I .,' ·-·1 / ... _I ... :,I ,.·, ,• .f.. I ··1 Z41 .,. ·.· .. JOB ldfkt>~v · HAJ1Vr:~ ~£?: qh124o SHEET NO. .. · _ M4t5 OF------ QALCULATED BY F..-11::: DATE · ~U..,..t:J1 CHECKED BY~-----DATE~---,---- SCALE bnp~varc Jkt6lS fAiJ~ ,.., ! \\,.f ! ..c I I ' , z.4.l ' V& ~ f i + ~P/\ + 12-~ -1"' {2,CktJOP'-( +· W/11,t, ~~5MIC. U5'f() _ . .. :::.. 6\t'Z.+ 1q,1 + , 1,0+ -z,'2-.. + CUtZ----t-0•'7.-f· -Zi1 .-t~,'.P.+-14,oJ_ ; -:::.-l'?v'L ... e.~«1JfYJ'( :-o,15~{iG}hP)'{w'i)tui) ~ Z/2-1<- • 1,,, ~(' ·'1 ·t "? j .... - 1-~ '? Yl .. \I N----··---···----··---··--··-------... ,,_. ___ .... -··. JOB lLW tA?J~ · /rvN, N ffewtb qbo?AO '.; .•• C) ;::I :ii _:'::I .'.·:1 .'• .. . :_._, .• ·.:I ,• ... 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MARTIN & DUNN, INC. . -,, JOB l.JK4> t,-1t1J r:; i }11 Ai vr tt 6rlJ(IAto,; q WZAo :'.-1' ·.· (}) .. /I .. :.: ··1 ··: ... ·:.-. . :,-1 ,·.· -~-=: \1 .. ::-.:1 ... ti .. \1 'J .: t->· :.:1 ·:.· . .-...... ,., . .-·:·1 ·, ··1 . ~- , • .. :1 :.I '· '.I :;·I: '.IC . ·.:_{."·1 . " )I : :I Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. ,;-:: I . M·v~. OF ___ _ Phone (619) 497-2118 Fax (619) 497-0429 CALCULATED BY -~_._?Y"-"-:: ----DATE . v ... v;---e;-? CHECKED BY · · DA,E SCALE ~fo~6N7-. A· 1,,l)f :fArJ ~ .... .I I . , .., -;, g-(\; I \\: I I 18' I ~ -"'-r . I J I t;, J ·11' ,, ! ~, ~ t I u' ;. ~· 'I . 11l/ '•, ?tlQlt OJtreHzurJ oN I 0~ YI d 11. 12f' .k-,(t 0/c,'lV FmZCCJ~ \/tA t/Ve:. ~ &-r-f (ft) p,ce 'TD Pt a2j 1D .. 1'1~ {f1) cl-e>li43Y -@::\tJf (j(261).; (J hJR01W (}I~ --z_. . ---~ -·--·---· ,. .. ,-~, ---..... _ I II II tU> ~' CJ;, fj,Cj{J/; fj.'?l>~ ie>i.f> . 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Structural & Civil Engineers • 7801 Mission Center Court Suite 400 SAN DIEGO, CA92108 Phone (6i9) 497-2118 Fax (619) 497-0429 .\Af/lltv ~lJb ae,o L+wG@ dA1;1P ~tJWta:HaCC SHEET NO. · 7104' OF--'--. -'---- CALCULATED BY ~r _ DATE. g.,14-tJ--J CHECKED BY · --DATE ___ _ scALe U'J~')VBJJ[ A/ 1btJ £4·tJlfSlto/ -~ lz_., -'j,4-V \ l~ //1~ Oi<,6 V, If? 1t,'5" J-... B ·· ·qi. · woi£3 It,~ 0/3'?7 0116 ~,; · o ,~ 14V rthli ti,?, t?~e1 OtllZ-1,;- 1,-~ · tfi:. ·:ni; ~,i5 O.fltr o,n Je5 r 4--4-4-:-· U, '1 · _/f 1 ~ ti, 1/fo O ilD t-·'i. -:.-1 -· MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB U@ L-A-rJo · M,1taJT /~l?-kb~ 'l{ft?Vft) SHEET No. f1~1 o·F ____ _ CALCULATED BY Bk DATE 6--z,1,'?1 CHECKED BY-----,------DATE------- SCALE 0MfO)~:P,.})f A, J,Ct5 'f?eAZGJ? fu,A:1H{Z I ,' , I ·, i, , b I ,~ • i •. • , ,1 1 , I I , b 1 , •• • I ,· I • •, ,. l •, ' .. ··1 .. ··1,·· :-: ' . . .. 15 1 . , .. ·._:.I :· ii :: J7bX{/I .(?, . " / (D ~- Wp!..,< It r~PC4-; ~ C), 071, icLJ.. W vt,~ -u> psfl ( 4) " Ov~80 \?~. WTL--~ t1 .I Eil r1J. · · ,:I .: :I, : ~ .1.: .'.I :' ~\1 ~ ·' I ' ·;1 :·: I(, -:::.:::· '.I ,:: -, :I ::OZY-W:llX@Z- (2eAO-7f f¼i17 1 I -:-11,1 ·e&nf-. dwn ~.t>,n6i ---i,16'} ~I •r i~t (/16 I c.:in+. dwn. r.--tJI vt6 l ~ '31 t-z.' ~ ,-(/ J7G?]bN forl., i-z ':; '261 1-;;. % ,_ 3 1 .-7,.'"2.-I 1A----, u'· x-t' :.864--f·~ ~L·-~ p#. w 17.., t! ~JB +,z.o) { + > ~ \ f:i2--r ~ M-i..wi;: ~ tHisz(1--,z,),z.._ -z q, z. v~J. e~.ul '1 0.157-CziJ.,,, 1,1 ic~ 7(µJ -z,~ ~ '8 ~ -~ / ,9'(1.£& ~ ~ 7-• CIJ-J (7( bf; if~i') ~ :?, Vt I V1 fr' \-1 l\J. . . . V!ZA-v-yoece··-z-t,1.G~ ~ :i-e/=-;Ud.~i,:... --;z, r . .... ,. :11, ',·•'. ,h)."', I I I I 1('7-_.:. ::::.- I I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION.CENTER CT SUITE 400 SAN DIEGO, CA 92i08 STEEL BEAM DESIGN TWO-STORY BRACED FRAME ROOF BEAM, FULL LL -----BEAM DATA ----- Center Span Length = 24. 75 ft AISC Section Left Cantilever = 0.00 ft . Section Depth Right Cantilever = 0.00 ft Web Thickness· Unbraced Length = 12.38 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load Acting with Short Term Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 rT, y Beam End Fixity Pin:Pin = = = = = = = Date: 05/27/97 Page: r'\'6l, STEEL SECTION DATA w21x62 20. 99 in Ixx = 1330.00 in4 0.400 in Iyy = 57.50 in4 8.24 in sxx = 126.73 in3 0.61~ in Syy = 13.96 in3 18.30 in2 r:xx = 8,525 in 62.13 # r:yy = 1.773 in 2.10 in -----------------~--APPLIED LOADS -----------------.---- -------------------Concentrated Loads---------........ --------- Dead Load = 16.80 k Live Load = 12.60 k Distance To Load = 12.38 ft Uniform Loads--------'----'-------------...-- Dead Load = 0.07 k/ft Live Load = 0.08 k/ft Distance To Start = 0.00 ft Distance To End = 24. 75 ft ·, ------~----SUMMARY---------~----------- USING w21x62, Max Stress Ratio= 95.01¾, Min Defl. Ratio = 641.61 Maximums •.• Actual .,_Allowable Moment = 198.3 208.7 k-f..t ••••• Stress= 18.78. 19. 76 ksi Shear = 17.35 120:90 k ••••• Stress= 2.07 14.40 ksi Deflection = -0.463 fb / Fb : ¾ max 0.950 fv I Fv : ¾ max 0.144 Min. DL Defl Ratio= 1111.99 Min. TL Defl Ratio= 641.61 ----- V4.4B (c) 1983-95 ENERCALC --------TABULAR SUMMARY OF LOAD COMBINATIONS -------- Moments •• Shears ••• M+ ii). Center = M-al Center = @ Left = @ Right = @ Left = al Right = Deflection.. al Center = @ Left = al Right - at 0.00 ft = Reactions Reactions a'.l Left ii) Right = = Dead Load+ Loads Placed as follows , Placed DL LL LL+ST LL LL+ST for Max Only @Critr @Cntr @Cants 1ii)Cants 198.3 17.35 17.35 -0.463 0.000 0.000 17.35 17.35 114.2 o.o o .. o o.o 10.06 10.06 -0.267 0.000 0.000 0.000 10.06 10.06 198.3 0.0 o.o o.o k-ft 0.0 0.0 0.0 o.o k-ft 0.0 o.o 0.0 o.o k-ft 0.0 0.0 o.o o.o k-ft 17.35 o.oo 0.00 0.00 k 17.35 0.00 o.oo 0.00 k -0.463 -0.463 0.000 0.000 in 0.000 0;000 ·0;000 0.000 in 0.000 0.000 0.000 0.000 fn 0.000 0.000 O.OQO 0.000 in 17.35 17.35 0.00 0.00 k 17.35 17.35 0.00 0.00 k GEORGE R. SAUNDERS ASSOCIATES, KW060361 · 1 i,,..,.. .................. ,-.. -~,-.... ¼ .. , ....... _~ .. _:. """ l,x:wl./Wo, JvlklD.:y~ 1wz4D :::1 _:_.: ,• :_:·::1 ,• :~'.·1 ,, :/1 ·_:I :_ii " ··1 ·: .. •,. MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 , t, / 1. J ,• • I • I ' II I SHEET NO. --H:6 OF----- _~,t::-=--F/.~·~A_ ~----DATE ,S~'J,,_ 1-:-q-:J · CALCULATED BY + .. :/r--~ CHECKED BY -DATE ____ _ SCALE &Mfa»iJT A--~ l?tt~ierz &-KY B &e-A12Ir _·. ~lv1 ~jrnY l/4tI2 J 1, / ,, J ' I f '• • (?L-: o,.;15 {?A-ns)/z i:.-i, q ,~ t?,tf ''"'" 0. q 1(., u.;,., t,f-i--:z-. a . 4-1(;... ,..,.z· . 1-=-. V 1/1.'Z-,, . ' ' -' /1 :f/-t·-:r· __ -jo'--___ Z ___ 4_n~s_' -.--· .,,.~..___,_""'Pf- , • • I \...,~: t:J./45f-Z4;76)/Z~7,7':5 k.. ;l l ' ~-:1 I /. •):::., }2,~/t.. . '&:,, '.7 ~- ··1 : ~· •' }I .. ... : ii ... /1 ,~I ) ./,1 \_:1 :,:: .. :_: .. :::.-· ~.:-.i. '.·I:·: :, l6,t5~ LA:fl~J?~ t&AO ~ (t>vu}wltdG ~CltLC, ~~-0 ~tk.et-i ·-~ ~--0.1 Vi Yl/.A-. 0-,-r_-o-,,-x-. ~-i-,1,x___.;.1 -J-lb-'10£:£f ___ "FTG_·-,- • I, ._:"' : -o.c .. T~ (?, '2:1 'rt/. --~---~ ~-.~· :·., ::'.I . .. .. . ... . ... ---- ,, <I! ,l lo I 0 .,, ,' 1 •• HI .11VJ: t, ti,,,. I Jf' !¥ r, ...... , ;/.:·:~·(:\:· :1 •v ·;1 :1 :I I C .. I .>· I I .1 I I le ~~-.. -. I .. I : ' I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINIST~ATION FSA COMP· A-205 MAINT/STORAGE Date: 05/27/97 Page: f1~ COMBINED FOOTING DESIGN TWO-STORY BRACED FRAME ----DESIGN DATA ---- Allowable Soil Pressure= 3000.0 psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does ·Not Combine With Short Term f I c : Concrete = 3000 psi Fy: Reinforcing = 60000 ps·i Concrete Weight = 145 pcf Overburden Dead Wt. = 110.0 psf Min. As ¾ = 0.0014 Column Size ••• 111= 12.0in 112= 12.0in ••• Base Height #1= O.Oin #2= O.Oin Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS ---- At Col 111: Axial Shear Moment Dead = 13.20 k 0.0 k 0.0 k-ft Live = 15.15 k 0.0 k 0.0 k-ft Shrt Trm•118.50 k 64.5 k 0.0 k-ft At Col #2: Axial Shear Moment Dead = 13.2 k 0.0 k 0.0 k-ft Live = 15.2'k, 64.5 k 0.0 k-ft Shrt Trm=118.50 k · 64.8 k 0.0 k-ft ----DIMENSIONS---- Ftg Dist left of Col 111 = Distance Between Column#' Ftg Dist right of Col 111;: Total Footing Length = Footing Width = Footing Thickness = 14.00 ft 24.75 ft 14.00 ft' 52. 75 ft 6.00 ft 42.00 in f -------....,..;.-----SUMMARY------------- Service Allow ACI Factored Left s_.P.: Static D+L= Short D+L+S: 715.6 psf 3000.0 psf 0.0 psf 3990.0 psf 9-1 = 1027 .6 psf 9-2 = 0.0 psf 9-3 = 0.0 psf Right S.P.: Static D+L= Short D+L+S: 877. 7 psf 3000. 0 psf 2217 .4 psf 3990.0 psf 9-1 = 1260.4 psf 9-2 = 3104.4 psf 9-3 = 1995.7 psf Resultant Ecc.: Static = 0.89ft Stability Short Term = 15.26 ft Ratio •••.••• Col 11-1 ••••••••• Between ••• Ru/Phi As Ru/Phi As Using Mu from ACI 9-1= 12.5 psi 0.71 in 11.8 psi 0.71 in ACI 9-3: 59.1 psi -0.71 in 90.0 psi 0.94 in ACI 9-3= 38.0 psi -0.71 in 40.0 psi 0. 71 in AsCin/ft of width), negative--> As al top of footing = 1.49 :1 •••••• Col #2 ••••••• Ru/Pili As 25.7 psi 0.71 in 124.4 psi 1.31 in 80.0 psi 0.83 in ---------MOMENT & SHEAR FORCE SUMMARY --------- AC! 9-1 ACI 9-2 ACI 9-3 __.,__ Mu al column II 1 i::: 16.67 k-ft -78.78 k-ft -50.64 k-ft Mu btwn columns = 15.70,k-ft 120.06 k-ft 53.40 k-ft Mu al column II 2 = 34.27 k-ft 165.94 k-ft 106.68 k-ft One-Way Shears •••• Allow.: Vn=2Cf'c~.5) = 109.54 psi 109.54 psi 109.54 psi Actual : Vu/ .85 ••• Left of Column #1 = 4.87 psi 22.66 psi 14.56 psi Between Columns =-5.45 psi 40.62 psi 23.03 psi Right of Column #2 = 9.78 psi . 46.15 psi 29.67 psi Two~Way Shears •••• Allow,: Vn=4Cf'c~.5) = 21-9.09 psi 219.-09 psi 219.09 psi Actual al Column 111 = 6.07 psi 20.01 psi 21.63 psi Actual al Column 112 = 5.72 psi 24.14 psi 24.48 psi t -"--'.'.,_:'... ,_" ,.,, ., ...... ' <" <Pl /, ?! 1r//f1 XG1= 1,tYG/,tJ-i. }O-# '6 (1,q I rJ·1) / r_t '' l£I -o V4.4B Cc) 1983-95 ENERCALC CAr-1"'1 : & 131rt.rv' s. IN"'-; 911r1-i. Kb I .=:: <b 1 2 _ 1.J·g (0,) 2 ,iv'<)/ 'i. • ":'ii ttJ'/f-1 :i·G' :::-t/, ?b,r 0 -rtg 0, 1 { 1/11) v GEORGE R. SAUNDERS ASSOCIATES, KW060361 :.·1 :--1 . .,-: .. ( . .-:·. :. ii · .... __ ::,I }I :.-:1 >I ·'.I MARTIN & DUNN, iNC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB UG(}t.,A-JO · MA1Uf /¢TZ>tkbe.: t/{A7V/O SHEETNO. . . . M'.':r2~ OF -.... CALCULATED BY :f?.A:::: DATE e;.-~1,11 CHECKED BY-----'---'----DATE----- SCALE Ct>Tv] f o\\tci}f A~ J.,tt:5 ·1?&1Zr'J? fut:1--q~ I, , I t'Z-, '1/IS I, /. H============'-1,I ___ -L,---!.'-r(;/JI~ -.1 ·. 77bx~ / ,11 Wpt,· ,e r~P(4-') z o, 071 lct.j_. lAJ 11L,~ 'lA) rs.P < 4) t. o"~ao v~. wn, -. o I I E:il r lJ. .. ·.1 (\ .. ::1 .·:·1 · :I _:1 ·_::I .. 1-.- ··1 ' .·1. . ;,. ·. 1/ -;I (!) --·-"-········---- t-4·1-0" :rey W:2-1114 ~Ac, ~fevt[.? I ,,e, -: 1,Z, I 'e&nt. dWJ1.-;, t/,/1,61 4 1,,76' i ~t-l : ir.-:/ CA-wt-· ti WYI. --: tJ1 ~,it:;/ ~ '3, I 1-' IL ~v ~~t>'' ,t7&ol~N rvri 1-z:: ?-16 1 j_? ~6 ,.___ 3,1 ;--z·-z. I 1A,~ Vb'. X4'' ~864f ~ LL• /J,t> pdJ. Wn.. ~ f,.!(3+-w) ( 4-") ~ \0-Z.. r½f- M-t_w!:-:: a10zf!-z)'7.,. -r q,2-~~l1J. e.,,.!Jl-1 o,,fjL(ziJ?' ,.,~---;!SJ~"} -z,~ ~ ~ ~ ~ ~(lC&~ H'-,F ·g.2 K-~Jxt".2.:--_ ~.v11h:?-'"1w. r70 0,(/( bO le--~} ) - v }Zit~ :potce ·~ t,1.6_:-v v;} = ;UJ. ~~ -72-,. . ' < ,, ! l'l• 0 '' I , I I·. (\ .·.·· 10? I I I I I I 10r n·· lt;::>- 1 I I I I I G·' B~ : c·· 10: .... ·.:···· I l,J[L,0 -·l vr{ ,/ .I . // 11,// i / . ··, . . .. _____ ... ____ .... "' .•.. ,----.--· --- /"') •' [. ' . -.. , v ' .,_ .... ·--··--. ----· f " Gw-tfZDf I L/ f-1 C/-\ iv1 \ ' / -·· c~\ \" , . ../ 1,011 i ? 1. 9,.~.c,,;) :,f,-~-) b J 1 't /._,,\ I,._) --.....,._ . '2 .\ .. ?. </ .: I Jr] I •0. I I I I I I I p I I I I I I RISA-2D {R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, suite 690 San Diego, CA 92108-5707 PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED Job Pag-e-,.;M.,_,..k ...... / - Date ----- =========-==============-=-==·======================·=============.========- --------------~---------------~-~-------------------------------------------1 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in)-~--(in)------(ft) 3 2 -5 COLUMN 13.00 4 5 - 8 COLUMN 15.00 5 1 - 4 BRACE 1 1 17 . 95 6 2 -4 BRACE 1 1 1 7 • 9 4 7 3 -7 BRACE 1 1 19. 68 8 5 - 7 BRACE 1 1 19.68 9 3 4 FLR BM 12.38 10 4 - 5 FLR BM 12. 37 11 6 - 7 · RF BM 12 • 3 8 12 7 -8 RF BM 12. 37 I . J Unbraced Lengths K Factors Bending Coef s No Node Node -Lb-in Lb-out Le In Out cm Cb --------------------(ft) -----(ft) -----(ft) ----------------------.------------- 1 1 - 3 2 3 - 6 .,_ 3 2 - 5 4 5 8 5 1 - 4 6 2 - 4 7 3 - 7 8 5 - 7 9 3 - 4 10 4 - 5 11 6 - 7 12 7 - 8 BLC No. Basic Load Ca:se Description µoad Totals Nodal Point Dist. ----------------------------------------------------------------------------1 ROOF DL 2 ROOF LL 3--··FLOOR DL 4 FLOOR LL 5 SEISMIC 6 Pb 3 3 2 1 2 2 Nodal Loads, BLC 1: ROOF DL I ----------------------------------------------------------------------------Node p..·. Number Global X Global Y Moment 1:·· -------;----------------(~~~~~--------------:1!~;~~---------------<~:~:i---- ;. I ' ___ ___J I le· .. ··,:;·-·· I I I I I I I 111-'.:_':, ..... -.·.- I I I I I I RISA-2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED Jo];> Pag_e _ _,.H..,...;..,.f&-- Da te ----- ========-=------' ----------------------------------------------------------------------------Node Number Global X Global Y Moment ------------------------(K)---------------~--(K)-----------~------(K-ft)---- 6 0.000 -0.900 0.000 8 0.000 -0.900 0.000 Nodal Loads, BLC 2: ROOF LL -------------------~---------~----------------------------~-----------------Node Number Global X Global Y · Moment ------------------------(K)------------------·(K}------------------(K-ft)---- 7 0.000 -12.600 0.000 6 0.000 -1.100 0.000 8 0.000 -1.100 0.000 Member Distributed Loads,BLC 3: FLOOR DL ------------------------------------------------------------------~---------Memb I · J Start End Start End No Node Node Dir Magnitude Magnitude Location . Location ----------------~--------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 9 3 - 4 Y -0.315 -0.315 0.000 12.3SO 10 4 - 5 Y -0.315 -0.315 0.000 12.369 Member Distributed Loads,BLC 4: FLOOR LL -------------------------------------------~--~---------------------~-------Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location --------------~----------(K/ft,F)-----(K/ft,F)--------~(ft)---------(ft)---- 9 3 - 4 Y -0.625 -0.625 0.000 12.380 10 4 - 5 Y -0.645 -0.625 0.000 12.369 Nodal Loads, BLC 5: SEISMIC -----------------------------------------------------------------------------Node Number Global X Globa1·1 Moment ------------------------(K)-------. ----------(KJ--·------------_--(K-ft)---- 3 47.400 0.000 0.000 6 -----· 81. 500 0. 000 0. 000 Nodal Loads, BLC 6: Pb --------------------------------------------------~-----------------~-------Node Number Global X Global Y Moment le -------;----------------,~~~~~-------------:;g~~~~---------------,t~g---- -:-.· I lo . •, I I I I I I I f/> I I I I I I •0, I,:· I RISA-2D (R) George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA· 92108-5701 PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED ----------------------------- Load Combination is 1: SEISMIC Nodal Displacements Version 3.03 Job Pag-e:::::11::..,..r~;,-7 __ -_ -_ Date -.,---- ======= -----------------------~~--------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)------~-- 1 0.00000 0.00000 -0.00107 2 0. 00000 -o .. 00000 -o. 00092 3 0.12580 0.02561 -0.00029 4 0.09669 -0.00003 -0.00012 5 0.10984 -0.02558 ~0.00021 6 0.25200 0.02472 -0.00012 7 0.22967 0.00733 -0.00015 8 0.22881 -0.02548 -0.00027 Load Combination is 1 Reactions . SEISMIC ------------..... --,.-~-------i---------------------------------~-------------------- Node Global X Global Y Moment ----------------~-----(K)------------------(K)---------------(K-ft)--------- 1 -64.45353 -117.09898 0.00000 2 -64.44647 · 117.09898 0.00000 Totals -128.89999 , o.oooqo 0.00000 Load Combination is 1: SEISMIC Member End Forces Nodes ======-===I-End========= ========= J-End === ====== No I J Axial Shear Moment Axial Shear. Moment ---------------(K)--------(K)------(K-ft).-------(K)--------(K)------(K-ft)-- 1 1-3 -49.52 0.09 0.00 49.52 ~0.09 1.22 2 3-6 1.50 0.27 1.91 -1.5-0 -0.27 2.14 3 2-5 49.45 0.08 0.00 -49.45 -0.08 1.01 4 5-8 -0.16 0.21 1.58 0.16 -0.21 1.58 5 1-4 -93.33 0.00 0.00 93.33 -o.oo 0.00 6 2-4 93.38 0.00 0.00 -93.3~ -o.oo o.oo 7 3-7 -65.29 -o.oo 0.00 65.29 0.00 u.oo 8 5-7 ---63.5~ -o.oo 0.00 -63.54 0.00 o.oo 9 3-4 88.64 -0.26 -3.12 -88.64 0.26 -0.13 10 4-5 -40.08 -0.20 0 .. 13 40.08 0.20 -2.59 11 6-7 81.24 -0.47 -2.14 -81.24 0.47 -3.64 12 7-8 0.21 0.17 3.64 -0.21 -0.17 -1.58 I Ir, I I I I I I I l •• • •• F:_:. ··. : . I I I I I I IC> 1:', I RISA-2D (R) George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED Load Combination is 1 AISC Code Checks SEISMIC Version 3.03 ; Job Pag_e _'...-ft.,..,.v-ifi-,-,· - Date ---- ----========·==== -----------------------~----------------~-----------------------------------Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ----------------------------------------------------------------------------1 1-3 0.2010 0.1725 0.1796 0.1868 0 .193.9 0.2010 0.0008 2 3-6 0.0584 0.0529 0.0292 0.0108 0.0346 0.0584 0.0024 3 2-5 0.2594 0.2424 0.2466 0.2509 0.2551 0.2594 0.0007 4 5-8 0.0376 0.0376 0.0191 0.0006 0.0191 0.0376 0.0019 5 1-4 0.3251 0.3251 0.3251 0.3251 0.3251 0.3251 0.0000 6 2-4 0.6053 0.6053 0. 6053 · 0.6053 0.6053 0.6053 0.0000 7 3-7 0.2275 0.2275 0.2275 0.2275 0. 2275 0.2275 0.0000 8 5-7 0.4724 0.4724 0.4724 0.4724 0.4724 0.4724 0.0000 9 3-4 0.3762 0.3762 0. 3'728 0.3693 0.3658 0.3634 0.0035 10 4-5 0.1375 0.1199 0.1243 0.1287 0.1331 0.1375 0.0027 11 6-7. 0.3045 0.3016 0. 2.988 0.2989 0.3017 0.3045 0.0039 12 7-8 .. , .0.0182 0.0182 0.0157 0.0133 0.0108 0.0083 0.0014 ' ------· ·1 Ip ·1 I I ,I I I I fS> I I I I I I le .. · I,:· I RISA-20 (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, suite 690 San Diego, CA 92108-5707 PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED Load Combination is 2 : DL + SEISMIC Nodal Displacements Job. Pa g_e ____,l,_....'1-,-/,f?..,...-- . Date --,---- -----------------"------~--------------------------~------------------~------ Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.00154 2 0.00000 -0.00000 -0.00144 3 0.18671 0.03258 -0.00051 4 o. 14503 -o. oo·3·66 -·o. 00018 5 0.16674 -0.04420 -0.00033 6 0.37777 0.03026 -0.00028 7 0.34450 -0.00608 -0.00023 8 0.34345 -0.04504 -0.00030 Load Combination is 2 Reactions . DL + SEISMIC ------------~-~------------------~----------~-~----------------------------- Node Global X Giobal Y Moment ----------------•-----(K)-------~----------(K)---------------(K-ft)--------- 1 -94.13358 -161.24544 o~obooo 2 -99.21642 190.05757 0.00000 Totals -193.35001 28.81213 0.00000 Load Combination is 2 : DL + SEISMIC Member End Forces --------------------------~--------------------------------------~----------Nodes === :i:-End -----------========== J-End =====·==== No I J Axial Shear Moment Axial Shear. Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 -62.80 0.12 0.00 63.19 -0.12 1.61 2 3-6 4.12 0.36 2.55 -3.67 -0.36 2.86 3 2-5 B5.66 0.13 0.00 -85.27 -0.13 1.73 4 5-8 1.63 0.36 2.68 -i.17 -0.36 2.72 5 1-4 -:-136.12 0.19 o.oo 136.51 0.19 0.00 6 2-4 143.93 -0.19 o.oo -143.54 -0.19 o.oo 7 3-7 -88.14 0.19 0.00 88.60 0.19 o.oo 8 5-7 .-----105.12 -0.19 o.oo -104.66 -0.19 o.oo 9 3-4 126.92 1.09 -4.17 -126.92 2.78 -6.31 10 4-5 ~66.17 2.09 6.31 66.17 1.78 -4.41 11 6-7 121.92 -0.05 -2.86 -121.91 0.70 -1.81 12 7-8 0.35 0.25 1.81 -0.37 0.40 -2.72 I RISA-2D (R) .version 3.03 George R. Saunders Associates I 3131 Camino Del Rio N, Suite 690 ():-) San Diego, CA 92108-5707 Job Pag-e=_.--.H:,~{j.,....{I=== Da:te ----- I I I I I I I f\:i I I I I I I le> ,, ... , I [ 1 I PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED ------------ Load Combination is 2 AISC Code Checks DL + SEISMIC ------------------------------=- -----------------------~----------------------------------------------------Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear --------------------------------------------~------~------------------------1 1-3 0.2580 0.21,88 0.2286 0.2384 0.2482 0.2580 0.0011 2 3-6 0.0869 0.0822 0.0498 0.0246 0.0557 0.0869 0.0033 3 2-5 0.4515 0.4199 0.427~ 0.4357 0.4436 0.4515 0.0012 4 5-8 0.0717 0.0717 0.0394 0.0080 0.0391 0.0702 0.0033 5 1-4 0.4945 0.4742 0.4893 0.4945 0.4900 0.4756 0.0017 6 2-4 1.0329 0.9330 1.0086 1. 032.9 1.0066 0.9304 0.0017 7 3-7 ·0.3294 0.307l 0.3236 0.3294 0.3244 0.3087 0.0017 8 5-7 0.8371 0.7815 0.8238 0.8371 0.8218 0.7780 0.0017 9 3-4 0.5593 0.5458 0.5576 0.5605 0.5246 0.5593 0.0375 10 4-5 0.2415 0.2415 0.2060 0.2008 0 .1992-0.2279 0.0282 11 6-7. 0.4520 0.4520 0.4512 0.4494 0.4466 0.4499 0.0058 12 7-8 ' .0.0144 0.0100 0.0074 0.0073 0.0096 0.0144 0.0033 ' I RISA-2D (R) Version 3.03 Job George R. Saunders Associates . I 3131 Camino Del Rio N, suite 690 . (?:· San Diego, CA 92108-5707 Pag-e ---.--0,.-7/J.,...,.....7 ----- Date I I I I I PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED Load Combination is 3 : DL +LL+ SEISMIC Nodal Displacements ---- ----------------------------------------------------------------------------. . Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.00145 2 0.00000 -0.00000 -0.00153 3 0.18636 0.03043 -0.00069 4 0.14503 -0.00870 -0.00018 5 0.16709 -0.04636 -0.00015 6 0.37774 -0.02791 -0.00030 7 0.34450 -0.01018 -0.00023 8 0.34348 -0.04739 -0.00029 Load Combination is 3 Reactions DL +LL+ SEISMIC ----------------------------------~----~----------------------------~------- Node Global X Global Y Moment 1(:-: --------~-------~----=~~~ ;.;~;;-----------=~~~~ ;;;;;----------{K-f~~ ~~~~~---- 2 -102.77505 198.01440 0.00000 I I I I I I •c I I : ' I Totals -193.3~001 44.72473 0.00000 Load Combination is 3 : DL +LL+ SEISMIC Member End Forces ------------------------------------------------------------------~---------Nodes ----------I-End=== ==== J-End -~-------- No I J Axial Shear Moment . Axial Shear Moment ---------------(K)--------(K)--~---(K-ft)-------{K)--------{K}-~----(K-ft)-- 1 1-3 -58.59 0.09 0.00 59.05 -0.09 1.18 2 3-6 4.48 0.31 2.04 -3.95 -0~31 2.57 3 2-5 89.86 0.11 o~oo -a9.4o -0.11 2.16 4 5-8 1.98 0.41 3.18 -1.45 -0.41 3.00 5 1-4 -130.98 0.22 o.oo 131.44 0.22 o~oo 6 2-4 149.08 -0.22 o.oo -148.62 -0.2.2 o.oo 7 3-7 -86.44 0.22 0.00 86.98 0.22 o.oo 8 5-7 ---106.81 -0.22 o.oo -106.27 -0.22 0.00 9 3-4 125.86 3.53 -3.23 -125.86 6.44 -14.77 10 4-5 -67.23 5.74 14.77 67.23 4.22 -5.34 11 6-7 121.98 0.09 -2.57 -121.96 0.68 -1.08 12 7-8 0.41 0.23 1.08 -0.43 0.54 -3.00 RISA-2D (R) Version 3.03 . George R. Saunders Associates · I 3131 Camino Del Rio N, Suite 690 · C·> San Diego, CA 92108-5707 \',,._ ._, PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED ====================----==== Load Combination is 3 : DL +LL+ SEISMIC AISC Code Checks Job Pag-e=:f}:J./d==== Date ----- -------· ====-=======-= -----------------------~-~-------------------------------------------------- .I :1 I :1 16'\ ·:····:· ,• I I I I I I No Nodes I J Maximum 0 Member Quarter Points '1/4 1/2 3/4 L Shear -----------------------~--------------------------------~-------------------1 1-3 0.2335 0.2041 0.2115 0.2].88 0.2262 0.2335 0.0008 2 3-6 0.0817 0.0722 0.0444 0.0290 0.0554 0.0817 0.0028 3 2-5 0.4809 0.4405 0.4506 0.4607 0.4708 0.4809 0.0015 4 5-8 0.0855 0.0855 0.0485 0.0114 0.0427 0.0783 0.0037 5 1-4 0.4802 0.4563 0.4740 0.4802 0.4748 0.4579 0.0020 6 2-4 1.1281 0.9663 1.0891 1.1281 1.0856 0.9634 0.0020 7 3-7 ·0.3274 0.3012 0. 3206 0.3274 0.,3215 0.3030 0.0020 8 5-7 0.8635 0.7941 0.8469 0.8635 0.8444 0.7901 0.0020 9 3-4. ·0.6081 0.5355 ·0.5801 '0.5760 0.5235 0.6081 0.0868 10 4-5 0.3051 0.3051 0.2056 0.2378 0. 2271-0.2377 I 0.0775 11 6-7. 0.4521 0.4521 0.4520 0.4507 0.4481 0.4489 0.0056 12 7-8 .0.0159 0.0067 0.0047 0.0056 0.0093 0.0159 0.0045 ------· RISA-2D (R) Version 3.03 I George R. Saunders Associates 3131 Camino Del Rio N, suite 690 . G--_:: San Diego, CA 92108-5707 Job Pag-e---.-H..,.,Wf,...., __ -___,.- Da te I I I -I I I I ~. ·.· PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED -- Load Combination is 4 Nodal Displacements DL + LL+ Pb ----- ----------------------------------------------------------------------------. -. Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 -0.00000 -0.00000 -0.00009 2 0.00000 -0.00000 -0·.00189 3 0.12298 0.01464 -0.00218 4 0.09665 -0.19855 -0.00012 s 0.11258 -o.o~655 ·0.00162 6 0.25178 0.01220 -0.00024 7 0.22963 ' ~0.01913 -0.00015 8 0.22896 --0.03800 -0.00015 Load Combination is 4 : DL + l;:,L. + Pb Reactions . ------------~-~------------------------------------------------~--------~--- ·--Node Global X Global Y Moment I(\.: --------i-------~-----4!~ ;;~~;----------~--~~~ ~~;~;---~------(K-f~~ ~~~~~---- I I I I I I •e 1 ·=·. : ' I 2 -203.62067 284.86639 0.00000 Totals -128.89999 335.41034 0.00000 Load Combination is 4 : DL +LL+ Pb Member End Forces -----------------------------------~----------------------------------------Nodes ----------I-End == -----~----J-End ---------- No I J Axial Shear Moment Axial Shear. Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 -28.04 -0.25 o.oo 28.59 0.25 -3.27 2 3-6 4.41 -0.27 -3.32 -3.78. 0.27 -0.69 3 2-5 70.94 0.42 0.00 -70.39 -0.42 5.49 4 5-8 2.75 0.75 6.81 -2.11 -0.75 4.41 5 1-4 108.26 0.26 0.00 -107.71 0.26 o.oo 6 2-4 295.05 -0.26 0.00 -294.50 -0.26 o.oo 7 3-7 -51.81 0.26 0.00 52.46 0.26 o.oo 8 5-7 -------77.03 -0.26 0.00 -76.38 -0.26 o.oo · 9 3-4 80.18 7.11 6.59 -80.18 2.23: 23.65 10 4-5 -48.55 1.76 -23.65 48.55 7.57 -12.31 11 6-7 a1.81 0.12 o.~9 -81.79 0.21 2.44 12 7-8 0.75 -0.09· -2.44 -0.77 · 1.02 -4.41 I 1c7 I I I I I I I J/) I I I I I I lo. f:, I RISA-2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED Load Combination is 4 : DL + LL + Pb AISC Code Checks Job Pag-e== ..... 0,..., ___ '""", 1:D=== Date ---- ~---====== ----------------------------~---------~-------------------------------~-----Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ----------------------------------------------------------------~-----------1 1-3 0.1763 0.0977 0.1173 0.1370 0.1567 0.1763 0.0023 2 3-6 0.1019 0.1019 , 0.0775 0.0531 0.0286 0.0366 0.0024 3 2-5 0.4451 0.3477 0.3721 0.3965 0.4208 0.4451 0.0038 4 5-8 0.1748 0.1748 0.1081 O·. 04.14 0.0499 0.1149 0.0068 5 1-4 .0.7498 0.7021 ,0.7384 '0.7498 0.73,65 0.698'5 0.0024 6 2-4 90.0000 90.0000 90.0000 90.0000 90.0000 90.0000 I 0.0024 7 3-7 ·0.2120 0.1805 0.2039 0.2120 0.2050 0.1828 0.0024 8 5-7 0.6123 0.5726 0.6030 0.6123 0.6004 0.5678 0.0024 9 3-4 0.4955 0.3692 0.4016 0.4710 0.4955 0.4751 0.0959 10 4-5 0.3262 0.3131 0.3262 0.2877 0 .1977· 0.2320 0.1021 11 6-7-0.3059 0.3012 0.3023 0.3050 0.3059 0.3052 0.0059 12 7-8 ' -0.0239 0.0144 0.0114 0.0049 0.0106 0.0239 0.0084 --~--· RISA-2D (R) Version 3.03 George R. Saunders Associates I 3131 Camino Del Rio N, suite 690 f\ San Diego, CA 92108-5707 Job Pag_e_pt,..,.t..,,..J_..,....,, -- Date ----.a.. I I I I ·I I I r> I I I I I I le ,_._.:. I .. I : I I PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED -==-===========· ENVELOPE SOLUTION Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global y Rotation -------------------(in)------Lc----------(in)------Lc----------(rad)-----Lc- 1 max O·. 00000 2 0.00000 2 0.00012 6 min -0.00000 4 '-0.00000 4 -0.00154 2 2 max 0.00000 4 -0.00000 7 -0.00001 7 min 0.00000 7 -0.0000Q 4 -0.00189 4 3 max 0.18671 2 0. 03'258 2 -0.00001 7 min -0.00212 5 -0.00558 5 -o. 00218 . 4 4 max 0.14503 2 -0.00003 1 0.00000 6 min -0.00000 6 -0.19855 4 -0.00018 2 5 max 0.16709 3 -0.00128 7 0.00162 4 min 0.00021 7 -0.04636 3 -0.00033 2 6 max 0.37777 2 0.03026 2 -0.00002 7 min ... -0.00026 5 -0.00638 5 -0.00030 3 7 max 0.34450 2 0.00733 1 0.00000 5 min -0.00000 6 -0.01913 4 , -o. 00·023 2 8 max .,_ 0.34348 3 -0.99164 7 0.00011 5 min 0.00002 7 -0.04739 3 -0.00030 2 ENVELOPE SOLUTION Reactions -----------------~-------------------------------------------------~-------- Node Global X Global Y Moment --------------------(K)------LC-----------(K)------LC----------(K-ft)----LC- 1 max 74.72066 4 50.54393 4 0.00000 1 min -94.13358 2 -161.24544 2 0.00000. 1 2 max .,.0.68949 7 284.86639 4 0.00000 1 min -203.62067 4 3.75033 7 0.00000 1 ENVELOPE SOLUTION Member Section Results ----------------------------------------------------------------------------Nodes ·Member Quarter Points· No I J-----· I-End 1/4 1/2 3/4 J-End --------------{K, Kft, in) LC {K, I<ft, in) LC (K, Kft, in) LC (K, Kft, in)· LC (K, Kft, in) LC-- 1 1-3 A 10.79 5 10.79 5 10.79 5 10.79 5 10.79 5 -62.80 2 -62.90 2 -62.99 2 -63.09 2 -63.19 2 V 0.12 2 0.12 2 0.12 2 0.12 2 · 0.12 2 -0.25 4 -O~Z5 4 -o:~5 4 -0.25 4 -0.25 4 M 0.00 1 0.82 4 1.63 4 2.45 4 3.27 4 ~o.oo 6 -0.40 2 -o.a1 2 -1.21 2 -1.61 2 D 0.000 1 0.004 6 0.007 6 0.007 6 0.002 5 0.000 1 -0.059 2 -0.113 2 -0.158 2 -0.187 2 I RISA.-2D (R) Ver·sion 3.03 George R. Saunders Associates Job I . 3131 ~amino Del Rio N, Suite 690 Page Pl~rv c~-San Diego, CA 92108-5707 Date ·.·.·,· I PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME @ GRID LINE D -= I -----------------------------~----------------~----------------~------------Nodes Member Quarter Points No I J I-End 1/4 -1/2 3/4 J-End I --------------(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,infLC(K,Kft,in)LC-- 2 3-6 A 4.48 3 4.34 3 4.21 3 4.08 3 3.95 3 0.86 7 0.72 7 ' 0.59 7 0.46 7 0.33 7 I V 0.36 2 0.36 2 0.36 2 0. 36 2 0 ~ 3.6 2 -0.27 4 -0.27 4 -0.27 4 -0.27 4 -0.27 4 M 2.55 2 1.20 2 0.02 5 0.19 5 0.69 4 -3.32 4 -2.32 4 -1.32 4 -1.50 2 -2.86 2 I D 0.000 1 -0.000 7 -0.000 7 0.001 5 ·-o. ooo 7 0.000 1 -0.073 4 -0.108 4 -0.159 3 -0.191 3 3 2-5 A 89.86 3 89.75 3 89.63 3 8·9·. 52 3 89.40 3 I 2.71 7 2.60 7 2.48 7 2 .,37 7 2.25 7 V 0.42 4 0.42 4 0.42 4 0.42 4 0.42 4 o.oo 7 0.00 7 0.00 7 o.oo 7 o.oo 7 I M 0.00 1 -0.01 7 -0.02 7 -0.03 7 -0.04 7 ., -o.oo 5 -1.37. 4 -2.75 4 -4.12 4 -5.49 4 D 0.000 1 -0.000 7 -0.001 7 -0.001 7 -0.000 7 0.000 1 -0.071 4 -0.125 4 -0.149 3 -0.167 3 f? .. 4 5-8 A 2. 75 4 2.59 4 2.43 4 2.27 4 2.11 4 :·:·:· -,.. •' -o .16 • 1 -0.16 1 -0.16 1 '.""0 .16 1 -0.16 1 V 0.75 4 o. 75 4 0.75 4 0.75 4 0.75 4 I 0.01 7 o. 0.1 7 0.01 7 0.01 7 0.01 7 M 6.81 4 4.01 4 1.20 4 -0.03 7 --0.06 7 0.06 7 0.03 7 -0.02 5 -1.60 4 -4.41 4 D 0.000 1 0.024 4 0.004 6 0.001 6 0.002 5 I 0.000 1 -0.033 2 -0.089 2 -0.144 2 -0.176 2 5 1-4 A 108.26 4 108.12 4 107.98 4 107.85 4 107.71 4 -136.12 2 -136.22 2 -136.32 2 -136.42 2 .-136.51 2 I V 0.26 4 0.13 4 0.00 4 o.oo 1 o.oo 1 -o.oo 6 -0.00 6 -0.00 2 -0.13 4 -0.26 4 M o.oo 1 0.00 6 o.oo 6 o.oo 6 o.oo 2 I o.oo 1 -0.88 4 -1.18 4 -0.88 4 -o.oo 4 D 0.000 1 -0.001 5 -0.001 5 -0.002 5 0.007 7 0.000 1 -0.080 4 .:.0.139 4 -0.173 4 -0.186 4 6 2-4 A 295.05 4 294.91 4 294.77 4 294.64 4 · 294 ~ 50 4 I 1.23 7 1.11 7 1.00 7 0.88 7 0.77 7 .--··v o.oo 1 o.oo 1 0.00 4 0.13 4 0.26 4 -0.26 4 -0.13 4 -o.oo 3 -o.oo 5 -o.oo 5 I M 0.00 1 0.88 4 1.18 4 0.88 4 0.00 3 0.00 1 -0.00 1 -0.00 1 -o.oo 1 -o.oo 4 D 0.000 1 0.047 4 0~073 4 0.074 4 0.054 4 0.000 1 -0.016 1 -0.033 1 -0.054 2 -o. 1.03 2 •c ·ii!,/ I,:· I I RISA-2D (R) Version 3.03 I George R. Saunders Associates 3131 Camino Del Rio N, suite 690 (\. San Diego, CA 92108-5707 •,:., Job Pag-e~,f-'f1 .... ,.__.--1=~=-== Date ----- I PROJECT# 960240: LEGOLAND WAREHOUSE BRACED FRAME@ GRID LINED I I I I I I Ir.:, :.: :··:·· I I I I I I •c ·····,, I ---------- ----------------------------------------------~-----------------------------Nodes Member Quarter Points No I J I-End · 1/4 · 1/2 3/ 4 . J-End --------------(K, Kft, in) LC (K, Kft, in) LC (K,'I<ft, in) LC (K, K~t, in) LC (i<, Kft, in) LC-- 7 3-7 A 10.23 5 10.23 5 10.23 5 10.23 5 10.23 5 8 9 10 11 -88.14 2 -88.25 2 -88.37 2 -88.48 2 ~8a.6o 2 V 0.26 4 0.13 4 o.oo 4 -o.oo 6 -o.oo 6 -o.oo l -o.oo l -o.oo 2 -0.13 4 -0.26 4 M 0.00 l o.oo 1 0.00 1 o.oo 1 o.oo 2 0.00 1 -0.97 4 -1.29 4 -0.97 4 -0.00 4 D 0.000 1 -0.002 6 -0.004 6 -0.006 6 0.008 7 0.000 1 -0.098 3 -0.175 3 -0.223 3 -0.248 3 5-7 A· 106.81 3 106.68 3 106.54 3 106.41 3 106.27 3 1.29 7 1.16 7 1.02 7 0.88 7 0.75 7 V 0.00 5 o.oo 5 0.00 4 0.13 4 0.26 4 -0.26 4 -0.13 4 -0.00 3 -0~00 l -0.00 l M o.oo l 0.97 4 1.29 4 0~97 4 0.00 3 · ... o.oo 1 -o.oo 5 -o.bo 5 -o.oo 5 -o.oo 4 D 0.000 1 0.034 7 0.047 7 0.03-0 7 0,010 5 0.000 1 -0.043 1 -0.086 1 -0.162 2 • -0.257 2 3-4 A "-126.92 2 126.92 2 126.92 .2 126.92 2 126.92 2 V M D 4-5 A V M D 6-7 A M D -6.47• 5 -6.47 5 -6.47 5 -6.47 5 -6.47 5 7.11 4 4.78 4 2.44 4 0.11 4 -0.26 l -0.26 l -0.26 1 -1.45 3 -3.95 3 -6.44 3 6.59 4 -0.44 7 -0.46 7 0.24 5 14.77 3 -4.17 2 -11.81 4 --22.98 4 -26.93 4 -23.65 4 0.000 l -0.000 7 -0.000 7 0.000 5 0.002 5 0.000 1 -0.081 4 -0.150 4 -0.195 4 -0.213 4 -0.65 7 -0.65 7 -0.65 7 -0.65 7 -0.65 7 -67.23 3 -67.23 3 -67.23 3 -67.23 3 -67.23 3 5.74 3 3.25 3 0.82 6 -0.09 7 -0.20 1 -0.20 l -0.57 4 -2.91 4 -5.24 4 -7.57 4 14.77 3 1.35 2 1.36 l 1.98 l 12.31 4 -23.65 4 -25.48 4 ~20.10 4 ~7.50 4 0.09 7 0.000 1 0.009 4 0.044 4 0.099 4 0.161 4 0.000 1 -o.oi2 3 -0.025 3 -0.033 3 -0.041 2 121.98 3 121.98 3 121.97 3 121,97 3 · 121.96 3 0.02 7 0.01 7 0.01 7 o.oo 7 -o.oo 7 0.72 4 0.48 4 0.44 5 0.44 5 0.44 5 -0.47 1 -0.47 1 -0.47 l -0.54 2 -0.70 2 0.69 4 -0.61 6 0.75 1 2.19 1 3.64 1 . -2.86 2 -2.56 3 -2.36 5 -3.72 5 -5.09 5 0.000 1 -0.001 7 -O.QQ1 7 -0.001 7 -0.001 7 0.000 ·1 -0.011 3 -0.620 3 -0.029 3 -0.037 3 I Ir:~·: \',-:: .. :I I I I I I I .. ';:._.: ..... •. I I I I I I Ir::?: ,, .· .. •. I .. ' : ' I RISA--2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 PROJECT# 960240: LE.GOLAND WAREHOUSE BRACED FRAME@ GRID LINED Nodes Member Quarter Points .----· Job Pag_e_fl._.r--7 4-'-- Date ----- --================= -ii :_.;_-1· (::\/. '•, .. . . '· \I ~ .. ·: :.::1 ··.: .. /I .. ·:, .. .. ,:·:1 ... ;-I .. ... :.: , .. . : ··:I ~. . ,,. . ~ .,• .... -I< ;:1 ·;:1 .. ·I·· ii ;:1 ii .. ~-I . .... ,, . ·,:,: ~ . . ~~. :::.;. ·. r:.. : r:. /:}· .... :. ';'1 \ ;1· MARTIN & DUNN, INC. Structural & Civil Engineers .7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 Co~N £Ct110J~ ~..G'.~ 10·.WAYc vt'tt111oil {tltM11V? L,.e.'O&e:tL- -.... _ ... _ ........... "···--·--·· CoMf. A-10J7 ti 1D {Ur, 4--x c, AOHlrJ. . J. 'W rM .. 4-.>C }1 .... ~IAJG-' - ~Mf.A-'U>t \I fl) {lA. 4-i fl (2?,tWe;N Cti-. J-.fDt2A. 411?....-&~ . ·, · .. to"M f. A-1.~ U-····{o t2A·. 4X~ MfnJJT / '· ·-....,. i A1) iA .. ~/rGJ!,, 4,yJL- " /rNCt@C?-1\GE /f7;1Ufllf. -3/4 ''P 1?1ol-,-. ~HPJ.JJl't\1b Y-t1W~)t.. .?J!-tal;;f0, JOB l.&&~L/{]\) o · ~Aurt':t ~1o~ ql/tJio/0· SHEET NO. . . f1J6. OF M1'1 _CALCULATED BY t::·7A ...... · DATF q ... 2-4-q, CHECKED BY JATE SCALE &10f .A //,05 lo N@16N., .... GflltVJf( l.....kf Cl2A-L ,&pko;9c, C?>,-AlfJ~ (~tJ~ -. &lh. ~/? lplf) t?I.-L-t----··-·. . f2kr/'O 61?KV t-A~ ;,;;.:i--;-~ . . -.. .......,... ... ,---- -~4f5~. -:..,• .. N.,. ~II' AO 18?. ,Jjtpll d,4.-Z... I \qt; 1,/to U;f5 ,-z4,1r !'W" CJ,'37 '-'/ ....... - 01ft 4v --11q 413~' ~~ (),1(,, 0"l4 ~ 2,'37 . (ii9 .'7/)i' O,'?B . ~~&l'~ 1/b 4P '51:1 41311' (),84- o/t~ ~1'6 ~,v), ~IJ . ~&6 ~,?;9 . ' . ' I .. ,, .. ( -pe:-~ ·\qq4-IA~? &e~COtJD pe,;t1Jrr,~6J : ~r,/\t,1.,,'f.-, -z. ·z -:r: ·· i::: ') .: ·p::-~Aye; lDAV PA,il\vLta-,.ID G(ll\'IIV -72--z....o ~ /~ ~ l~ to.i,i.. h q,~ 7/\'f-e: U>t\-0 PE0\7°f'bN \?l cu t--1\l'l •7v G (.2.-k)lJ .: ~Ol3D M=/ i," I OZ6ot-'. ;::.:.-_.:.: ~ ~--:-?7t)Zf"1J P5j I ~ .g.,~.»\ Ce 1,,ofrO l~ C6t\lGf?.-r9 ,c \f.LA1l1..: w111:I t:Pa I qq4-~~ (?~l? (7/tl NTlNG) 77\-et-G 11-E;J I HA-')( .4-otro -::lf-/1-~ "Z,I~ ' v= .. . , • ' . . .. •, ' ' . , • • 11,,, ".·., •• : 1-···--·---· ··-· -· ·-····· -· ----··· -·---·· ·--< ------•••••••• ·-• JOB kWlA'h-112 • 07/teQeN~ /7 ~Hr;(? t}ftt) 24-t> MARTIN & DUNN, INC. ·:·_ I ·,-. Structural & Civil Engineers . ~ 7801 Mission Center Court Suite 400 t ·· ·· · SAN DIEGO, CA 92108 -.::}.-} Phone (619) 497-2118 sHEETNO.~---____ G_J,._oF .... U~-~~~'--- CALCULATED BY -1-P~~~*~----DATE ·1:3.,,. I ,k-_q1 ·1 :.I. !I. :I ·1 :.· I· __ ·1 : I ·r./.'.·. ,.-·;:-<.' I·_ ·1: I. I~- I: '~-.. . . ·.·· "·.··.:-::-1 Fax (619) 497-0429 CHECKED BY · DATE----- SCALE feMfDJe:Nt A-26& fc&r' I I , o, ,' I• I .ft0f 9L-~ 1B p~ ~ooF LA . ..-:: -Z0 ~ l-;' tl'--b'' '9? 4 1--0'' t>.C-, 'ik.,. ;?{:G X 4-iD = 86 ':?P ~ LL 7 ZD~..JJ lVn--::, C 16 t ~0)(4;""' lf?'t.. ~L(l_ ~· H (s12J Mi1, l[lf.Rt f Pr,,,-:: 1<:,,t>IT > (<_:: ~.!f )t"='?. :: / h3 ~ It 1 b 11 -r.J.::r: is;-c-e 4-tJ 1' I tJYL. 11 7 tt tJ:i; 6~:f'C/ e, te> II I J::: 41'..t>" --1';\-'"'· .4,--'/,t>' X Z l,'6 .-: I C?ID -o/.p ~ I.,-[,~ l'2--P~ Wn..--z Ct B+ (1...;('Z-l.15 ')-= ~ fl--r Vl~ ~ ?- 12-~-a< " .. '· .. ' ·: .. .I :•,c, ·-1 : .. 1 .·1 I I I Allowable Uniform Loads (PLF) Deoth 117/a" 14" 16" . 18" Span 100¼ll I 115'1,ll 100'/o lL I 115'/, lL 100'/,ll I 115'1,ll.· 100'/oll. I 115%11. (ft.) 100'/,U. I 125'/, lL 100'/,11 I 125'/, lL 1003/,11 I 125'!,ll 100¼11 I 125'/oll 12 271 311 280 321 290 333 324 372 236 338 350 362 405 14 232 266 240 275 249 286 278 319 158 290 224 300. 311 347 16·· 180 206 210 241 217 249 243 279 --110 225 157 262 209 271 303 18 . -142 163 174 200 193 221 216 248 71 177 102 217 136 241 174 270 20 107 132 141 162 165 189 183 210 47 143 68 176 92 206 .118 228 22 82 109 117 134 137 157 151 173 36, 109 52 146 70 171 91 188 24 64 85 93 112 115 132 127 146 28 85 41 122 55 143 72 158 26 67 74 95 98 112 108 124 67 32 98 44 122 58 135 28 54 79 81 i 95· 93 106 54 79 35 ·105 47 116 30 44 65 67 '83 81 ·93 44 65 29 89 38 101 32 37 54 74 72 82 37 54 . 74 32 90 34 45 62 72 31 45 62 78 36 38 52 65 38 52 69 38 45 58 33 45 59 40 38 51 38 51 Allowable Uniform Loads (PLF) Deoth 117/a" '• 14" 16" 18" 20" 10Cll',ll. I 115'/,ll. 100',.U:. I 125'/,ll 335 385 418 287 330 358 251 288 313 223 .256 218 278 201 231 148 251 171 196 115 213 144 165 91 180 122 140 73 152 106 121 59 132 92 105 49 115 81 93 40 101 72 82 34 90 73 80 65 71 59 65 20" T JI®/35C Joist Load Tables (#~ 22" 24" 26" 28" 30" Depth 100'/oll. I 115%11. 100'!.ll. I 115'l,1\. 100'l,ll. I 115';, 11. 100¼11. I 115'1,11. 100'1.ll. I 115',.ll. Span 1w,.11 r 125'1o tL 1w1o11 I 125',. ll 1w1.u. I 12!ir,11. 1a,,1.u. ·I 125'1,ll 100',.U. I 12!il'o lL (ft.) 344 395 352 404 350 402 350 402 350 · 402 12 430 440 437 437 437 295 339 302 347 300 344 300 344 300 344 14 ; 368 .s-n 375 375 375 255· 296 264 303 263 302 263 302 263 302 16 322 330 328 328 328 229 263 235 270 234 269 234 269 234 269 18 286 293 292 292 292 206 236 211 242 21p 241 210 241 210 241 20 182 257 263 .262 262 262 187 215 192 220 191 219 191 219 191 219 22 141 233 170 240 238 238 238 160 183 169 194 175. .201 175 201 175 201 24 112 200 135 211 160 218 . 218 218 136 156 144 165 157 180 162 186 162 186 26 89 170 109 180 129 196 152 202 202 117 134 124 142 135 155. 146 167 150 172 28 73. 146 88 155 106. 168 124 182 145 187 102 117 108 124 118 · 135 127 146 137 157 30 60 127 73 135 87 147 103 . 158 120 171 90 103 95 109 103 118 112 128 120 137 32 50 112 61 118' 1 73 128 86 140 101 150 80 91 84 96 ·92 105 99 113 106 121 34 42 100 52 105 62 115 73 123 · 85 132. 71 81 75 86 82 94 . 88 101 95 109 36 . 36 88 44 93 52. 102 62 110 73 118 73 77 83 90 97 38 80 83 91 98 106 65 70" 75 82 88 40 71 76 82 90 96 TJI®/40C Joist Load Tables 22". . 24" 26" 28" 30" Depth I Span 100'/,ll. I 115'/,ll. 100!',ll I 115%11. 100'1,ll. I 115'1,11. 100'I, ll. I 115% ll. I 100,, 1L I 115\, 11. 11Xi'/,1L I 115%1L 100!',ll I 115\,ll 100'1.ll I 115%1L 100'!,ll I 115'1,ll 100¼1L I 115%1L Span (fl.) 100¼11 I 125'/,11. 100'/ol1 I 125'/, 11. 100'l,11 I 125'/, lL 1w1ou. I 125'1,11. 100,,u. I 125'1, 1L 1oo>1,u. I 125'1.11. 1a,,;.u. I 125% 11. 1oor,u. I 125'/, 11. 100'1,u. I 125'/,11. ·,oor.u.J 125'1,ll (ft,} 11~-:7_. .... ... , . ·,-. 12 14 16 271 253 232 170 201 119 311 280 321 338 350 266 240 275 290 300 231 210 241 251 170 262 290 333 324 372. 335 362 405 249 28ey, · 278 319 287 311 347 218 250 243 279 251 272 303 I 18 157 182 187 215 193 221 216 248 . 223 ·1 I I I I 76 198 110 233 146 241 188 270 20 116 148 158 181 174 -200 195 224 52 155 74 197 99 217 128 243 22 89 118 130 150 154 17.7 111 196 39 118 57 163 76 192 99 213 24 69 92 101 126 129 148 144 165 31 92 44 135 60 161 78 180 26 73 81 108 110 126 123 141 73 35 108 48 137 62 153 28 59 65 87 89 109 106 121 . 59 29 87 39 118 50 132 30 48 71 73 95 92 105 48 71 32 97 41 115 32 40 59 81 80 93 40 59 8r 35 101 34 50 68 67 82 34 50. 68 29 89 36 42 57 73 ___ ........ 42 57 76 38 36 49 65 36 49 65 40 42 56 31 42 56 .. 1. Values shown are the maximum allowable load capac1t1es of the joists in pounds per lineal foot (PLF) based on simple span, uni- 201 160 183 124 163 98 139 79 120 64 104 53 92 44 81 37 72 31 formly loaded conditions, web stiffener and bearing length criteria I shown on page 11, and assume roof applications have provisions for positive drainage (¼" per foot slope minimum). ac..-. 2. Values in blue ifia8ia: areas may be-increased 4% for repetitive 9 · :-:· ,_-.: member usage if the criteria on page 29 are met. I · · · · · 3. Camber (2250' radius) is available for simple span applications only. · : . 4. Tapered T JI® joists and/or plywood webs are available for some series, contact your Trus Joist MacMillan representative. I T JM Product Manual 385 344 395 352 404 350 402 350 402 350' 402 12 418 430 440 437 437 437 330 295 339 302 347 300 344 300 344 300 344 14 358 368 377 375 375 375 288 258 296 264 303 263 302 263 302 263 302 16 313 322 330 328 328 328 256 229 263 235 270 234 269 · 234 269 234 269 18 278 286 29'3 292 292 292 231 206 236 211 242 210 241 210 241 · 210 241 20 251 196 257 263 262 262 262 210 187 215 192 220 191 219 191 219 191 219 22 228 152 233 183. 240 238 238 238 187 172 197 176 202 175 201 175 201 175 201 24 203 121 215 146 220 173 218 218 218 159 155 178 163 187 162 186 162 ,as 162 186 173. 97 193 118 203 139 202 202 202 26 137 134 154 142 163 150 172· 150" 172 150 172 150 79 167 96 177 114 187 134 187 187 28 119 116 133 124 142 136 156 140 160 140 160 130 65 145 79 155 95 170 111 175 .130 175 30 105 102 117 109 125 119 136 129 148 131 150 32 115 55 127 66 136 79 148 93 161. 109 163 93 91 104 97 111 106_ 121 · · 115 132 123 141 101 46 113 56 121 67 132 79 143 · 92 153 34 82 81 93 86 98 94 108 102 117 110 126 90 39 101 47 107 57 117 67 127 79 137 36 74 73 83 77 88 85 97 92 . 105 99 113 81 _ 34 91 41 96 49 106 58 115 67 123 38 67 74 70 80 76 87 83 95 89 102 40 71 81 35 87 42 95 50 103 58 111 To size floor Joists: Check both live load (10q% LL) and total load (100% TL). When live load is notshown, total load will control. Total load values limit deflection to U240. Live load values are based on "NON-RESIDENTIAL FLOOR DEFLECTION LIMIT" shown on page 28 and assume a nailed floor system. Live load (100% LL) values may be increased with a glue-nailed.floor system, <:9ntact your Trus Joist MacMillan representative for assis- tance. To size roof Joists: Check the appropriate snow load area (115% TL) or non-snow load area (125% TL) value to determine the maximum allowable-total load. Total load (115% TL and 125% TL) values limit joist deflection to U180. Consult local codes to verify deflection limits required for specific appllca~lons. 5 -.I TJI®/55C Joist Load Tables Allowable Uniform Loads (PLF) (11 ~1 i.l :1 I :I I I I I I I I I I ·(:.:-:·, ·.-.··:: (? ·-.·.· Depth 11%" 14" 16" Span 100'!.ll I 115°',ll 100'/,ll I 115'.sll 100'!.ll I 115%ll (ft.) 100'/,ll I 121'/, lL 100'!.lL I 12!ll',1l 100'!.lL I 125%1l 239 274 263 302 287 330 14 212 298 328 358 16 209 240 230 264 251 288 150 261 210 287 313 18 186 213 204 234 223 256 .. 97 232 137 255 181 278 20 · 152 192 184 211 201 231 65 203 93 230 124 251 22 116 155 167 192 183 210 50 155 72 208 95 228 24 92 122 132 174 167 192 40 122 56 176 76 208 26 73 97 105 140 141 174 31 97 45 140 61 188 · 28 78 86 114 115 150 78 37 114 49 153 30 64 70 93 95 126 64 30 93 40 ·~26 32 53 78 79 '\05 53 78 34 105 34 45 6q 66 88 45 65 28 88 36 38 55 75 38 55 75 38 47 64 32 47 64 40 41 55 41 55 42 35 48 35 48. TJI'.E/60C Joist Load Tables Depth 117AI" . 14'.' 16" Span 100'/,ll. I 1151,ll 100'!.ll I 11!1l,1l 10,,,. 1l I 115% ll (ft.I 100%lL I 125'¼1L 100'/,lL I 125'/,ll 100'/,ll I 121'!. ll 14 239 274 263 302 287 330 228 298 328 358 16 209 240 230 264 251 288 162 261 227 287 313' 18 186 213 204 234 223 256 105 232 149 255 196 278 20 167 192 184 211 201 2_31 71 208 · 101 230 134 251 22 128 170 167 192 183 210 55 170 79 208 104 228 24 101 134 145 175 167 192 43 134 62 191 82 208. 26 80 106 116 154 155 178 34 106 50 154 66 193 28 65 86 94 125 127 164 28 86 40 125 54 169. 30 71 77 103 104 139 71 33 103 44 139 32 59 65 86 87 116 59 28 86 37 116 34 49 72 73 97 49 72 31 97 36 42 61 83 42 61 83 38 36 52 71 36 ---~---52 71 40 45 61 45 61 42 39 53 39 53 18" 20" 22" 100'/,ll I 115%ll 100'!.lL I 115%11. _100'/,ll. I 115%11. 100'/,ll I 125% lL 100'/,ll I 125'/,ll 100'/,ll I 121'/,ll 296 340 318 365 ?41 392 370 397 426 259 ·397 279 320 298 342 323 348 372. 230 264 248 285 265, 304' 229 287 . 310 331 207 .238 223 256 239 274 157 258 194 278 235 298 188 216 203 233 217 249 122 235 152 253 185 . 271 173 198 186 213 199 228 97 216 121 232 147 248 159 182 171 196 184 211 78 198 97 213 119 · 230 145 166 159 182 170 195 64 181 80 198 97 212 122 144 142 163 . 158 181 52 157 66 177 80 197 102 127 125 143 139 159 44 136 55 156 67 173 . 86 112 109 127 123 141 37 114 46 138 57 153 73 97 92 113 . 110 126 31 . 97 40 123 49 i37 83 79 102 98 113 83 34 105 41 123 72 68 91 85 102 72 29 91 36 111 62 79 74. 93 62 . 79 31 98 18" 20" 22"· 100'/, ll I n&im 100%1l f H5%1l 100'/oll I 115%11 100'!.lL I 121'/,ll 100',;lL / 121'!.ll 1w1,lL I 125%11 296 340 . 318 365 341 392 370 397 426 259 2_97 279 320 298 342 323 348 372 230 264 248 285 265 304 287 . 310 331 207 238 223 256 239 274 171 258 211 278 298 188 216 203 233 217 249 133. 235 166 253 200 271 173 198 186 213 199 228 106 216-. 132 232 160 248 159 182 171 196 184 211 85 198 . 106 213 130 230 148 170 159 182 170 195 70 185 87 198 107 212 135 158 149 171 159 182 58 172 ,72 186 · 88 198 113 144 139 159 149 171 48 150 60 173 74 186 95 127 120 144 140 160 40 127 51 157 62 175 81 108 102 129 :126 144 34 108 43 136 53 157 69 92 88 116 108 129 29 92 37 117 46 141 80 76 101 94 117 Sci 32 101 40 125 69 66 88 81 105 69 28 88 35 108 1. Values shown are the maximum allowable load capacities of the joists in pounds per lineal foot (PLF) based on simple span, uni- To size floor joists: formly loaded conditions, web stiffener and bearing length criteria 24" 26" 28" 30" · Depth 100'1.ll I 115%11. 100'/,ll. I 115%11. 100%11. I 115%11. 100'/,ll. I 1151,11.. Span 100'/,lL I 125%ll 100'/,lL I 121'!. ll 100'/,lL I 121"1. ll 100'1,ll I 121',. 1l (ft.) 341 392 363 417 396 424 396 424 14 426. 453 461 461 298 342 317 364 323 371 323 371 16 372 396 403 403 265 304 282 324 287 330 287 330 18 331 352 358 358 239 274 254 292 258 296 258 296 20 298 317 · 322 322 217 249 231 265 235 270 235 270 22 271 288 293. 293 199 228 2.11 242 215 247 215 247 24 176 248 207 263 268 268 184 211 . 195 224 199 228 199 228 26 143 230 169 243 196 248 248 170 195 181 208 184 211 184 211 28 117 212 139 226 161 230 230 159 182 169 194 172 197 172 197 30 97. 198 . 11.5 211 · 134 215 155 215 147 169 159 1~2 161 185 161 185 32 82 .183 97 198 113 201 -131 201 131 150 142 163 152 174 152 174 34 69 163, , 82 177 ,96 190 111 190 116 133 127 146 137 157 143 164 36 59 145 70 158 · 82 171 .95 178 105 120 114 131 123 141 132 151 38 50 131 60 142 71 153 82 165 94 108 103 118 111 127 119 136 40 44 H7 52 128 61 138 ,71 148 86 98 93 106 101 116 108 124 42 38 107 45 116 53 126 62 135 Allowable Uniform Loads (PLF) ·24" 26" 28" 30". DePlh 100%11. I 11&1.ll 100'!.ll 1 115"/oll 100'/,ll I 115%11 100'!.ll I 115%1L Span: 100'/oll I 121'/o ll 100'!.lL I 125% lL 1w1,lL I 1@,n.. 100'!.ll I 121'!. ll (ft.) 341 392 363 417 369 424 369 424 14 426 453 461 461 298 342 317 364 323 371 323 371 16 372 396 403 403 '265 304 282 324 287 330 287 330 18 331 352 358 358 239 274 254 292 258 296 258 296 20 298 317 . 322 322 217 249 231 265 235 270 235 270 22 271 288 293 293 · 199 228 211 242 215 247 215 247 24 191 . 248 263 268 268 184 211 195 224 199 228 199 228 26 155 230 183 243 248 248 170 · 195 181 208 184 211 · 184 211 28 128 212 151 226 176 230 230 159 182 169 194 172 197 172 197 30 106 198 125 211 146 215 169 215 149 171 159 182 161 185 161 185 32 89 . 186 106· 198 124 201 143 201 140 160 149. 171 152 174 152 174 34 76 175 89 186 105 190 121 190 133 152 141 162 143 164 143 164 36 64 166 77 176 90 178 104 178 120 137 1-32-151 136 156 136 156 38 55 150 66 165 77 170 89 170 109 125 119 136 129 148 129 148 40 48 136 57 148 67 161 78 161 99 113 108 124. 117 134 123 141 42 42 123 50 135 59 146 68 153 I shown on page 11, and assume roof applications have provisions for positive drainage (¼~ per foot slope minimum). 1s . 2. Values in blue §b;f.@areas may be increased 4% for repetitive Check both live load (190% LL) and total load (100% TL). When live load is not shown, totalload will control. Total load vat.ues limit deflectipn to L/240. Live load values are based on"NON·AESIDENTIAL FLOOR DEFLECTION LIMIT" shown on page 28 and assume a-nailed floor system. Live load (100% LL) values may be increased with a glue-nailed floor system, contact your Trus Joist MacMillan representative for assis· I, I C:':.=:·: member usage if the criteria on page 29 are met. · :·. ·. · 3. Camber (2250' radius) is available for simple span applications only. 4. Tapered T JI® joists and/or plywood webs are available for some series, contact your Trus Joist MacMillan representative. 6 tance. - To,slze roof joists: Check the appropriate snow load area (115% TL) or non-snow load area (125% TL) value to deterrnine·the maximum allowable total load. Total load (115% TL and 125% TL) values limit joist deflection to L/180. Consult local codes to verify deflection limits required for specific appllcatlpns. T J.M Product Manual f)J :1 i ::I • r: ( ::::::. ·;I ... 1 :I -I I I I I ( ..... ·:·. :: . I -·· I I I I I I r··· ·.··.-. I I --··------------------- Allowable Moment and Shear Tables for Glulam Beams ' Volume Factor: Cv =°KL x (12/d)I/x X (5.125/b)l/x X (21/L)l/x (1994 .UBC 2312.4.5) = 1.0 X (1.282/d O.I) X (J.178/b O.I) X (1.356/L O.I) . . ,/ where KL= 1.0 for simple span beams with uniformly distributed load and continuous or cantilevered beams with any load condition d =·beam depth, in b = ~am width, in L = beam span (between points of zero moment), ft . x = IO for all wood species (except Southern Pine)· Table Assumptions: KL = 1.0 and x = 10 Compression face is laterally supported. . 24F-V4 and 24F-V8 Glulam AHowal;>le Stresses (dry conditions) Fb =2400 psi Fv= 165 psi Ft= 1150 psi Fe= 1650 psi F c (perp.) = 650 psi Exx = l .8x I 06 P,Si Eaxial = l.6x106 psi __ .... ----~--~· \ . \_ 6 6 3/4" Wide Gli.dam Allowable Moment and Shear Values 3/14/97 Max. Moments <ft-kl Maximum Shears (k) _ L(ft) b-tinl _d (in) Cv M I 1.25 M V I 1.25 V ,\·.·. ·. ! :·:_-. .-... _. .. ~:I ·. i_l 45 6.75 31.5 0.819 182.7 228A 23.4 29.2 45 6.75 33 0.815 199.6 .249.!i 24.5 30.6 45 6.75 34.5 0.811 217.2 271.5' 25.6 32.0 45 6.75 36 0.808 235.5 294.4 26.7 33.4 45 6.75 37,5 0.804 254.5 318.1 27.8 34.8 45 6.75 39 0.801 274.2 342.7 29.0 36.2 48 6.75 7.5· 0.939 11.9 14.9 5.6 7.0 48 6.75 9 0.922. 16.8 21.0 6.7 -8.4 48 6.75 10.5 0.908 22.5 -28.1 7.8 . 9.7 .:'.I 48 6.75 12 0.896 29.0 36.3 8.9 11:1 48 6.75 13.5 0.885 36.3 ·45.4 10.0 12.5 48 6.75 . . 15 0.876 44.3 55.4 1-1.1 13.9 'ii 48 6.75 16.5 0.868 53.1 66.4 12.3 15.3 48 6.75 18 0.860 62.7 78.4 13.4 16.7 48 6.75 19.5 0.853 73.0 91.2 14.5 18.1 48 6.75 21 0.847 84.0 105.0 15.6 19.5 :·1 48 6.75 22.5 0.841 95.8 119.8 16.7 20.9 48 6.75 24 0.836 108.3 135.4 17.8 22.3 48 6.75 25.5 0.831 121.5 151.9 18.9 23.7 :_:I 48 6.75 27 0.826 135.5 169.3 20.0 25.1 48 6.75 28.5 0.821 150.1 187.7 21.2 26.5 48 6.75 30 0.817 165.5 206.9 22.3 27.8 48 6.75 31.5 0.813 181.6 227.0 23.4 29.'2 :1 :I C/· •.:-· 48 · .. , 6.75 33 0.809 198.3 247.9 24.5 30.6 48 6.75 34.5 0.806 215.8 269.8 25.6 · 32.0· 48 6.75 36 0.802 234.0 292.5 26.7 33.4' 48 6]5 37.5 0.799 252.9 316.1 27.8 34.8 48 6.75 • 39 0.796 272.4 340.5 29.0 36.2 51 6.75 7.5 0.933 11.8 14.8 ·5.s 7.0 : 51 6.75 9 0.916 16.7 20.9 6.7 8.4 ·1 51 6.75 10.5 0.902 22.4 28.0 7.8 9] 51 6,75 12 0.890 28.8 36.1 8.9 11.1 -51 6.75 13.5 0.880 36.1 45.1 10.0 12.5 I . 51 6.75 15 0:871 44.1 55.1 11.1 13.9 51 6.75 16.5 0.862 52.8 66.0 12.3 15.3 51 6.75 18 0.855 62.3 77.9 13.4 16.7 I 51 6.75 19.5 0.848 72.6 90.7 14.5 18.1 51 6.75 21 0.842 83.5 104.4 15.6 19.5 51 6.75 22.5 0.836 95.2 119.0 16.7 20.9 51 6.75 ,. 24 0.831 107.6 134~6 17.8 22.3 ·I 51 6.75. 25.5 0.826 120.8 151.0 18.9 23.7 51 6.75 27 0.821 134.6 168.3 \20.0 25.1 51 6.75 28.5 0.816 149.2 186.5 ·i1.2 26.5 I st····-· .. 6:1s 30 0.812 164.5 205.6 22.3 27.8 51----6.75 31.5 0.808 180.5 225.6 23.4 29.2 51 6.75 33 0.805 197.1 246.4 24.5 30.6 51 6.75 34.5 0.801 214.5 268.1 25.6 32.0 I 51 6.75 36 0.798 232.6 290.7 26.7 33.4 51 6.75 37.5 0.794 251.3 :ntt.2 27.8 34.8 51 6.75 39 0.791 270.8 338.5 29.0 36.2 I C-: ... I t.'.'• ! . ·54 6.75 7.5 0.928 11.7 14.7 5.6 · 7.0 54 6.75 9 0.911 16.6 20.8 6.7 8.4 54 6.75 10.5 0.897 22.3 21.8 7.8 9.7 54 6.75 12 0.885 28.7 35.8 8.9 11.1 54 6.75 13.5 0.875 35.9 44.8 10.0 12.5 54 6.75 --15 0.866 43.8 54.8 11.1 13.9 I ----- :.~I I a. 8 3/4" Wide Glulam Allowable Moment and Shear Values 3/14/97 .; Max. Moments (ft-k\ Maximum Shears (k )I (7\ \I L 1ft) b (in) d (in)· Cv. M I 1 •. 25M V l 1.25 V 42 8.75 37.5 0.789 323.7 404.6 36.1 45.1 42 8.75 39 0.786 348.7 435.9 37.5 · 46.9 42 8.75 40.5 0.783 374.7 468.3 39.0 48.7 42 8.75 42 0.780 401.5 501.8 40.4 50.5 42 8.75 43~5 0.778. 429.1 536.4 41.9 52.3 42 8.75 45 0.775 457.7 572.1 43.3 54.1 :·.;1 42 8.75 46.5 0.772 487.1 -608.9 44.8 55.9 42 8.75 · 48 0.770 517.4. 646.8 46.2 -57.8 42 8.75 49.5 0.768 548.6. 685.7 47.6 59 .. 6 ;\I 42 8.75 51 0.765 580.6 725.7 49.1 61A 45 8.75 9 0.904 21.4 -26.7 8.7 10.8 45 8.75 . . 10.5 0.890 28.6 '35.8 10.1 12.6 .. i'.;I 45 8.75 12 0.878 36.9 46.1 11.6 14.4 45 8.75 13.5 0.868 46.1 57.7 13.0 16.2 45 8.75 15 0.859 56.4 70.5 14.4 18.0 45 8.75 16.5 0.851 67.6 84.5 15.9 19.9 \I 45 8.75 18 0.843 79.7 99.6 17.3 21.7 45 8.75 19.5 0.837 92.8 116.0 18.8 23.5 45 8,15· 21 0.831 106.8 133.5 20.2 25.3 \I 45 8.75 22.5 0.825 · 121.8 152.2 21.7 27.1 45 8.75 24 0.820 137.7 172.1 23.1 28.9 45 8.75 25.5 0.815 154.5 193.1 24.5 3.0.7 •. 45 8.75 27 0.810 172.2 215.3 26.0 32.5 '.I 45. 8.75 28.5 0;806 190.8 238.6 27.4 34.3 45 ',, 8.75 30 0;801 210.4 263.0 28.9 36.1. 45 8.75 31.5 0.798 230.8 288.5 30~3 · 37.9• ;I (\. 45 8.75 33 0.794 252.1 315.2 31.8 39.7 .... 0.790 45 8.75 34:5 274.4 343.0 33.2 41.5 ' 45 8.75 36 0.787 297.5 371.8 34.7 43.3 45 8.75 37.5 -0.784 321.5 401.8 36.1_ 45.1 :·1 45 8.75 39 0.781 346.3 432.9 37.5 46.9 45 8.7,5 40.5 0.778 372.1 465.1 39.0 48.7 45 8.75 42 0.775 398.7 498.4 40.4 50.5 I . 45 8.75 43.5 0.772 426.2 532.7 41.9 52.3 45 8.75 45 0.770 454.5 568.2 43.3 54.1 45 8.75 46:5 0.767 483.8 604.7 44.8 55.9 45 8.75 48 0.765 513.8 642.3 46.2 57.8- :I I 45 8.75 49.5 0.762. 544.8 681.0 47.6 59.6 45 8.75 51 0.760. . 576.6 720.7 49.1 . 61.4 48 8.75 /.' 9 0.898 21.2 . 26.5 8.7 10.8 48 8.75 10.5 0.884 28.4 35.6 10.1 12.6 48 8.75 12 0.873 36.7 45.8 1,11.6 14.4 48 8.75 13.5 0.862 45.8 57.3 :p.o 16.2 48_ ... --8.75 15 0.853 56.0 70.0 14.4 18.0 .I 48 -~--· 8.75 16.5 0.845 67.1 83.9 15.9 19.9 48 8.75 18 0.838 79.2 99.0 17.3 21.7 48 8.75 19.5 0.831 92.2 115.3 18.8 23.5 I 48 8.75 21 0.825 106.1 132.7 20.2 25.3 48 8.75 22.5 0.820 121.0 1q1,3 21.1 27:1 48 8.75 -24 0.814 136.8 171.0 23.1 28.9 I (J. .. :.· I : 48 8.75 25.5 0;809 153.5 191.9 24.5 30.7 48 ·8.75 27 0.805 171.1 213.9 26.0 32.5 48 8.75 28.5 0.800 189.6 237.0 27.4 34.3 48 8.75 30 0.796 209.0 261.3 28.9 36.1 48 8.75 · 31.5 0.792 229.3 286.7 .30.3 37.9 48 8.75 ... .33 0.789 250.5 313.2 31.8 39.7 I ·_'.., i-1 ·:I (?: .. '• _:-::- . MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 9210.8 Phone (619) 497-2118 Fax (619) 497-0429 I ' ' I , I I h I ' \ I '• 1 iii :·: \I i:.I (,,J;: 1'{1of% -I '2-o P5F),;::::. ''% PU oL, 1cf)JI 1,_l 7.-<1..-Lt-?)vr,-e .= ~(bl>-r.?/~1' = -::r,7 11 7-I f&. t '• :_-:.1 . @ £1e w /><!h-J_ -r0 (?,b, ·:".I .. .-.1 .f.:1 -;_I ::::1 ,: ., \.I -· .. I ~:.I ... ,;IC/: :,-, .. ·.· ~1 ~I w;;:; 1f.' (1J ,1·"1/-,) :: 1q8 fM-DLr 1,,i,o 1,.,c., h ·:: IV I e.:::-7-,J" W = 10 (?AP:-l)L cfo L.1.-/ . r ~ . 3283 tFDLI ,:;-q ii#{.;(.. (1z fJ(-LLJ h;; lti,'31 14-1'-'3..2-:;;. 13// ..-, 7-r e : I" --~--- JOB L 0,so.l,.Ar·-0 , P(0 M 1(') , 6-Af2. O l!"tJ/a1I' J}ttD SHEETNO. . . G1. OF· ______ _ CALCULATED BY RM .r DATE . C½ tr'f 1 , tJt f.... ----..,-----I CHECKED BY-----'--------'--DATE------ SCALE 0MfDll!~"t-1r-A--1:f# · N/f11t>>J~'( ~ ,l l , • --i· --,: ___ , / / / 151 IJ.o1 I / ,· •' ASS'un6 B ~.-i 11c> '" I --1' •••" '• <: '•' I •\,.JO.', L ,., , , 1 ,~,• ',, I tn !•,,1.,, 'l• ( ll I, f ,t<, 1,1.•J :\:1 :·.-1 •, ::I ·:: ., ·:. ·:1 •' ~::.·1 ,::1 ... :1 ti :.:I ._. CJ:. .'·.·.·,1 C:::·· \-~::·._-.:.-., ii :'.I '.I ~I ;1 ·:I ·:1 . ' p .. ~ . : : :: : : . : :I.:· ·1 MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS PROJECT# 960240 LEGOLAND CARLSBAD 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 SERVICE AllD ADIUUISTRATIOll FSA A-20" GARDEllER1S SHED Date: 05/20/97 Page: &/) MASONRY WALL DESIGN TYPICAL WALL PARALLEL TO RAFTERS ---DESIGN DATA ---__________ _,__. WALL DATA------,------- f'm = 1500 psi Clear Span Ht. = 15.00 ft l~all Thickness (nominal) = 8.00 in Fs = 40000 psi Parapet Height = 1.00 ft Rebar Size # 4 For calc of Em= f'm * 750 Uniform Dead Load -36.00 plf Rebar Spacing. = 16.00 in Em= Hult. & f 1111 = 1125000 psi Uniform Live Load = 40.00 ~lf Place Rebar@ Center of Wall n : Es{En = 25. 78 Uniforn Load Ecc. = 7 .30 in ·use Hornal Weight Block Specia Inspection Required ---» Roof Load liall Wt. Multiplier = 1.000 Wall Must Be Solid Grouted AXfal DL @ Top of Wall= o.oo plf Rebar Area = 0.150 in2 Seis11ic Factor = 0.300 Anal LL @ Top of lial:1. = o.oo plf Wall Weitt = 84.00 J.>Sf Wind Load = 17.40 psf ---» RoQf Load Equiv So id Thickness = 7 .60 In Load Duration Factor = 1.330 Bar Depth 1d1 = 3. 75 in -----------------SOllfARY~---------------- Axial 76.0 # 36.0 # 36.0 # Bending stresses Top of Wall: Hoient 555 in-# 367 in-# 414 in-# Steel Masonry 1111 psi 22.0 psi Dead+ Live = Dead+Live+li/ind = Dead+Live+Eq. = . 736 psi 14. 5 psi 829 psi 16. 4 psi Btwn. Base & Top of Wall: Dead + Live = 277 in-# 790.0 # Dead+Live+Wind = 5952 in-# 750.0 I Dead+Live+Eg. . = 8561 in,.# 750.0 # (Note! ••• Floor Lt only included w/Earthquake/Wind 556 psi 11922 psi 17148 psi 11.0 psi 235.5 psi 338.8 psi ---------A~!BLE STRESSES ~-------- Allow Axial = .2*f'm*[f'-(h/42t)A3]*(0.5 if w/o Special Insp.) = Allow Bending Masonry : .333*f111*(•.5 if w/o insp) <=2,000 = : Steel = Maxi11u11 Allowable Mo11ent w/o Axial Load = Maximum Allowable Axial Load _w/o Moment = np = 0.0859 j , = k: (np2+2np)A.5-np = 0.3374 2 / k J = ----- V4.4B (c) 1983-95 EllERCALC 253.a8 psi 495.0 psi 24000 t>5i 11982 m-# 23154 # 0.8875 6,678 Axial stress o.8 psi 0.4 psi 0.4 psi 8. 7 .psi 8.2 psi 8,2 psi fb/Fb + fa/Fa 0.048 <= 1.00 OK 0,031 <= 1.33 OK 0.035 <= 1.33 OK . 0.056 <= 1.00 OK 0.508 <= 1.33 OK 0,717 <= 1.33 OK ----LOADS'& IDIEITS---- Axial + Uniform D.L. = 36.0 # @ mid-ht Axial f Uniform L.L. = 40;0 # @ 11id-ht Wall Weight = 714 .oo # @ mid-ht Ecc. D.L. Mo11ents = 262,80 in-# @l top = 131. 40 in-# @ mid-b Ecc. L.L. Moments = 292.00 in-# @ top = 131. 40 in-# @ 11id-li Wind Mom. @ Mid-Ht = 5820.4 in-# Seis11ic Mo11. @ Hid-Ht= 8429.6 in-# GEORGE R. SAUllDERS ASSOCIATES, KW060361 ::.1 _., )I ', :.-1 ', ,• •' :-:·1 ,: \I .. _'.:-1 .. -· :··. ---:1 MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,S_UITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOLAllD CARLSBAD SERVICE AllD A:OMHHSTRATIOll FSA (619)497-2118/FAX 497-0429 A-20" GARDEllER1S SHED Date: 05/20/97 Page: Gq' MASONRY WALL DESIGN TYPICAL WALL PERPEllDICULAR TO RAFTERS ---DESIGH DAT! -------'---'------WALL DA'lA----------- f 'm = 1500 psi Fs = 40000 psi For calc of Em= f'm * 750 · Em = Mult. & flm = 1125000 psi n : Es{En = 25. 78 Specia Inspection Required Wall Must Be Solid Grouted Seisnic Factor = 0.300 Wind Load = 17.40 psf Load Duration Factor = 1.330 Clear Span Ht. = 15. 00 ft Wall Thickness (nominal) = Parapet Height = 1.00 ft Rebar Size # Uniform Dead Load = 19~.oo plf Rebar Spacing . = untform Live Load = 220.00 ~lf Place Rebar @ Center of Wall Unifor11 Load Ecc. = 7. 30 rn Use Normal Weight Block --->> Roof Load Wall Wt. Multiplier Axial DL @ Top of Wall= o.oo plf Rebar Area _ Axial LL @ Top of Wall= 0.00 plf Wall Weight ---» Roof Load Equiv Solid Thickness = Bar Depth 'd' = 3. 75 in = = 8.00 in 4 16,00 in 1.000 0.150 in2 84.00 ~sf 7.60m ----------------~SOHMARY-~----~---------- Top of wall: Dead+ Live = Dead+Live+liind = Dead+Live+Eg. = Hoaent 3051 in-# 1550 in-# 1597 in-# Axial 418 •. 0 # 198.0 I 198.0 # Btvn. Base Ii Top of iall: Dead + Live = 1526 in-# 1132.0 # Dead+Live+Wind = 6562 in-# 912.0# Dead+Live+Eg. ---~ . . 9164 in-# 912.0 # . (Note! ••• Floor LL only included w/Earthquake/Wind Bending stresses steel . Masonry . 6112 ps~ 120. 8 ps~ 3104 psi 61. 3 psi 3198 psi 63. 2 psi 3056 psi 13144 psi 18357 psi 60.4 psi 259. 7 psi 362, 7 psi Arial fb/Fb + Stress fa/Fa 4.6 psi 0.262 <= 1.00 OK 2.2 psi 0,132 <= 1.33 OK 2,2 psi 0.136 <= 1.33 OK 12.4 psi -0,171 <= 1.00 OK 10.0 psi 0.564 <= 1.33 OK 10.0 psi 0,772 <= 1.33 ok .-.1 a ___ . __ : __ ------...._ -AW.ABLE STRE$ES ------------'--'-~-i:. Allow Axial = .2*f'm*[l-(h/42t)A3J*(0.5 if w/o Special Insp.) = 253.88psi Allow Bending Masonry : .333*f'n*('.5 if w/o insp) <=2,000 = 495.0 psi --~--LOADS 0& IDIEH'fS---- Axial + Uniform D.L. = 198.0 #@ mid-ht Axial + Uniforn L.L. = 220.0 # @ nid-ht : steel = 24000 ~si -Maxi11u11 Allowable Monent w/o Axial Load = 11982 m-# :_-; I Maximum Allowable Axial Load w/o Moment = 23154 I .. ·;I ii , :_1 :1 .·1 .I 1 ·_I np = 0.0859 j . = 0.8875 k: (np2+2np)A,5-np = 0,3374 2 / k J = 6,678 .------ (?:- V4.4B (c) 1983-95 ENERCALC Wall Weight = 714.00 # @ mid-ht Ecc. D.L. Monents = 1445.40 in-# @ top -722. 70 in-# @ mid-I! Ecc. L.L. Momen_ts = 1606,00 in"'.# @ top = 722. 70 in-# @ nid-11 Wind Mom. @ Mid-Ht = 5820.4 in-# · Seismic Mon. @ Mid-Ht= 8429.6 in-# GEORGE R. SAUllDERS ASSOCIATES, KW060361 ~---=·=-··--------·-----~ ·---~~ -·-····-------· .. . .. ... .. MARTIN & DUNN, INC. JOB L~L-A1.lo · e:'$~ G'e17 zthtP 1'~0 :-_._· 1 Structural & Civil Engineers 7801 Mission Center Court Suite 400 ,--.··:. SAN DIEGO, CA 92108 (}Y)oF __ _ SHEET NO. CALCULATED BY -~~~c..:.c..,4-_____ DATE 5-1 q'-t:J'1 ( .. /.:-:. Phone (619) 497-2118 Fax ·(619) 497-0429 /I CHECKED BY _______ DATE ___ _ SCALE t't?HpmJ~ A-io0 H-,do/6Nfi1'r WAJ.t€ ... ' ' i l , • f I I ' • I ·~ ' , • I , • I • , :_:_:I ::: ···1 .. .":· :<I ·_:·1 - ;·.··1 ··' . . :.-i:I -c?:::.. .• ... /ii '.'·,1 ·:.' ,' <I .. ,: f.:I :··1 .. ::'I .\, . /· :·: ·: . .. · r:=:.::. / ., ·1 ...... . .. ~ontt w-,11,t, f7uoc ¥ 19KD± WA:vk 111 ~ :1 Y)"'" /b 1 t,;-(1,&V5f-:7.5)/z.~G,6l:,'1 CewfY/7 w~~-.. lvJ~·-p1J-(6'?.~~-·%'1 .. 'ptJ Pv. J . · 'VWp {J ( 6.:f.~~1,~ 1~. p ~ /A/ ~ crxtJoJ) w1_,Affl.·-~~c~_:o)(i~1,=;1?ptJ. . ( ' . ' Oo.l) Wwindi"' l1,4'p5P(~~~l.f3.¥!17.4·pt,J. Ww1,n, -i,.; t1.4p~(i,PY~?J?l'-v t0,!7j'f-~ ~ · · ... (ltt,tj ·IJJ~ 1-~ (J,?-;Ox~)(~0'l/:: Z~4P18-. $~ . w~1.--'tJ, 1/Dx (1..6p~)(i.oy~'-?,"t 1.4-. I pl}- ..l, ~- ~ Ww1r1£1\ ~ B H V)1@< ~ = B CO, 7?> fi..()+ 2 x It.VD . ::-'2'21-e p1 9 ..e.qu.i V -.}--L : . . . I ~'")'"2..-vtt ">}c W ~ z. 8 µ wt ®.t z 8 {O,qt) y-.f,f) "){ I clrl'\ -t '?D, 4-p~ . e6fU\V J'Z.. · (l~)--z.... ?ql.lW E:l?cPti<'l/vr ~ ~ ~ 0,'?') It.? I -fl . .. . I• l. I • • ,•,. '• •,.,,,.•,I 1,1',.,t. ,.,.,,_. --1 .,. -· ::.-1 -· .-. . , \I -:/1 :.I -:1 .. ·;:I : .ii .'.I ~1 ::1 ii :·I ·1 _ _;1 '.I ·1 ·1 I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 PROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMillISTRATIOH FSA ¢OMP A-2°"GARDENER1S SHED Date: 05/22/97 -c.-::::· . .-:\-· SINGLE SPAN BEAM ANALYSIS Page: G1,j, p--·.--::/ C: ... :".-_:· ; ' HORTH WALL PIER 1 / SOUTH WALL .PIER 1 WIND ---SP!I DATA ---HEIIBER DATA--~~ Center Span ::: 16.00 ft !:Inertia ::: 1.000 in4 All distances for load locations refer Left cantilever ::: o.oo ft E:Elastic Modulus ::: 1 psi to left support. Neg ( 1-1 } distances Right Cantilever _::: o.oo ft -End Fixity · Pin/Pin means load 1s on left cantilever ---OllFORH LOADS ---TRAPEZOIDAL LOADS--~------ Center Span #1 ::: 0.02k/ft # 1: O.Ollk/ft@ Left, O,Ollk/ft@ Right, Start@ 8.00ft -> 16.00ft ------<XlfCER'IRAffl> LOADS ------APPLIED tolmS -----'----- -----------------SOIIIARY -------------~---Mo11ents ----Shears~--------Deflections--"--- Left support ::: 0,16 k Max. @ Span ::: -33413466.884 in at 8.16 ft Right Support ::: O. 20 k ----Reactions ---Left Support ::: 0.16 k Right Support ::: 0.20 k -----------'-~ Query Values--------,----- Between Supports @ X::: o.oo ft, M::: .o.oo k-ft, v::: o.160 k, Defl.::: 0.000 n Max. Span Moment := o. 73 k-ft Max. Mon. Location := 8. 77 ft Min. Span Moment := 0.00 k-ft Min. Mon. Location := 0,00 ft Max@ Left Support := 0.00 k-ft Max@ Right Support . := ·o.oo k-ft MAXIMUM MOMENT := o. 73 k-ft ---- V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, 'KW060361 :_I ·;:1 .. :i-1 '• ,{I .. ·::I ·. i:I iii ~:1 ,. :,:1 : ·1 :1 :-1 -:I I :1 I I -1 I ·c{\: r:.·· : .. ~. ,: ..... : r-. · .. ····.· MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497-0429 SINGLE SPAN BEAM ANALYSIS NORTHWALL PIER 1 / SOUTHWALL PIER 1 SEISMIC PROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMINISTRATION FSA COMP A-2°'1 GARDENER'S SHED Date: 05/22/97 ---SPAI DATA -------MEHBER·DATA---~ Page: ()J,,1-,, Center Span = 16.00 ft !:Inertia = 1.000 in4 All distances for load locations refer Left cantilever = o.oo ft E:Elastic Modulus = 1 psi to left support. Ne<f ( '-') distances Right Cantilever = 0.00 ft· End Fixity · Pin/Pin _ me!lns load is on left cantilever ---OIIIFORH WADS ---TRAPEZOIDAL WADS---'------- Center Span #1 = 0.02k/ft # 1: 0.014k/ft@ Left, 0.014k/ft@ Right, Start@ 8.00ft -> 16.00ft -----COHCEN'IRA'lKD LOADS ------APPLIED DENTS------ ----------------SOlll!RY----------------- Mo:aents Max. Span Monent = Max. Mon. Location = Hin. Span Honent = Min. Hon. Location = Max@ Left Support = Max@ Right support . -MAXIMUM MOME:trr = --~----· V4.4B (c) 1983-95 ENERCALC 0.98 k-ft 8.77 ft 0.00 k-ft 0.00 ft o.oo k-ft ·o.oo k-ft 0.98 k-ft ---'--Sbears----Left Support = 0.22 k 0.27 k Right Support = --.c...-Reactions---Left Support = 0.22 k ----Deflections---- Max.@ Span= -44920044.407 in at 8.16 ft Right Support = 0.27 k --------~-Query Values---------- Between supports @ X = o.oo ft, M = · o.oo k-ft, V = 0.215 k, Defl. = 0.000 il GEORGE R. SAUNDERS ASSOCIATES, KW060361 :-·1 ·;_"I ::.1 ·.;I ·:1 ;I ::1 .:I ,:1 ::I ·-I :1 I I I I I I I ,.-- (::-/·.:· c::-. -::-'·,.:··· : . MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 SLENDER MASONRY WALL DESIGN NORTH WALL PIER 1 / SOUTH WALL PIER 1 PROJECT# 960240 LEGOLAlID CARLSBAD SERVICE AND ADMINISTRATION FSA A-2°'1 GARDENER1S SHED . Date: 05/22/97 ----WALL DATA --------VERTICAL LOADS ---LATERAL LOADS Wall Height = 16.00 ft Uniform. Dead Load = Thickness = 8·.00 in Uniforn Live Load = Rebar Size # 4 · ..... Ecc. :: Rebar Spacing = 16.00 in (Roof Load) Place Rebar@ Center of Wall Concentric Dead ·1oad = Seisnic Factor:ZICp = 0.390 Concentric Live Load ~ Wind Load = 22.80 psf (Roof Load) Use Medi\1111 Weight Block 327 .o plf Point Lateral Load = 363.0 ~lf ••• Height fron Base = 5.56 rn (this is a Seisnic Load) Uniform Lateral Load·· = 375.0 plf Distance to Bottom = o.o plf Distance to Top = (this is a Seisnic Load) Page: GJ.'2 o.o I o.oo ft 0.0 plf 0.00 ft 0.00 ft ---MATERIAL DATA --------------SOHHARY -------,---,----- 1500 psi -Seisaic ---Wind- 60000 psi M-n * Phi : Moment Capacity = 28353.4 in-# 28353.4 in-# M-u: (.9D+l.43E),(0,9D+l.3W) ~ 18329.7 in-# 12418.8 in-# f'D = Fy . = Wall Must Be Solid Grouted Wall wt. Factor Phi (1.05D+l.275L)+[l.403E or 1.275WJ= 18279.4 in-# 12366.8 in-# = i.ooo Max. Overstress = 0.000 OK 0.000 1d' : Depth To Steel Wall Weight = 0.80 Allow Deflection: 0.007 * Ht. -L34 in 1.34 in = 3. 75 in Max. Iterated Service Load Defl. = 0.22 in OK 0.08 in = 78.00 psf Actual Height/Deflection Ratio = 863,51 2553.96 Actual Reinforcing %: As / (b*d) -0.0033 · 0.0033 Allowable Max. % = 0.5 * -Rho:Bal = 0,0053 0.0053 Actual Axial Stress: (Pw + Po) / Ag= 13,81 psi OK 13.81 psi Allowable Axial Stress: .04 * f 'n = 6-0.oo psi 60.00 psi ------FACTORED LOAD STRESSES SERVICE LOAD DEFLEC'lIOHS ---~- Basic Mu w/o P-Delta -17522 in-# 12200 in-# Basic Moment w/o P-Delta = 12590 i'n-# Basic Defl. w/o P-Delta' = 1 in o in Basic Defl. w/o P-Delta = 0.198 in Moment in Excess of Mer = • 6264 in-# 941 in-# Moment in Excess of Ker = 1332 in-# Max. Iterated Deflection = 0.68 in 0.18 in Max. Iterated Deflection = 0.22 in Max. Iterated Moment = 18330 in-# 12419 in-# Max. Iterated Moment 12885 in-# 9664 in-# 0.074 in o in-# 0.08 in 9764 in-# --VERTICAL LOAD SUIINARY ---ll!LYSIS VALOF.S ---------- Dead Load @ Mid Ht. = 1326.0 # Equiv Solid Thick. _ = 7 .60 in Mn=Phi*Aseff*Fy*(d-a/2) •••• Live Load @ Kid Ht. = o.o # Gross Area = Thk*12in = 96.00 in2 Wind = 28353 in-# 0.9 * Dead Load = 1193.4 # Asteel = 0.150 in2 Seismic = 28353 in-# 1.05 * Dead Load = 1392.3 # Asteel/(12 * d) = 0,0033 Em : 750 -* f1111 = 1125000 psi 1.275 * Live Load = o.o # As-eff = (Pu+As*Fy) /Fy.... n: 29xl0"6 / Em.. = 25. 78 --LATERAL LOAD SOIIH!RY --Wind = 0.173 in2 Fr : 2.5 *f'n".5 = 96,82 psi 1.3 * Wind = 29.64 psf Seismic = 0.173 in2 (Use 2.5:Partial, 4.0:Full Grout) 1. 7 * Wind = 38. 76 psf 'a' : wind = 0.679 in S-gross = 116.3 in3 Seismic * Wall Wt. = 30. 42 psf I a' : seisnic = o .679 in s * Fr ( crac~ing) = 11259 in-# 1.43 * Seisoic = 43.50 psf !gross = 443.3 in4 1.87 * Seismic = 4. 74 psf !cracked : Wind · = 40.9 in4 !cracked : Seisnic = o.o in4 .----- V4.4B (c) 1983-95 ENERCALC GEORGE R, SAUNDERS ASSOCIATES, KW060361 I ;·1 :·1 (.~---. :.-.. ~: :-. ·-. II '.,_I -:I ·;1 ·1 ·1 I I (_\\: ·1 I I I I I I Ct I ---:-:.-:·-- !' I MARTIN & DUNN INC .. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATIOll FSA (619)497-2118/FAX 497-0429 A-204, GARDEHER1S SHED Date: 05/22/97 Page: G14' MASONRY WALL DESIGN HORTH WALL PIER 1 / SOUTH WALL PIER 1 ---DESIGH DH! ------'------~----WALL DAT! .. . f 'm = 1500 psi Fs = 40000 psi Clear Span Ht. = 16.00 ft Wall Thickness (nominal) = Parapet Height = o.oo ft Rebar size H 8.00 in 4 16.00 in Uniform Dead Load 327.00plf Rebar Spacing. . = Uniform Live Load = 363.00 ~lf Place Rebar @ Center of Wall For calc of Em= f 1m * 750 · Em = Mult. & f 'm = 1125000 psi n : Es{Eii ::; 25. 78 Specia Inspection Required Uniform Load Ecc. = 5.56 10 Use Hediun Weight Block --->> Roof Load Wall Wt. Multiplier = Axial DL @ Top of Wall = 375. oo plf Rebar Area Axial LL @ Top of Wall=-o.oo plf WaU Weight Wall Must Be Solid Grouted Seisnic Factor ::: 0.390 ::; 1.000 o.150 in2 78,00 ~f = --->> Roof Load Equiv Solid Thickness = Bar Depth 1d1 = 3, 75 in Wind Load = 22-.80 psf Load Duration Factor = 1. 330 7 .60 1n -----------------SOJll!RY----------------- No1ent Aiial Bending stresses Top of wall: Dead+ Live = Dead+Live+Wind ::; Dead+Live+Eq. = 3836 in-# 1065. o # Steel Masonry 7685 psi 151. 8 psi 3642 psi n.o psi 3642 psi 72. O psi 1818 in-# 102.0 I 1818 in-# 102.0 I Btwn. Base & Top of Wall: Dead + Live ::; 1918 in-# 1689.0 I Dead+Live+Wind = 9688 in-# 1326.0 # Dead+Live+Eq. · .. = . 12608 in-# 1326.0 I (Note! ••• Floor LL only included w/Earthquake/Wind 3842 psi 19406 psi 25255 psi 75.9 psi 383.4 psi 499.0 psi ---------.&LL<M!BLE S'fRESSF.S --------- Allow Axial = .2*f'm*[l;.(h/42t)A3]*(0.5 if w/o Special Insp.) = Allow Bending Masonry: .333*f'n*(~5 if w/o insp) <:::2,000 ::: : Steel = Max~nun Allowable Mo~ent w/o Axial Load = Maximum Allowable Axial Load w/o Moment ::; np ::; 0.0859 j . = k: (np2+2np)",5-np ::; 0.3374 2 / k J ::: ------ V4.4B (c) 1983-95 EH~RCALC 244.02 psi 495.0 psi 24000 ~si 1198210-# 22255 # 0.8875 . 6,678 Axial Stress 11.7 psi 7 .7 psi 7. 7 psi 18.5 psi 14.5 psi 14.5 psi fb/Fb + fa/Fa 0.355 <= 1.00 OK 0.177 <::: 1.33 OK 0.177 <= 1.33 OK · 0.229 <= 1.00 OK 0.834. <= 1.33 OK 1.068 <= 1,33 OK ----WADS 0& IDIDTS---- Axial + Uniform D.L. ::; 702.0 # @ mid-ht Axial + Uniforn L.L. ::; 363.0 # @ nid-ht Wall Weight ::: 624.00 I @ mid-ht Ecc. D.L. Monents = 1818.12 in-# @ top· = 909.06 in-# @ mid-l Ecc. L.L. Moments ::; 2018.28 in-# @ top "' 909.06 in-# @ 11id-ll Wind Mom. @ Mid-Ht ::: 8755. 2 in-# Seisnic MOil, @ Mid-Ht= 11681.3 in-# GEORGE R. SAUNDERS ASSOCIATES, KW060361 MARTIN & DUNN, INC. Structural & Civil Eogineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 JOB lkGot-lti-lQ . 6Mr&a0~·~ :71mP q(;oz '(tJ SHEET NO. • Gt'? OF_.;_· --- CALCULATED BY ---1-f____,_;~'-'--:4;::._~ .. ____ DATE t:5-7,C>-q-/ Phone (619) 497-2118 Fax (619) 497-0429 CHECKED BY--'-------DATE------'--- SCALE Col-'1f 6l)e.1Jf A ,'i,(xp H /g;v1J Pf WAM I • , l t l ,1 I • ,t I '• 1, I ., l , I I , ,, MMo~RY W AJA/2 eJArt-e5 ~ /I i-:1 \}Jf}JT: ~IAWt\1fcN t?l§ltq $ ! n -W .e,~'1tt/l6t 2,s= ~-l-1--1-J '-l<...J..-..1---1 •z_.. ~~~·· : I : 'jJ/J,¥1) Wr ~, '7b pig c wY 4-.,_ 14'1 PPJ PL ·;: : 4-Df'l-([tp~/4 z: i~p~ ~· I : ({}jQMMpaneJ ~ -;TtJ~ein-)t(~~xB;>'J/4-. ~ :-:I ~· e.n ri.3--. ~- ••I . w:) WvmvJ. I -r7,4 es"<-4114-"' l7,4 p t.J- . :C-.... · wwu-~<z ~ r7, +11-¢ ( z, ')/ 4-'1 7-6, 7 p'lj · .:: I W\.lltrid:;, ~ l7, 4--p *° {~ ')/ f-= &,(J, l, pit .::i s' ~ ~ ·.:,' '• ' ::1 ·. ~w~~~w ~ ~ H:ff~ ~ b(o.q1{~#£)viarD w~ 1 z 0,!7 x ,Bps.P. ( 4,i)/1 = 2~. ~ ~ilJ-. W ~~ ~ CA17 x 7 tt ~P. {,z.')/'f. ~ II 1 '7 p 'Id . W~iri ~ 0.9-:x tBp~{g')/4~ ~' ~ p'lJ, lli ··1 ~ :I ~: ·1: ~I.J,;;& -::-6tfy,1e,.v ~8{1.12.,~x,000-z.. .et:j WV -1_n; --I tt, )--z... ~----...... ~MlV ~ ~-=-'3~ rz!1 z 6l~ 7St31J- , J I, , ll I 8' .. -.q- ~ ~ 8' - . I :·_-.:::::::, . ' '' ... ~ l\Off:~ _ H.mt,t'( dh/-6YW11vtlet '¥-;,/ ~IYl~lt.. '7pcvi,1 k&eu1-~ aAtt¼~t5 ._~in ; I ,, . :• ... , . • , , 11: ,;,, •.,! .rl" '~;., .• l~: " h ;:I :_I (;> ~I ,_I -:I ·.1 :I ;I :1 I (t ·,,: ........ :I I I I I I I C.· . I ,:_,. I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER C0URT,SUITE 400 SAN DIEGO CA 92108 · · (619)497-2118/FAX 497-0429 SINGLE SPAN BEAM ANALYSIS WEST WALL PIER 3 WIND PRcxtECT# 960240 ~EGOLAND CARLSBAD SERVICE AND ADMIHISTRATIOH FSA COMP A-2~ GARDENER'S SHED Date: 05/22/97 ---SP!I DATA -------IIEliBER DATA-----'-- Page: GJ(# Center Span :::: 16.00 ft !:Inertia :::: 1.0001n4 All distances for load locations refer Left Cantilever :::: 0.00ft E:Elastic Modulus = . ,lpsi to left support. Neg (1-'),distances Right Cantilever :::: o.oo ft · ~nd Fixity -Pm/Pm means load 1s on left cantilever ---UIIFORM WADS------------TRAPEWIDAL ID!DS------------ Center Span #1 = 0.02 k/ft # 1: 0.009k/ft @ Left, 0.009k/ft @ Right, Start @ 8,00ft -> 16.00ft # 2: 0.070k/ft@ Left, 0.070k/ft@ Rig~t, start@ 12.33ft -> 16.00ft -----a>ICEITRATED WADS--'----'--------APPLIED DEIITS----=----- -------"----------SUNll!RY--------,--------'---------~~~ ----~~----Max. Span Hollent = 0.97 k-ft Left Support = = 0.19 k 0.42 k Max. Mon. Location = 9.79 ft Right Support Min. Span Mollent = -o,oo k-ft ---Reactions --- Min. Mon. Location = 16.00 ft Left Support = 0.19 k ----Deflections---- Hax.@ Span= -44703754.942 in at 8.38 ft Max @ Left Support = o.oo k-ft Right Supwrt = 0.42 k Max @ Right Support -0.00 k-ft --'----------Query Values---------- MAXIMUM MOMENT = 0.97 k-ft Between Supports @ X = 0.00 ft, M = 0,00 k-ft, V = 0.186 k, Defl. = 0,000 ii -------· V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ;"I ·:1 '. :I ii .1 :1 ·1 I I I I I I I I I ·I I I /T ~· .:· :·: :_: 0· .. ·::·· (!-. .. • .. .......... : . MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS. 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 SINGLE SPAN BEAM ANALYSIS WEST WALL PIER 3 SEISMIC PROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMilUSTRATIOH FSA COMP A-206,GARDENER'S SHED Date: 05/22/97 ---SPAI DATA -------MEMBER DATA---- Page: G1.1]" Center Span = 16.00 ft !:inertia = 1.000 in4 All distances for load locations refer Left Cantilever = 0,00ft E:Elastic Modulus = , ,lpsi to left support. Neg ('-'),distances Right Cantilever = o.oo ft· End Fixity Pm/Pin means load 1s on left cantilever ---DIIIFORH WADS ---------'----TRAPEZOIDAL WADS-----, __ --'----''----- Center Span #1 -0.02k/ft. # 1: 0.012k/ft@ Left, 0,-012k/ft@ Right, start@ 8.00ft -> 16,00ft # 2: 0.047k/ft@ Left, 0.047k/ft@ Right, start@ 12.33ft -> 16,00ft ------OOICEIITR!TED WADS----------'-----APPLIED IDIElffS ----'------'-- -----------------SOHHARJ --..,.,....,._~-------'------------ ----Hoilents --------Shears--,-----,--------Deflections-,---- Max. Span Mo11ent = 1.12 k-ft Left Support = 0.23 k Max, @ Span = -51615766,091 in at 8.29 ft Max. Mon. Location = 9.22 ft Right Support = 0.41 k Min. Span Mo11ent = -o.oo k-ft React.ions --- Min. Mon. Location = 16.00 ft Left Support = 0.23 k Max @ Left Support = o.oo k-ft Right support = 0.41 k Max @ Right support = o.oo k-ft --------.--Query Values---------- MAXIMUM MOMENT = 1.12 k-ft Between Supports @ X = 0.00 ft, M = 0,00 k-ft, V = 0.230 k, Defl. = 0.000 ii ---~ V4.4B (c) 1983-95 ENERCALC GEORGE R, SAUNDERS ASSOCIATES, KW060361 ::.1 ·. :1 :I :I I ·1 I :1 I I I I I I I I C-:. ·. : . MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 SLENDER MASONRY WALL DESIGN WEST WALL PIER 3 PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADHIHISTRATIOll FSA A-206,GARDEllERtS SHED -Date: 05/22/97 Page: &,J,f> ----WALL DATA --------VERTICAL WADS ~-----LATER!LLO!DS--- Wall Height ::: 16.00 ft Uniform Dead Load ::: Thickness ::: 8.00 in Uniform Live Load ::: 144,0 plf 160.0 ~lf 5.56 rn Point Lateral Load = ••• Height from Base = o.o # o.oo ft Rebar size I 4 · ..... Ecc. ·-(this is a Seismic Load) Uniform Lateral Load·· Rebar Spacing ::: 16.00 in (Roof Load) Place Rebar@ Center of Wall Concentric Dead· Load ::: 832.0 plf o.o plf Distance to Bottom ::: o.o plf o.oo ft o.oo ft Seisnic Factor:ZICp 0.450 Concentric Live Load ::: Wind Load ::: 30,30 psf (Roof Load) Distance to Top = (this is a Seis11ic Load) Use Medium Weight Block ---MA'HRIAL DATA-~----------------SIJIIIIARY --------~-- f'11 ::: 1500psi --Seisaic---Wind- Fy = 60000 psi K-n * Phi : Moment Capacity ::: · 28749.9 in-# 28749.9 in-# Grout Wall@ Rebar Cells Only K-u: (,9DH,4.3E),(0.9Dtl.3W.). = i6802.2 in-# 16305.8 in-# (1.05D+l.275L)+[l.403E or 1.275W]= 16701.1 in-# 16197. 7 in-# Wall Wt. Factor Phi 1d' : Depth To Steel Wall Weight = 1. ooo Max. Overstress = o. ooo OK o. ooo = 0,80 Allow Deflection: 0.007 * Ht. = 1.34 in 1.34 in ::; 3. 75 in Max. Iterated Service Load Defl. = o·.23 in OK 0.30 in = 63.00 psf Actual Height/Deflection Ratio = 840.46 642.19 Actual Reinforcing%: As/ (b*d) = 0.0033 0.0033 Allowable Max.%= 0.5 * Rho:Bal = 0.0053 0.0053 Actual Axial stress: (Pw + Po). / Ag= 15.42 psi OK 15.42 psi Allowable Axial stress: ,04 * f 111 = 60.00 psi 60.00 psi -----FAC'IORED LOAD STRESSES SERVICE LOAD DEFLEC:UOIIS ~--- Basic Ku w/o P-Delta = 15928 in-# 15486 in.,.# Basic Moment w/o P-Delta = 11287 i'n-# 12036 in-# Basic Defl. w/o P-Delta.,_ = 1 in 1 in J3asic Defl. w/o P-Delta = 0.200 in 0,262 in Moment in Excess of Ker = • 6018 in-# 5576 in-# Moment in Exces~ of Mer = 1377 in-# 2126 in-# Max. Iterated Deflection ~ 0,66 in 0.62 in Hax. Iterated Deflection = 0.23 in 0.30 in Max. Iterated Moment = 16802 in-# 16306 in-# Hax. Iterated Moment = 11625 in-# 12478 in-# --VERTICAL LOAD SUIIIARY --AIALYSIS VALUES_,,_ ___ ------- Dead Load @ Mid Ht. = 1480.0 I Equiv Solid Thick. = 5,80 in Mn=Phi*Aseff*Fy*(d-a/2) .... Live Load @ Hid Ht. = o.o # Gross Area = Thk*12in = 96.00 in2 Wind = 28750 in-# 0.9 * Dead Load = 1332.0 # Asteel = 0.150 in2 Seismic = 28750 in-# 1.05 * Dead Load = 1554.0 # Asteel/(12 * d) = 0.0033 Em : 750 * f'm ::: 1125000 psi 1.275 * Live Load = o.o # As-eff -(Pu+As*Fy)/Fy.... n: 29xl0"6 / Em = 25.78 --LATERAL LOAD SIJMHARY --Wind = 0.176 in2 Fr : 2,5 *f tD".5 = 96,82 psi 1.3 * Wind = 39.39 psf Seismic = 0,176 in2 (Use 2.5:Partial, 4.0:Full Grout) 1.7 * Wind = 51.51 psf 'a' : wind = 0.690 in S-gross ::: 102.4 in3 Seisnic * Wall Wt. = 28.35 psf tat : seisDic = 0.690 in s * Fr (cracking) = 9910 in-I 1.43 * Seisnic ::; 40.54 psf Iqross = 390.2 in4 1.87 * Seismic -4.42 psf !cracked : Wind · = 41.3 in4 Icracked : Seismic = o.o in4 -----· V4.4B (c) 1983-95 EllERCALC GEORGE R, SAUUDERS ASSOCIATES, KW060361 _: I --··-----~---~~-----·--------,.k -~---· --· -.. -------~ -----• -· :1.· . . . _:I:. :I i - . I :: MARTIN -& DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 I .' I I •, 11 / II I ,! l t •, h I !! I 1 ·, 1 •, t M,10,otJe;c wfr\M, rt, _Jlb1t2z W~ \YA1lt, Pl~ 1~~ am ctfG Pletl-~4- ' Yl::: I /#1 e~ (1,I/Z6 + 7,5) ~ ~ 6,51.P'' I :: ctJXMl, w~ z ~u,ptf (i,OJ/4 :: , eo ?J 01- : ·. 40(.t~( 10/4-·= UJ0 ptj lll- .1 i (()11.lll}) Wpt~I e ;6p#(~IP1'(1(11i)/4-' J ~-. ~-ll~P1· ·} I t~ ww,~d,= 17.4-p; (4'.)/&)·, l'l-1;;. I i: WWW\ o12 ~ f 7, 4 pi!-(I b')t4") z ~ .~ pt.g . JOB Lo~t-A1Jo-GrtrA?Eb\evs.~\--60 t:t&vi4o SHEET NO. G:Lfl OF----- CALCULATED BY :f'iA-DATE f3 .,z "lJ · .-q7 CHECKED BY---'------DATE ___ _ SCALE Ca1f o,~-&Yr A--UJ6, t1Ai61~ ?Y · U,ktA,.G , • , , .I I •, r , •: > •I ', " , ,. > ! ) l •, ! / ,J I "• f ~ \,th.vtv'l4 ~ ts H~ tfl)<' -z:: 8Ct>if3Z ff-fl'> xi CYJD I :· ..eqwv 1ri-Cl. ?-Z- I •• :Jal) w i;i, 1 e M °" "7t!f5!2 c<l'),/4-'~ n 4-I' tJ-. . Wf;Qt z: 0, 'Jt>)( ,Bp~ (lti))tf::;: tr.,.~ ptJ-. I~- I :_· ,.:,. 1: .<.:-: ....... , I: , I , •,, I•• I l •: • •. --~ 1 '· ~: .. . , ·' , : h ..:1 ·:I \I .. , i:I ·::I :- _:; 1 -:I ;I .1 ·1 ·1 ·1 ·I I I I I I rt·-.... ; . MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497-0429 SINGLE SPAN BEAM ANALYSIS . WEST WALL PIER 4 WIND PROJECT# 960240 LEGOLAND CARLSBAD / SERVICE AIID ADHnlISTRATIOH FSA COMP A-201, GARDENER'S SHED Date: 05/22/97 Page: GW ---SPAI DATA ----HENBER DAT!----Center Span = 16.00 ft !:Inertia = 1.000 in4 All distances for load locations refer Left cantilever = o.oo ft E:Elastic Modulus = 1 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity · Pin/Pin means load 1s on left cantilever ---UIIFORN IO.ADS ----------TRAPEZOIDAL IO.ADS~-~-~----- Center Span #1 = 0.02k/ft # 1: 0.070k/ft@ Left, 0.070k/ft @· Right, start@ 12.33ft -> 16.00ft ------COHCEN'lRA'lED LOADS APPLIED IDIEN'.fS ------- -----------------SOIIIARY----------------- MolleDts Max. Span Moment = Max. Mon. Location = Hin. Span Moment = Min. Mon. Location = Hax@ Left Support = Max@ Right support . = MAXIMUM MOMENT = -------· V4.4B (c) 1983-95 EHERCALC 0.82 k-ft 9. 70 ft -o.oo k.:.ft 16.00 ft 0.00 k-ft ·o.oo k-ft 0.82 k-ft ----Shears---- = 0.17 k 0.37 k Left support Right Support ---Reactions ---Left Support = 0.17 k ----Deflections---- Max.@ Span= -38246631.962 in at 8.35 ft Right Support = 0.37 k ----------Query Values----------Between Supports @ X = o.oo ft, M = o.oo k-ft, V = o.168 k, Defl. = 0.000 n GEORGE R. SAUNDERS ASSOCIATES, KW060361 '.::1 ·-;_1 _::1 ·' : :~:I : )I -~I -.-!I :-1 .-:1 ·;1 I I I I I I ·1 I ·1 (?" -.-: -: c-· ,::/::·.· ? ' MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 SINGLE SPAN BEAM ANALYSIS WEST WALL PIER 4 SEISMIC PROJECT# 960240 LEGOLAND CARLSBAD SERVICE-AND ADMINISTRATION FSA COMP A-2oiGARDENER1S SHED Date: 05/22/97 ---SPAlf DATA -------IIEIIBER DATA -----'-- Page: Gt.'( Center Span ::: 16,00 ft I:Inertia ::: 1.000 in4 All distances for load locations refer Left Cantilever ::: O. 00 ft E: Elastic Modulus ::: 1 psi to left support. Neq ( '-1 ) distances Right Cantilever ::: o.oo ft -End Fixity · Pin/Pin means load 1s on left cantilever ---UKIFORN WAM ---TRAPEZOIDAL W.ADS--------- Center Span #1 0.02k/ft # 1: 0.094k/ft@ Left, 0.094k/ft@ Right, start@ 12.33ft -> 16,00ft ------COHCEIITRATED LO.ADS --,-----'---APPLIED IDD.fS ------- ------------"------,--SONNARY-------------------Nollellts Max. Span Monent ; Max. MoD. Location ::: Min. Span Monent ::: Min. MoD. Location ::: Max@ Left Support ; Max@ Right Support ; MAXIMUM MOMENT ; -~---- V4.4B (c) 1983-95 EllERCALC 1.10 k-ft 9. 70 ft -o.oo k-ft 16.00 ft o.oo k-ft ·o.oo k-ft 1.10 k-ft ----Shears---- ::: ::: 0,23 k 0.49 k Left Support Right Support ---Reactions ---Left Support ::: o. 23 k ----Deflections---- Max.@ Span; -51435125.741 in at 8.35 ft Right Support ::: 0.49 k -'-----'-------~QueryVMiles----------Between supports @ x::: o.oo ft, M; o.oo k-ft, V; 0.227 k, Defl.; 0.000 n GEORGE R, SAUNDERS ASSOCIATES, KW060361 :··:I :::1 i:I ,, :.:I :::.I ::1 i:I ·. :!I :1 ii :I ii :I ii :1 .I :1 ·1 I (? .·,' ... ; (~:'.·. .. _ ... _-.::· (.-.... ,,, ,, ", MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 SLENDER MASONRY WALL DESIGN. WEST WALL PIER 4 J,>ROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AND ADMINISTRATION FSA A-20,GARDENERtS SHED Date: 05/22/97 Page: 6't~ ----WALL DATA --------VERTICAL LOADS -------LATERAL LOADS---- Wall Height = 16.00 ft Uniform Dead Load = Thickness = 8,00 in Uniform Live Load = Rebar Size I 4 · ..... Ecc. = Rebar Spacing = 16.00 in (Roof Load) Place Rebar@ Center of Wall Concentric Dead Load = Seismic Factor:ZICp = 0.440 _ Concentric Live Load = Wind Load = 25.60 psf (Roof Load) Use Medium Weight Block · 180.0 plf 200.0 ~lf 5.56 in 1145.0 plf o.·o plf Point Lateral Load = •• ,Height from Base = (this is a Seisnic Load) Uniform Lateral Load·· = Distance·to Bottom = Distance to Top = (this is a.Seisnic Load) 0,0 # o.oo ft 0.0 plf 0.00 ft 0,00 ft ---MATERIAL DATA --------------SOIIIIARY-----------f 'n = 1500 psi -Seisnc ---Wind-. Fy = 60000 psi M-n * Phi : Moment Capacity = 29949.2 in-# 29949.2 in-# Wall Must Be Solid Grouted M-u: (.9D+l.-43E),(0.9D+l.3W) = 20795.5 in-# 13731.2 in-# (1.05D+l.275L)+[l.403E or l,275W]= 20758.5 in-# 13626.9 in-# Wall wt. Factor Phi 'd 1 : Depth To Steel Wall Weight = 1.000 Max. overstress = 0.000 OK 0.000 = 0.80 Allow Deflection: 0,007 * lit. = 1.34 in 1.34 in = 3, 75 in Max. Iterated service Load Defl. = 0.33 in OK 0,08 in = 78. 00 psf Actual Height/Deflection Ratio = 57 4. 73 2377. 60 Actual Reinforcing%: As/ (b*d) = 0.0033 · 0,0033 Allowable Max.%= 0.5 * Rho:Bal = 0,0053. · 0.0053 Actual Axial Stress: (Pw + Po) / Ag= 20.30 psi OK 20~30 psi Allowable Axial Stress: .04 * f'n. = 60,00 psi 60.00 psi -----FAC'IORED LOAD STRESSES SERVICE LOAD DEFLEC'HOHS Basic Mu w/o P-Delta = 19296 in-# 13230 in-# Basic Moment w/o P-Delta-= 13679 ih-# 10331 in-# Basic Defl. w/o P-Delta "-= 1 in o in Basic Def!. w/o P-Delta = 0.282 in 0.080 in Moment in Excess of Mer = • 8037 in-# 1971 in-# -Moment in Excess of Mer = 2420 in-# o in-# Max. Iterated Deflection = 0,85 in 0.29 in Max. Iterated Deflection = 0,33 in 0.08 in Max. Iterated Moment · = 20796 in-# 13731 in-# Max. Iterated Moment = 14330 in-# 10488 in-# --VERTICAL WAD SOIIIIARY --!IALYSIS VALUES---------- Dead Load @ Mid Ht. = 1949.0 # Equiv Solid Thick. = 7.60 in Mn=Phi*Aseff*Fy*(d-a/2) •••• Live Load @ Mid Ht. = o.o I Gross Area = Thk*12in = 96.00 in2 Wind = 29949 in-# 0.9 * Dead Load = 1754.1 # Asteel = 0.150 in2 Seismic = 29949 in-# 1.05 * Dead Load = 2046,5 # Asteel/(12 * d) = 0.0033 Em : 750 * f1m = 1125000 psi 1.275 * Live Load = 0,0 # As-eff = (Pu+As*Fy) /Fy.... n: 29xl0"6 / Em = 25. 78 --LATERAL LOAD SIJJIIARY --Wind = 0.184 in2 Fr : 2,5 il:fl11",5 = 96,82 psi 1.3 * Wind = 33,28 psf Seismic = 0,184 in2 (Use 2.5:Partial, 4.0:Full Grout) 1. 7 * Wind = 43.52 psf 'a' : wind = o. 722 in S-gros~ = 116.3 in3 Seis11ic * Wall wt. = 34.32 psf tat : seis11ic = o. 722 in s * Fr (cracking) = 11259 in-# 1.43 * Seisnic = 49.08 psf Igross = 443.3 in4 1.87 * Seismic· = 5.35 psf Icracked : Wind · = 42.4 in4 !cracked : Seisnic = o.o in4 -----· V4.4B (c) 1983-95 EHERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 :;1 .. ~I - --·1 '.·' ·. \I ::1 ::I :1 .. I :1 :I ' ;1 .-1 .. I I I I I ·1 ·r·· .. . .'·.: (/. MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS PROJECT# 960240 LEGOLAHD CARLSBAD 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497-0429 SERVICE AND ADMINISTRATION FSA A-20VGARDENER1S SHED Date: 05/22/97 MASONRY WALL DESIGN WEST WALL PIER 4 Page: G1~ DESIGN DATA WW, DATA f'm = 1500 psi Clear Span Ht. = 16.00 ft Fs = 40000 psi Parapet Height = o.oo ft For calc of Em= f'm * 750 Uniform Dead Load -180.00 plf Em = Mult. & f 1m = 1125000 psi Uniform Live Load = 200,00 ~If n : Es{Ell = 25. 78 Uniforn Load Ecc. = 5.56 lil Specia Inspection Required ---» Roof Load Wall Must Be Solid Grouted Axial DL @ Top of Wall= 1145,00 pif Seisnic Factor = 0.440 Axial LL @ Top of Wall = _ o. 00 plf Wind Load = 25.60 psf ---» Roof Load Load Duration Factor = 1.330 Bat Depth 'd' = 3, 75 in SOIIIARY Bending stresses Top of Wall: Ho~t !Iial Steel . Masonry Dead+ Live = 2113 in-# 1525.o # 4232 psi 83,6 psi Dead+Live+Wind = 1001 in-# 1325,0 # 2005 psi 39.6 psi Dead+Live+Eq, = 1001 in-# 1325.0 # 2005 psi 39. 6 psi Btwn. Base & Top of Wall: 1056 in-# 2116 psi 41.8 psi Dead+ Live = 2149.0 # Dead+Li ve+Wind. = 10337 in-# 1949.0 # 20706 psi 409.1 psi Dead+Live+Eq. · .= 13684 in-# 1949.0 # 27409 psi 541.5 psi {Note! ••• Floor.LL orily included w/Earthquake/Wind ---------~ABLE STRESSES---------'- Allow Axial = .2*f'm*[i:::(h/42t)AJ]*(0.5 if w/o Special Insp.) = Allow Bending Masonry: .333*f'n*(~5 if w/o insp) <=2,000 = : Steel = Maxinun Allowable Monent w/o Axial Load = Maximum Allowable Axial Load w/o Moment = np = 0.0859 j _ -= k: (np2+2np)A,5-np = 0.3374 2 / k j = _____ ., V4,4B (c) 1983-95 EllERCALC 244,02 psi 495,0 psi 24000 psi 1J982 m-# 22255 # 0.8875 6,678 Wall Thickness (nominal).= 8.00 in Rebar Size # 4 Rebar Spacing . = 16.00 in Place Rebar Center of Wall Use Mediun Weight Block Wall wt. Multiplier = 1.000 Rebar Area = 0.150 in2 Wall Weight = 78,00 ~sf Equiv Solid Thickness = 7 ,60 lil Axial fb/Fb + stress fa/Fa 16.7 psi 0.237 <= 1.00 OK 14.5 psi 0.140 <= 1.33 OK 14,5 psi 0,140 <= 1.33 OK 23.6 psi 0.181 <= 1.00 OK 21.4 psi 0.914 <= 1.33 OK 21.4 psi 1.182 <= 1.33 OK ----LOAOO & IQIElffS---- Axial + Uniform D.L. = 1325.0 # @ mid-ht Axial + Uniforn L.L. = 200.0 # @ nid-ht Wall Weight = 624 .oo # @ mid-ht Ecc. D,L. Monents = 1000,80 in-# @ top = 500. 40 in-# @ mid-11 Ecc. L.L. Moments = 1112.00 in-# @ top = 500.40 in-# @ nid-Ji Wind Mom. @ Mid-Ht = 9830, 4 in-# Seisnic Mon. @ Mid-Ht= 13178,9 in-# GEORGE R, SAUNDERS ASSOCIATES, KW060361 .. ·'·I ··I ,-·. ·-ii •, ::~1 -~:I ··1 :. \I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 I I • ,. / ll I • J I •, • ; ,. 1 f?oC?~: 01/'x'-IJ' x 11> fSf- .-- = JOB L ~ 6-0 l,.A fJ D • ADM I&,' 6--@t ,-.>£'i2' _Mt.'1) 4 6-2 L/ 0 SHEETNO. G'Zlr" OF ____ _ CALCULATED BY _ _,_R-'. fVt-'--,-'-5' ____ DATE. C'.lP'C q. 1 q 1 I CHECKED BY-~-----.,---DATE ____ _ SCALE ~Hpoil~ A-U>f# ~ :A:NkGY?tz I\N/\~YSIS 0,/8s W wMA-5 : (_lf 4 'Z)(r-z.)("lf',14.g) 1-s P$- CY1 \: i. !N1 ; Q%') (Ztr+ii-1~121 \op.-iP =- ?~>~)=--S· 1.1'1.f)'-" ,113 =~ = /','/-,7,' j µq 6, I vt_.~ i:I W1rJD --:· •. ?. ' :;1 <)?· •' ::I ..:1 :1 ·:I :=I ·'.1 ··· :10-·~ ~ :~/.:"i{' ·1 .. ·1 {pL/ 1 Y (!!{r z) x-1 JS P.rf-.:=- WAlL S6.-f w1 .9l£A~; ® &.@ : (i:4_'.-t1.)':.'}~ .>r ·'If, x. t8s ~ 0,zt.t (20..C~ CD ,$i) l..A(Cft\t. D/)1r2!8v1rn L1;,1tl,<,Mf - ,, GuE-w-= ~. 0-'lx G:z)(.)-;-01' := Uµ y--= (¢/1,f!J -"l'><g,711..)1 '11 1 :::- \,Jti(l,,t.. 'Po1Mu1 rp :: '2 1: c;c· ~ :::. ·-~·1 :'.-:I ·:_.1 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CALCULATED BY __ /?._,vt_.f'_'------"--'--DATE {Y)A'( Cf 1 "'ft CHECKED BY · DATE ---,.--'----- SCALE to}JPlll~Okt" A,'U>& L.-kTaYtk 1h1At-Y?IS :::l.,-=1=~~~::::::::::=A=t;=YS1=5"====Go==t-J~1. I' ·_:·1 ~:I .ii ·:1 :;I -- .. ··1 _.:,:.<· :1 :I :1" :I .. I -;,_ .. ~--:)(: I I CD ltthl ~ --ttJB X,41 i, . t3 -xw;J, ~--z ·-z_:;-z.,~ _v .. . _, ... ~ '11" l ~ ~ ,. I ::,{ ~ --=l ~ -~ SuG·DIA-fl,\~M.. ~ wtx.v--fu,Lbv{.:::-2,~fLf )( '3 1 = z_.JJ~· -J Vfl!' l'('P('IZ.£$' ft>itvltJ Aµr,µbr---tr , ·\ -, , '-v/?.-7-/0t>il'/7 f~,,.'2_.S,fr; V {3LoC,1< f., 1:3L.ow-.>1('..,P<-f, 'l7IZ, -") 1 '><-"'1'17 f,if-~ Joy}+r--'¥ vf'C tM5'fl2.b' p 11 1i'.= /':i/o'IT v i '$Y"\M,-::: ?£/!!.. X "2..7...( :;; 197 f U-' -) gLoCK. l, g.,r,.,,), (! 4 I/ ,:,fc.. ( l>m._~ l/ 7r ru-) ~f {)~'f"11/, 8 I X 'l, 0 '\)Y'\"-lo C ~e2.~ .::; 6'7 {/_,( ~ 1 'l'>< 1- <I'• , '·' 1 ,,, ,.J ·1.•. t , • l " ' • , , :, • 111 1'11 I' r, 1 11 :!•' ,, ~ .. , . U .:_:I :-::·1 .. -· ·-:1 ·-. }I -:1 ·- }::I :::I --·1 ·- '.ii ;-_I \I :.:1 /-1 ·.:I ·::I -:-1 .ii .. :1 '(/·:: · ... .. .. / .-.-.. ·.: :::·:_:~_: ... -.~; ·.·.-·:_. . ..... •:-, . MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 SHEET NO.-'-' ------------'Y:J-U...J.tlL'-OF------'----- CALCULATED av ~ DATE· '::r2:Z-CJ1 CHECKEDBY-------DATE ___ _ SCALE fZ@r 01,kfJ-lUG l~ ~aiPJ?Y I& ~C?bf f214:f {I iAG~ ~ t}j~rJU I ~G . ·-., H~\l fl;YU,(} 1Tu~ r?t,,,-PI-\. f'(~ 'f~NG Cbt-J,fMON etJUPiJ011~!'r ~Gt AU<M'· ·, A-IL-N/rt~ttJb -N/rlUtJG G/10\,l -6i'l'1,,e;' (2. I 1/4" I.A 1J e L-ll-D (2,-;<.J B'cl I/'' //'' IBo r'~ ~i II -i1At-O 8d lfJ'' (; ,, 1,10 \l . -··-··-·--------- ~J ll -e>iico ~d 4-". vi' '?VIJ: $ .... ..,.;:..~ (4 ,, ~1%,0 ~ bd ZVt 11 4 ,, 13-?;t>: -.. ..----·--, ____ ... ,.,4 _____ .. , .... __.. ___ .. ---·-· ·--· .. (26 " ~vW Sd 1)' '!I J} ~{JD -" ·----,_«>.,;.__ \) . (:) , ... ___ ,,_., ________ ~-· . ---·-,, ~. \OJ /p ii riv ' LlN GlAl-t? '1'" VJ 11 Z,/6 . -~ H ....... .. .... ----.. ---·-' __ ... ___ ---------· ~1 II l?L-V-0 i2 lDd ~,, (p 1, jio -. ---_ .. _ ........... , __ ...... -~·-· ... . ................ , ....... --·-·~·· ,_,. .,, . .,,~ ........ ,~ ., ~ ... , ... ~·· ...... . ......... -........ _,, .. -~-.. --. .... _ .. _ ..... f.e 1, i;J..-to ~~ \Dd 4-'' ~,, -41,1:5' \Dd ---· r?.0 II -f?lA~D z,Yt-'' 4.11 ~tr(} . H \4- ~f{) tJ ---r;ir-o bP IDtl 1)' 1•' 1~0 .. --~---· ---~~ ' . :::1 Erection Bracing ··: :·.1 Nailing to Chord and Flange Members .. ··1 :· (. :-':~ . . _'.)_:~ NOTE: Nailing pallern to be per plans and specifications. In addition, nail spacing shall comply with the cri- teria listed herein. Nails shall not be less than 8d (2½") or greater than 16d (3½"). Chord or flange members Widest o.c. spacing for nails in each chord or _ flange member: • 24" o.c. ln each chord member for all open web series -18" o.c. for TJI joists with flange widths less than 2inches. -24" o.c. for TJI Joists with f!ange widths greater than 2 inches. ::-1 Closest Allowable On Center Spacing For Nalls In A Row -:Jli~i.-{Tf: ~ •• r •: .~,. •. ;.:,, • . :. '/i/;I ;~\;:~}t: :'.~~f:i~ri~\tr . . : TJI Jol1l1 · .. . T JLX Sorin · -· ··i7.~rr~~·t;;} ~~J~~u·\~,:'·~--.. ~yi·t,, Y Standard ·.' : , ... IMlcrollam LVL fl1na11l · . TJL Serles·:, Mlcrot11m ,. Solid Sawn:.:. ::;1TJM & TJH,_; Nall L1ng1h·" ::,,/ r'.· 1YP• ,:'.·,.: TJl/15 Joists All Olhera · TJW S11111 · · LVL Chord . , i Chord·,, .. ,h'. ·: 1S11l11 ~-· "°''' _Serl11.<· •·. 8d' 21/2" Box Common 10d 3" Box Common 12d 31/4" Box {iommo11 16d 31/2• Box Common NOTE: If more than one (1) row is used the rows m1;1st be offset al least ½." .113" .131" .128" .148" .128" . 148· .135· .162" 2.'11" 2·· 4• 2· 31b" 2· 6" 2· 3• 2· 6" 2· 41/?" 3• 6" :i• 3" 2· 6" 2" 41/2" 3• 6" 3• N.A. 3• 6" 3• N.A. 3• ,8" 3• *14 gauge staples may be a direct substitute.for 8d (2½") r;iails when having a minimum penetration of 1 inch Into the main member. 4• 4• 2• 6" 6" 2• 6" 6" 2· 6" 5•-21/2" 6" 6· 2· 6" ~-21h" 6" 6" 21/2• Ii· 8" 4• r,::.':,, . : ·.·.·._. ---------...::.-------------------------------------' '' Cross Bracing ' .... !.I !: I Bottom Chord Restraint T JL, T JLX & T JW Serles Bottom chord restraint is required to stabi- lize the bottom chord dut-ing· erection. This restraint Is adequately provided for by the bridging members and nailers as required. Bracing may be required at cantilevers as determined by Trus Joist MacMillan Engineering Department . . _:·_ I T JS, T JM & T JH Serles (?}m chord restraint is required to stabi-.1 1,:...:.--,he bottom chord during erection and :; ' !~.typically provided by the erector. Bracing may be required at cantilevers as determined by Trus Joist MacMIilan j I Engineering Department. 10.2 Cross bracing is provided for all open web trusses at bottom chord bearing conditions. Cross bracing to be installed . as each truss is set. Maximum lateral load = 500 lbs. per truss. JJSZSZ\Z\ZS/$?\Z\Z\/~~7\/Y\/ · -Bndg109 . . ' ~f\l\Z\l\f\l\ZSZ:f\Z\I . Nailer required al midspan for Nailer requir~d at all top chord spans beyond 40'-0." Bridging may bearing conditions serve In place of nailers when used. (See bridging requirements, page 10.5.) NOTE: 1 x4 min. nailer is to be attached to top of bottom chord with 1·8d (2½·)-nail in each chord IJ'!Omber. . ' ·~ . . . ' ' , ~, ' REV. 7/96W · . .":. ·.1 :.,/ i:I Allowable Lumber Stresses ii '' .. ::I .~, ii :_:1 . .-1 Solid-Sawn Lumber Grades Tr,;:; !olst MacMillan developed Its own lumber g· ._.-.. _::·:several years ago because the standard grauing rules did not contain all the provisions necessary for Its extraordinary use. Industry standard grades for these sizes of lumber are based on a use as light framing or joists and planks where the primary stresses are in bend- ing. With Trus Joist MacMillan products the primary stresses are axial compression or tension, and bending stresses are secondary. In addilion, the chords of open web trusses are regraded at the pin areas where stresses are hlghesl to assure clear wood at the net section. At other sections of the chord the stresses are lower. Trus Joist MacMillan grades must provide for determining a clear wood strength as well as a strength where knots are allowed. Mechanical stress rating provides a more accurate method of determining clear wood strength than can be accomplished visually. The combinations of both machine stress rating and visual grading '._: I Mlcrollam• Laminated Ven¢er. Lumber Microllam• LVL Is a laminated veneer lumber (l' :·~·:. developed by Trus Joist MacMillan. 1/,o• :.1 a .. ::/} veneers obtained by roll peelirfg of the · · b3s1C log are laminated with a waterproof adhe· . sive In a continuous press resulting in a billet of· . Microllam .. LVL which is up to 4 feel wide, of · 1 various specific thicknesses between ¾• and 2½• and of length as required up to 80 feet. Microilam9 LVL is then ripped to ~pacified width · -·· and used as flange material for T JI.-joists, · 1 chord material for T JS'N trusses and for numer- : ous other (primarily structural) applications. :I ·1 ··.I Microliam .. LVL Is extraordinarily consistent, I.e., moisture content, strength and deflection char- aclerlslics with the natural defects of the basic log so dispersed that their Individual effect becomes almost negligible. Ultrasonic grading not only meet our unique needs but pro- vide for more reliable strength and Modu- lus of Elasticity determination. Many lumber mills supply lumber conform- Ing to the specific Trus Joist MacMillan product requirements. Several grade stamps are used to identify the lumber as follows: A(1.8E), AA(2.0E), AM(2.2E), 210011.8E, 2400f 2.0E, and 27001 2.2E. Some suppliers grade to meet all .requirements of the Trus Joist MacMillan grades.· An extensive test program has been conducted to prove the grades. The design values approved by tile model building code groups are as follows: Allowable Unit Stresses In Pounds Per Square Inch lumber Compression Parallel to lfxlrenie MOE Grade Tension Grain Fiber In X ldentlllcallon AIPPl11 Other Al Pf>l'I Other Bending .10' TJAAA141 or 2700I-2.2E 2300 2150 2500 2500 2700121 2.2 TJAA''' or 240012.0E 1°925 ·-1650 H12s 1925 2400121 2~0- TJAC•tor 210011.BE f'tcio--f4"50 ftoo--1700-2·foo12, 1_.8 (1) Al PP0ls used al drilled areas. (2) Slress shown is lor lumber used on edge. When loaded llalwise, Fmay be increased 18 percent._ (3) For panel point spacing less lhan 24 inches·on-cenlor, lension slress shall be reduced lo 2100 psi. (4) Species used are Douglas lir-larch, southern pino, l10m-lir, spruco pino-lir and Englomann spruco-lodgopolo pine of the veneers assures the consistency of Microllam• LVL. The coefficient of varialion In strength characteristics of Microllam8 LVLis less than half that of solid-sawn lum- ber effec:ling a highly reliable struclur~I material. The following are established allowable stresses and properties of Microllam• LVL: Allowable Unll Stresses In Pounds Per Square Inch Tension Compression Compression ... . . .. Parallel to Parallel to Perpendicular .. : . ·. · Horizontal ·.· · Grain Grain to Grain Shear Parallel Parallel Perpendlcular to the Perpendlcular to the Al Not At At Not At Bending to the Glue Glue to the Glue Glue MOE Panel Panel Panel Panel Extreme Line-Line Line Line X Grade Point Point Point Point Fiber''' (fllank) (Joist) · (Joist) (Plank) 1(11 TruH Chord 2300 2100 3000 2550 3000 480 750 285 190 2.2 Grade --l'Ji-Jolst ., Flange -2100 -2100 -480 750 285 . ,190, 2.0 Grade ·, 2.0E '•. Header · Stock11l ----2925 480 750 285 ·190 2.0 2.0E Header Stock121 ----2600 480 750 285 190 1.8 1.BE Lateral nail holding and withdrawal with Microllanl" LVL are as provided for Douglas fir sawn lumber. Reference page 10.2 for nail spacing. (1) For 12" deplhs, f~r other depths multiply by [,~~] 0-136 (2) See NER· 126 for olher Microllam4 LVL grades. ·:1 -9.-6------------------------,-----------.. -R-E_V._. 8-/9_6_W : . ;".'') -~ .•.· :.\·, ··.::Jl .. 1 ,-_----·-_~ ..... _ ..... _ .. ···-_··.. _. ··-_· .... --·· ·____,· •. ·,--· ··...:..,_· ., . ...:..,_·· ... _..:..:.,_...:.:...:,_:.:_:__.:_....:__:__:_::____;_:~-. ::..._·· ..:.:::.· ·-· ·:..:.:.:...:· .. ·:...:..::.· ~-:::.::.:.'·' -·==--···.:.:.::.::· . ···-:.::.:..··" -:::::::::-~-.. JOB kf470L-l\1J.D · y,te,Q>tlW? ;;{tgO CJ 0)-Z4o )I :11 :r{} .. ::I .. --1 " :ii ::I :~I :!I ii ' <-:'. .... ::-·:·.· .·:::= MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 Z- -----· ----.r.=-_, .. J("'U'• ., ..... l "'I SHEETNO. Giq OF ____ _ -r;:::-~ • .A . .-· ,~ a CALCULATED BY y:-:7rr DATE ~ -v I -rJ CHECKED BY _______ DATE ____ _ SCA~E Ct)}.,1f7{S}0~lT A-7-~~ HA'?61'1 '{2i\( w A'1.A...-:$ ,v--1'' ,, ~ Iv/ -·.--ltp' 1---. ~ \ ,k41J £-~~4' • I .. ,. . . ·. . . "' -. '"• . · .. ~.;; . , I,,., ·-11'1f•:i• I:,,: lfJ,1 1,••J :•,,.-•, · .. I MARTIN & DUNN INC. PROJECT# 960240 STRUCTURAL & CIVIL ENGINEERS LEGOLAHD CARLSBAD 7801 MISSION CENTER COURT,SUITE 400 SERVICE AND ADHIHISTRATIOH -SAN DIEGO CA 92108 FSA· ii (619)497-2118/FAX 497-0429 COMP A-20hGARDENER1S SHED Page: b~ C~\ Date: 05/21/97 .... MASONRY SHEAR PIER DESIGN :!I WEST ELEVATION ,, ii Total Lateral Force = 19.9 k Load Duration Factor = 1.33 Seisllic Zone = 4 Moduli: Ell= f 1ll * 750 Moduli: Ev= f'D * 300 •••••••• Pier Number --->>1 --·1. 2 3 4 5 6--;1 DESICll DATA Pier Height ft 4.00 4.00 8.00 12.33 12.33 Pier Length ft 4.00 4.00 4.00 4.00 4.00 ~I Pier Thickness in 8.00 8.00 8.00 8.00 8.00 11j11 : Depth Multiplier 0.90 0.90 0.90 0.90 0.90 Pier Fixity (Bot:.Top) Fix:Fix Fix:Fix Fix:Fix Fix:Fix Fix:Fix f'n: Masonry pst 1500 1500 1500 1500 1500 ~I Fs: Steel psi 24000 24000 24000 24000 24000 Special Inspection Yes Yes Yes Yes Yes Grouted Cell Spacing in 8.00 8.00 8.00 8.00 8.00 RIGIDITY DA'l'A .. Height/Length 1.00 1.00 2.00 3.08 3.08 ~I ( H/L )AJ LOO LOO 8.00 29.29 29.29 Relative Deflection 0.00000 0.00000 0.00000 0.00000 0.00000 Sunnation of Rigidities 5609.94 :I Rigidity= .001/Defl 2250.00 2250.00 642.86 233.54 233.54 % of Force Per ... f ier 0.401 0.401 0.115 0.042 0.042 V = Shear Per Pier k 8.0 8.0 2.3 0.8 0.8 Pier Defl*lOOOOO in 0.044 0.044 0.156 0.428 0.428 !I M / (V * Depth) 0.500 0.500 1.000 1.541 1.541 (:-. -FORCES & REilfOlleDIG -·:.::.:: fv= V /[12*est*(jd)J ps~ . 36.5 36.5 10.4 3.8 3.8 Fv: w/o Reinf. psf 60.1 60.1 46.6 46.6 46.6 ii Fv: w/ Reinf. psi 90,1 90.1 77.3 77.3 77.3 Shear Av Req'd in2 0.000 0.000 0.000 0.000 0.000 -1 Moment@ End k-ft 15.96 15.96 9.12 5.11 5.11 11d" to tension As ft 3.60 3.60 3.60 3.60 3.60 Bending As Reg1d in2 0.14 0.14 0.08 0.04 0.04 ·I I ·1 -------· :I I r·- I ' ... :: .. . . V4.4B (c) 1983-95 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I· .:·1 :ii r· : ..... .. :I ·ii ·. :;1 ii ii ·. I I ii c-:-. :-... ·.,·::, I ·. ·• I : I :1 ·1 . I : I :I (\ I. :1 MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 MASONRY SHEAR PIER DESIGN NORTH ELEVATION Total Lateral Force = 19.9 k Load Duration Factor = seismic Zone = 4 Moduli: E11= f111 * Moduli: Ev= f'n * • ••••••• Pier Number --->>1 -·1 2 3 D~ICII DATA Pier Height ft 8.00 4,00 4.00 Pier Length ft 3.33 20.67 4.00 Pier Thickness in 8.00 8.00 8.00 nj": Depth Multiplier 0.90 0.90 0.90 Pier Fixity {Bot:Top) F,ix:Fix Fh:Fix Fix:Fix f'11: Masonry PSf 1500 1500 1500 Fs: Steel psi 24000 24000 24000 Special Insyection Yes Yes Yes Grouted Cel. Spacing in 8.00 8.00 8.00 RIGIDITY DATA Height/Length 2.40 0.19 1.00 ( H/L )"'3 13.87 0.01 1.00 Relative Deflection 0.00000 0.00000 0,00000 SUJ11mation of Ri!idities 20238.46 Rigidity= .001 Defl 427.09 15311.37 2250.00 % of Force Per . .Pier 0.021 0.757 0.111 V = Shear Per Pier k Q.4 15.1 2.2 Pier Defl*lOOOOO in 0.156 0.044 0.044 M / (V * Depth) 1.201 0.097 0.500 -FORCFS & RE~ -fv= V /[12*est*(jd)] ps~ 2.3 13.3 10.1 Fv: w/o Reinf. ps~ 46.6 67,0 60.1 Fv: w/ Reinf. psi 77.3 100.5 90.1 Shear Av Req'd in2 0.000 0,000 0.000 Mo11ent@ End k-ft 1.68 30.11 4.42 "d" to tension As ft 3.00 18.60 3.60 Bending As Reg'd in2 0.02 0.05 0.04 __ ..... V4.4B (c) 1983-95 ENERCALC PROJECT# 960240 LEGOLAHD CARLSBAD SERVICE AlID ADMillISTRATIOH FSA COMP A-20p GARDENER'S SHED Date: 05/21/97 1.33 750 300 4 5 4.00 4.00 8.00 0.90 Fix:Fix 1500 24000 Yes 8.00 1.00 1.00 0.00000 2250 .. 00 0.111 2.2 0,044 0.500 .10.1 60.1 90.1 0.000 4.42 3.60 0.04 Page: rJ;,J/ J 6-.. - GEORGE R. SAUNDERS ASSOCIATES, KW060361 \I ·.·I :::I ·::.1 :::I ::1 ii ,. .·:1 :'.:I ., :;I I ·, I ; I :I I ·. I :I I I ,,.,.-: . (":':·- (.--c ,•' ,. :_:: :.::: (\:: : . MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108. (619)497-2118/FAX 497-0429 MASONRY SHEAR PIER DESIGN SOUTH ELEVATION Total Lateral Force = 19.9 k Load Duration Factor seisnic Zone = 4 Moduli: En= f 1n .Moduli: Ev= f'n •••••••• Pier Number --->>1 -1 2 3 DESIGH DATA Pier Height ft 8.00 8.00 Pier Length ft 3.33 40.67 Pier Thickness in 8.00 8.00 "j": Depth Multiplier 0.90 0.90 Pier Fixity (Bot:Top) Fix:Fix Fix:Fix f'n: Masonry pst 1500 1500 Fs: Steel PSI 24000 24000 Special Inspection Yes Yes Grouted Cell Spacing in 8.00 8.00 RIGIDITY DATA Heitt{Length 2.40 0.20 ( H L "3 13.87 0.01 Relative Deflection 0.00000 0.00000 Sunnation of Rigidities 15484.14 Rigidity = •. 001/~fl 42'7.09 15057.05 % of Force Per Pier 0.028 0.972 v = Shear Per Pier k 0.5 19,4 Pier Defl*lOOOOO in 0.007 0.001 M / (V * Depth) -FOICES ' REIBFOReDK; - 1.201 0.098 fv= V /[12*est*(jd)] P8f 3.0 8.7 Fv: w/o Reinf. PS! 46.6 67.0 Fv: w/ Reinf. psi 77.3 100.5 Shear Av Req1d in2 0.000 0.000 Monent@ End k-ft 2.20 77.40 "d" to tension As ft 3.00 36.60 Bending As Req'd in2 0.02 0.07 .-----· V4.4B (c) 1983-95 ENERCALC = * * PROJECT# 960240 LEGOLAND CARLSBAD SERVICE AND ADMINISTRATION FSA COMP A-2°" GARDENER'S SHED Date: 05/21/97 . 1.33 750 300 4 5· Pa~e: G(fZ,- 6-- GEORGE R. SAUNDERS ASSOCIATES, KW060361 [I '•. ,' ... _:·I ·(./((·.· ··. }1· .•, ... ·:·.· <1 I :::.:,:· ·, ... t1 :..:1 :.': :·.1 ~-·· ._.: (. :--.:1,·. -·:··.· .. ::I i:~I : .. 1 ,. ·;·.:1 ..... .. <I i-'.I ··1 ) c I -;"')~ .1 ~. : • ··.:·:·.=· .. ::.1 ·. -:: ; :.:1- MARTIN & DUNN, INC. Structural & Civil Epgineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CoNN w--noJ'? ~~AYc v~tt11101J ff,A}111"G l.,:~:OC,ett- __ ,_ ..... ,_M .. -=--·-~· 0 ~MP. A-101 ti 11> '2-k. 4--x cP AVHltJ. J. 1v u. 4-1" }1-l';,llf}&, ~MP-A-'U>-t \I 1z> rtA. .:ti~ ~~ cri, . J. wizA. 4-f ti... &ltf-:l? . ·, .. l'P'M f.. A -1.tJ:5 U·1 fo t2A. 4-X(I H/r}JJT / '· -~ J.. . ,fi, "eA .• ~(b/rGf,. 4--xn .... . . . .. /tNCt@e,/\GE; Jltio/Ufll~ ~-4 ,,p '/??01---r ~~1b it1WB-Yl, .?t ~l,,"fo/ CHECKED BY-~-,------,--DATE-----.- SCALE ~ MP-A~ 1,{;(/ Ct.>plJe;mlD )!~ : I ' .. GflltVJf( Lk(Q2A1, &PA1A~c, {Z>µJ,Je:y CJ?JJ~ -. &lh. ~h .• lp~; ~ l...t.-,---·-·:12kri'D I 6r?lrV 1--Nr " ____ .,_:;;:..:.,..-;;. "''" -. ' t.-:.r=-~ 00 ,..,_..,,,_ 4/(/J AO 15?. qtpir d,4,Z.. .. ., ' ,, \ q 13 1/UJ. 't,f';f5 tz4,1r-'rW" t),&37 . ' ',) : -· . . ~·· -~\~ ~(fl ~ -11q 41$il ,, (),1(,, ' . "?Tl4 ~ Z,?17 . (ii9 nu' a.~B ' -v~~i~ 1Jy 4v 657,:'1 413'" (),e~ , I I'-. / " 3//iV -~'"? JVj '4-t>IJ . .. ~{t;o .. (} ,?.19 . . I .. I ' I •' .. •, 0 < -pe:t-'\Clq,t IA ~6 t,e:.corJo ·peAll71t-J6) :· ---:-r/\e,1.,,·c-~z. 2 -:1: .. ~::: '> .: f';;' ~Aye lD,W P.lfitl\vL\a-"ID G(l/\·11v -"?Z-z..-o~-1?~ lt,to~ " ~< 7frf~ l,,bv\-0 Pl-17-PbNOl cu tJrti 'TD G[.2,/\71') :: "'7o!?D~k(Z-" /0'2-6&-.'. -· ·---· ' ~ G-~\/\ C6 l/41\-0 1 "1 C6(\I C,~E9 BS 'NAYL . w rnl r-0 b -:,-'?t12f2> P5i ., (:Pa 1qq4-U~t::: {-7~\? (7/2,f N'llNG) 77\~ tq-E) I MM( v~ -4~tro -:11-/,z_ ~ ~,~ ,, I I " ,. ,, . I . :,-~ I ,_, !1· :1 :1 JI :I (I I :I I .I I ,I ,1 ·1 I I I I CARL..58AD tii S'TUDIO~ II. Hellmuth Obata+ Kassabaum, Inc. 3 JUNE 1997 CONSTRUCTION SET 1 AUGUST 1997 LU ar,: ... , :, _, 97·li~ I I I I .I -1! I .I I I I I· .1 I I I I I I CARL..5BAD I a S'TUHOg II Hellmuth Obata+ Kassabaum, Inc. :l e. IL 3 JUNE 1997 :CONSTRUCTION _S.ET .1 AUGUST 1997 Ill :~ =• ~- 0 > I I I . I I I I I I I \ -.-- I I I I I I I I I- ··----= ..... . $heet1 DETAIL INDEX-. SERVICE & ADMINISTRATION CLUSTER·· L.:EGOLAND SHEET INDEX EXIT PLAN . DETAIL NUMBER 801 802 803 804 805 806 DOOR SCHEDULE FINISH SCHEDULE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15A 16 16A 168 16C 17 18 19 20 21 22 23 23A 24 25 25A 26 27 27A NAME .DOOR TYPES -DOOR TYPES DOOR TYPES DOOR TYPES DOOR LEGEND . INTERIOR WINDOW TYPES .BOLLARD DETAIL -CMU-REVEAL NOT·USED NOT USED COILING DOOR-HEAD COILING OOOR-SILL CblLING DOOR-JAMB . . TRELLIS DETAILS _TRELLIS DETAl~S TRELLIS DETAILS CONC. REVEAL CONC.REVEAL - CABLE ANCHOR COLUMN ELEVATION COLUMN COVER-PLAN COLUMN COVER;, HEAP · ALUMINUM. PANEL WALL ALUMINUM. PANEL CONNECTIONS ALUMINUM~ PANEL REVEAL ALUMINUM. PANEL.@ TS LOUVER ALUM. PANEL WALL PLAN. NOT USED NOT USED THRE$HOL0 2 H.M. POOR H.M. FRAME@ CMU STOREFRONT WOW STO~EF.RONT WOW DETAIL , STOR:EFRONTWDW@ CORNER CMU OPERABLE WOW @TILT UP FIXED WDW@ co'NC. TILT UP. JAMB @ OPERABLE WOW . CORNER:·& JAMB,@ TILT UP-WAREHOUSE CORNER & JAMB@ TILT LIP-ADMIN · Page 1 . . ·----... I ,, 28 29 I 29A 30 30A 31 I 31A 32 33 ·1 33A 34 35 I 36 37 38 I 38A 39 40 41 I 42 43 44 I 45 46 47 I 48 49 50 51 I 52 53 54 I 55 56 57 I 58 59 61 62 I 63 64 65 I 65A 66 66A I 67 68 69 70 I 71 72 I I She~t1 DETAIL@ RECESSED COMP0$1TE PANEL H.M. FRAME.@ CONC. 1,.0UVER POOR DETAIL . JAMB @ All. GLASS SYSTEM DETAIL@ ALUMINUM. PANEL,@ GL,AZING · JAMB @.GLASS DR . · ALL ·GLASS DR. TRANSOM . Al,.!.,. GLASS Wow. Sll,;L ALL' GLASS HEAD DETAIL GLAS$ FIN DETAIL THRESHO~D @ GLASS DOOR EXT. STOREFRONT HEAD & JAMB DETAILS H.M. HEAbftRANSOM CONC. CU,RB DETAIL · H.M. DOOR JAMB . H.M. DOOR HEAD NOT USED NOT USED ROOFORAIN ROOF DRAIN @ CANOPY SKYLIGHT DETAIL · · SOFFIT. @ CANOPY PARAPET@ CONC. WALL· FLASHING·@SCREEN WALL SCR!=EN WALL-SECT.ION ROOF DRAIN/ PARAPET-SECTION EQ.CtJRB FASCIA @ CANOPY CANOPY CONNECTION @ TILT-UP PARAPET@ CMU CA~LE ANCHOR FLASHING@ CANOPY NOT USED TYP. VENT FLASHING ROOF ACCESS HATCHi'LADDER FASCIA @CANOPY ·PARAPET@ SECURITY BOOTH NOT USED NOT USED CONC .. BLOCK REVEAL CONG. BLOCK REVEAL NOT USED ROl:.LING GA TE ROLLING GATE GUIDES SECURITY BOOTH Dl:TAIL TRELLIS @ SECURITY BOOTH STAIR@ LOADING DOCK-PLAN GUARD. RAIL@ LOAOING DOCK GUARD RAIL.DETAIL DOCK BUMPER TYPICAi;. Pl-ASTER JOINTS NOT USED Page2 I $heet1 I 73 NOT USED 74 NOT USED I 75 NOT USED 76 NOT USED 77 NOT USED 78 NOTUSEO I 79 NOT USED 80 NOtUSEb 81 SUSPENDED LAY-IN CE!UNG . I 82 . SUSPl;NDEO GYP: BD. CEILING 83 TYP. LIGHT FIXT. BRACING 84 TYP. HORIZ. STRUT MAIN RUNNER I 85 · TYP: HANGER WIRE@ MAIN RUNNER 86 iYp !CAL SOFFIT 87 SOFFIT TO HARD CEILING I 88 PROJECTION SCREEN MOUNTING 89 CLNG. HEIGHT TRIM . 90 LIGHT FIXTU.RI: ATTACHMENT 91 · SOFFIT DE;TAIL · I 91A SOFF.IT DETAIL 92 SOFFIT@ WALL 93 SOFFIT DETAIL I 94 SOFFIT DETAIL 95 NOT USED 96 NOT USED I 97 NOT USED 98 NOT USED 99 NOTUSEO '100 NOT USED I 101 STAIR TREADS 102 STAIR CONNECTION 103 STAIR CONNECTION I 104 PIPE SLEEVE. DETAIL 105 NOT USED 106 NOT USED I 107 NOT USED 108 WALL @ WINDOW MULLION 109 RECE;:SSED FIRE EXTINGUISHER 110 R.ESTROOM IDENTIFICATION I· 111 RECESSED BASE @ LOBBY 112 COLUMN --TS W/ GYP SD 113 WALL DETAIL I. 114 HEAD @TbTAL DOOR. 115 JAMB@ TOTAL DOOR 116 JAMB @ TOTAL DOOR I 117 JAMB @ COILING DOOR 118 JAM~ @COILING .DOOR 119 HEAP @ COILING DOOR .. 119A FIRE RA TED COUNTER TOP I 120 INTERIOR H.M. FRAME 121 Hl:Ab ,@ INT. H.M. WDW I Page3 I I I 122 123 I 124 126 127 I 128 129 130 131 I 132 133 134 I 135 136 137 I 138 139 140 141 I 142 143 I 347 348 I 349 \. ~- I I I I I I I I I $heetf JAMB @ -INT. H:M. WOW H.M. WOW SILL . -3--WAY H.M. CORNER POST NOTUSED . FOLDING PARTITION JAMB FOLDING PARTITION HEAD NOTUSEO INT.THRESHOLD~TYP. . THRESHO.LD @ DEPRESSEO SLAB NQTUSED . . NOT USED N,OTU$ED .NOT USED .. NOT USED NOT·l.JSED NOT USED .NQTUSED LOCKER 'DETAIL · LOCKER DETAIL NOT !JSl:D WATER COOl,.ER DETAIL ·p, LAM COUNTER ELEVATION P. LAM COUNTER SECTION P. LAM COUNfER DETAIL pag~4 -----------, ------II LEGOLAND CARLSBAD - - a Denotes drawings to be included in the IGMP #1 Package. McGraw/Baldwin Architects 04/14/97 D 1 A-000 II 2 A-000 D 3,. A-000 0 0 0 AQ02 A004 C001 C3eneral Notes Site Plan Grading Plan NIA 100' 30' . . . . , Service and Administration-C D.'s Tblock, P-kyplna, Tblock, P-kyplna, Tblock, P-kyplna, AOOO -GENERAL A100-.$ITE A200-PLANS .•. "''°''$:"',<.>,f!'~~""'""'"~·1•·1·!,~"<'t'•,..., .... ,,,, AI~{''-·' ....... , •••... )>'•l''"'·'" .•• '?· ,,,.,,H..,,l',, .,.,..,, .. A,•n;c.<..o~· ... eA'"''"''~.''<P ... ~~,,.,··· ,.,,~-·,-1,,, ... ,-~A-r''""'·~:'""~·-t"•' H, ..... , •• ,. a 4 A-112 3 A201. Plan/Roof Plan -Utility Pad 118'.' Tblock, P-kyplna, A-352 a 5 A-206 00 A202 Floor Plan/Roof Plan/Elevations -Refuse.Enclosure A-'819 1/{l" Tblock, P-kyplna, A-353 a a A-112 28· A203 <Floor Plan/Roof Plan/Elevation/Section -Nursery-Area 1/8" Tbiock, P-kyplna,A-112 a 1 A-202· 0 A204 Floor Plan/Roof Plan/Elevation/Section--Security Booth 1/8!' Tblock, P-kyplna,.A-353b a 8 A-203 00 A205 Floor Plan -Administration Building A,352 ·1/8" , Tploc~. P0kyplna·, A-369 as ·A-~03 00 A205.1 T.L Floor Plari. -Administration Building A~3~2 1/8" Jblock; P-kyplna, A~369 a 10 A-204 00 A206 Flqor Plan/Roof Plan/Elevations/ Se~ion -Gardener's Shed A-366 1/8" Tblock, P-kyplna,A-366 a· 11 .A-205, 00· f!.2,07 .floor Plan -Maintenance & StoraQe Building A-353 S itc 1/8" Tblock, Pskyplna, A-819 a 12 A-205 .oo A208 Second Floor Plan -Maintenance & Storage Building A-353 'di'; . I( J,. ~-1,; 118" Tblock, P-kyplna a 13 A-203 0 A2t5 Eola'!lod Fk>Q, P.laosam! CeiDog Pia,, -Admlo. BC~log a-2. ,, ~ '*' 1/4" Tblock, P-kyplna, As352 a 14 A-203 00 ·A225 Roof Plan-Admin. BuildingA-352 · · ~ ~ N O O 1/8'' Tblock, P-kyplna, A-819 a 15 A-205 00 A227 Roof Plan -Maintenance & Storage Building A-353 n I I'\. ::; ...., . l>, ?;;. 1/8" Tblock, P-kyplna; A-353b a 1a A-203 00 A245 .a 11 A-205 00 A247 Reflected Ceiling Plan -Maintenance & Storage Building A-3~-~# 1/8" Tblock, P-kyplna, A-352 a 18 A-205 95 A251 Enlarged Restroom Plans -Toilets A-352 ~,1,::-::---..._...) \,f)) _118" Tblock, P-kyplna, A-353 . a 19 A-205 95 A255 Enlarged Plans -Toilets., A-353 1-1 · ,;1. .. ~ 1/8" Tblock, P-kyplna, A-353 a 20 A-205 00 A257 .; I l -- a 21 a 22 a a 23 a 24 a Ii 25 ~ 26 - A-203 A-205 A-203 A-205 A-205 A-204 - 00 00 - A305 A307 00' · A405 00 · A407 00. A417 00 A418· ----- Building Elevations -Administration Building A-352 Building Elevations -Maintenance & Storage Building A-353 Building Sections -Administration Building A-352 Build.ing Sections -Maint~nance & Storc!ge Buiiding A-353 -- - 1/8" 1/8" 1/8" 1/8" Enlarged·Wall Sections -Maintenance-& Administration A-'352/353 1/2" Enlarged Wall Sectioni; -Gardener'.s Shed/ Rufuse Enclosure·&·Utility PadA-366 1/2'' -- Tblock, P-kyplna Tblock, P-kyplna 2 per building 2 per-building ---·-A300 -F '/ATIONS A400 -SECTIONS . . . , . AS00 -EXTERIOR DETAILS •, n-~~";'.<'~AI ·?'I'.·: 't'1.."f.~;q{•t)d:;.7'.:1~~H-.,"'"~~t-,t,:;<1<.·i~cr_fo~~s:;:,""N),;'•f¥~ ·"j,, -~~'H.!';1{,«. ;·,<.'.(.~.: y-o,1'~;,','l,,?}.:.-,J, f•tJ ·/~-::·· ',,,• -~ ~. ~~-R". ••;,.,..~~--··, "":t;t/! ,: ,.,:z:-r;,;v, t~'w'f!;' .... :-; ~1-·"-'!;?·~. "·,:'"; ;~·l}':',·;-'f·, t'"";"'¼: ~A<-':'f,A~:--,·-: ,/ '·,'T;, '•+.·,;,;-t~ ... t-Sc • ',, .~·--. ,:,,,:· ., : ,· <',? • •t ..... ' '%';'" ' " .',I~· j:t& ~Q~H9tJ1QP~IDR~JJ!Ul!~t!~~§bM!~tm~~§~tf@mf·~il~~:i:i;~~:~;~i:si~r;J:i.;t:Jr'.i:~t:.hlli~~~r:·.~.fi-:;~~~~~-::f~~{;,:;r[~~~/2&1t~~fJ~~!l!fa:.tlt2tt~~t~~tllfi~~:~~~~:~:,:it?Ji:i1£:~~i~it~~~lj!~k~i/~~~ ' . . a 21 a 28 D29 a a a a a a a a A701 A70.2 A703 Toilet Elevations. Interior Elevations/ Casework 1/VallTypE!S . 1/4" 1/4'.' 11/2" Tblock, Tblock,. Tblock, A600 -·SCHEDULES A700 -INTERIOR DETAILS A800 -INTERIORS ·'nw ''t,i" "i:ln'" ',.,, .. , •. ,t.~f!?' ~~i:;i>.;¥Kllf-A]l~;s·h ,,,.,,t·;N· -.~·-•.,t..t,/h:"·'·~i.',-'i''l" ''fi'};fJ'•'-'1.'/.l"rY, '>,ll/,;-.iJ,,f~'l~,·· .. ,,,, .. ,·,.c,,,,,· .,, . ..,,,y,,),',1''•·' ,,,:.,,,-'.pt,>'r",.,,...~t*':;,1;'~):t,.;,.a.:::~tf,f,,;:;;,.h~,:::~6'1''."''''?'r·•·,· /!..•';.'. ., . ., , •• ''."'·,"',.:-;¾;·-~·"Bl~~ a~!tfl~n~J.~fill!2I!!!J-i~: -, -~mg:n}!,!~~\~}!4A~~ffro!i~~~:t!~:Jl~::1i:?~~~~ft{;!~£~1:~1_t1~~ti4:~t~~~~~~~~~~~~~l:~1 • , ~~~~~~~¼~-~-.~\~rtk.~~f ~, r,~P~ r. a a a Admin-sd.xls · l I .:· Jul,28, 1997· 5:.21PM I._:· I·:·. I .. ·· 1·~-- 1. I 1· ®--- ----.· af _ "· _. 9 n. -~ ~.- . . . No. 0792 · P. 2 · . ,, .•• --:; • Hf~ n''"":" .. , .. ,.,..,:t_,,. '"'":" .. : •. :._;-.. •---:·-•.-~-.. -~~I.__.,.:•:,.,, . ._, : .. f . . . ,, .· .. : : . J ® . . . . . . .· . . : . · .. . ·-· . . . --w ;a, _ m~~ -C' .... _.·. I ij ===-~ ·.,._ -_··!If '1>0.-· : ..... -·atf ... }<0:J ... ·. , •, .I u . · . : I I I I I I I I I I I I I I I I I I I FLUSH TRANSQM/LOUVER ABOVE, V'IHERE INDICATED. MATERIAL. SHALL MATCH DOOR r I · PER SCHED. TYP. · 2'xl '-6''(H) OUVER V'IHERE · NOTED d) r:: FLUSH TRANSOM ABOVE: MAtERIAL SHALL MATCH OOOR · --'--,-7 . 6" I ---'i,....+---TEMPERED GREY GLASS () r- 1 I @PAIR -~ _I (1) N I (1) 8" '-----+"--NEOPRENE GLAZING GASKET 0 PAIR V'I/LITE$. .....+-TEMPER!=D GLASS TYP , GLASS ED . • ' -- TEMPERED GREY GLASS FIXEO i-@Y'<ILITES . I'" @sup1NG a DOOR - DOOR TYPES SCALE1 NO SCAJ;E Rfri'.llloM Cluster: ·eomponenc ID: '1 ··camm5 A A-000 00 LEGOLA. :D C A R L .., B A t) .Helmuth· · . Ohata+ · · Kassabaum; Inc. iaued:. ~·\,(\-.;,:. Detail Number .. 801 I I I I I I I I I I I I I I I I I I I - ,,• -t-'--1. r-----1 © OVERHEAD COILINCS ,n z ~- ffi D. . ~-,---TRANSOM # CSREY CSL.A~ ---i-+---¥--....,..--PATCH FITTIN6 VISION .ti- LITES· ~- ~ERE ._ -~- INDICATED, ii . & PUSH-PUL.L. HARO~RE PER SPECS. ·--,---TEMPERED CL.EAR CSL.ASS --al,...;.....t==::==:=iiiiiiiile'---60TTOM RAIL. 0 ALL. ·c&L.ASS ·DOORS DOOR TVP:ES -SCALE1 Ne;>. SCA~E a·-_n,m; C...c:.ir: Componem: IDI -A A-353. 00 LEGO._:jD GARL-'BAP . ·11 Helmuth . Obata+ .. . · . lwlahaUJD, Inc. . i~ e3 ~ \ ~ "r'' C ·302 ,',,, ,_' I I I I I I I I I I c: I- I I I I I I( I I . Ill LEGO·LAND· C.ARL--'BA'D \I) ::r z () iS I-in I-C} \I). ID \l) ... ... ...,: I-IL C) t D. r ~-IJ) ui (0 D ,...,: I-X It ,;I--it" ¼-t X X ' N N en I \ J I ·-= I" 'Ir" I ~ ~ ·-4"-I in ----~ -y ~ ~ r---....' I in () ,. N N' -~ I in -..._;_ '-_,q l.r--.... •. ~ '--I in ,.0-,L-. DOOR TYPE 'D·' SC~LEs NO $CA!-E . Rmlk>ni a s:m105 II Helmuth Obata+ Kassilhaum. Inc. IIRled: w I-<( CJ w: Cl) !r -::1 II lL !t w: :_i a: Clu*-Component: ID:. .A A-353 00 Def;all_Number 803 I I I I I I I I I I I I I I I I I I I @oooR · 1/4u FLOAT Gl,.ASS, 'TYPICAL .-· l \. / \.' I \.~ / / I: / . PAIR (DASHED) = - = I II \ i: I\ \ I I I I ., .. / \ I I I I I I ·/ l I 1 I I I I \. I I I I I. I I I I I I, I I I I I I I I \ I . I I I/ I (!)s1FoLDIN<S oooR 0 C.OUNTE'R FIRE SHUTTER LEGoulo GARL-'BAt, DOOR TYPES SCALE. NO SCA~E -SlUDJ05. : II Helmuth Obata+ . Kassabaum, Inc. Cluster: ·Component: ID: A A-000 00 1- 1 I I I I I I I I I I I I I I I I I DOOR 5CHED.ULE. LEGEND HM -HOLLO~ METAL PR -PAIR ALUM -ALUMINUM GLS -GLASS. e,pe, - -CUSTOM PAINT COI.-QR NR -NON RATED STN-STAINED-MAPLE ~D--~OOD FACT-FAC,TORY FINl.5H REMAR~S. I. PANl·C EXIT HARD~ARE 2. NO EXTERIOR HARD~ARE (EXIT ONLY) 3. CARD READER 4. ELECTROMECHANICAL DOOR RELEASE · $. TEMPERED CLEAR GLA::iS · b. TEMPERED GREY Gl.,.ASS 1. VISION LITES 8. ~ITH TRANSOM--MATERIAL AND COLOR TO MATCH DOOR Cf.. TOT AL DOOR ' -. . I0.QBSC.URED·GLASS l·I. LOUVER . 12. SMOK..E AND DRAFT ;,EAL I.B. SELF-CLOSING 14. AUTOMATIC HOLD OPE:N 15. LINK TO FIRE ALARM lb. ACC-ORDIAN TYPE DOOR 11. PEEP HOLE 18. FINISH to MATCH ~ALL_ IG:i. OVERHEAD COILING DOOR. 2-0.MOTORIZED . NOTES I. SAFETY GLAZING DEC.AL MUSf 6E VISIBLE -AFTER GLAZING ~-TRIM.IS SET. -·111- LEGOLAN·D GARL-'BAD DOOR TYPE,S SCALE, NO SCALE la S"fUOIQ5 II-Helmuth -Obata+ . Kassabaum, Inc. Revisions 4 RESUBMIT S _ IGl,\IP #1, l.ued: ~~9B{-9'f- Cluster: Component: ID: · A A-000 -00 Detail Number 805 I I I I I I I I I I I I I I I I I I SEE DRAWING FDR DIMENS1 O_NS '-r----'--t:==:::;:::::lll=;i:;". =-:-= 71 DTL-I~ )....--1,--41= II N· ii --1. DTL-122 1·1 II ii ,-11- 11 II DTL-124 . ® DIM ... PtR PL..A·N @ ".Z (\J ::J I M~ >- ' ~I -0 // ,------+---< DTL-121 DTL-!2:l ...........-'--WHERE ....__D_TL_-,_:2:2__, OCCURS. TEMPERED GLASS WHERE ADJACENT Ttl. DOOR. @ @ NOTE: IN ALL 1 HOUR FIRE RATED CORRIQORS WIR.E GLASS IN STEEL FRAME SHALL LEGOL:JD GARL-'BA.D COMPLY -WITH USC. STANDARD ASSEMBLY TO HAVE 60 MIN. RATING & LABEL. . WINDOW TYPE·S · S(;ALE.1 1/4"· • 1'•0" II mi10s • . Helmuth · . Obata+· . . . · . . Kassabaum, Inc. laued: ti,.\ • " ::r , A A-000 806 00: -------------------DOOR SCHEDULE COMPONENT NUMB ER & IDA-112-00 CLUSTER A-SERVICE AREA 1 2 3 4 5 6 7 ·1 8 DOOR DOOR SIZE DOOR DOOR FIRE DETAILS HDWR REMARKS No. W x H x T TYPE MAT'L FINISH GI;ASS FRAME RATIN,G HEAD JAMB . SILL GROUP . x101A 22•-011x7'-o" D STEEL ere I NR DTL-0651 DTL-065 DTL~065 · 1 X101B .......... 22'-0"x7'-0" ............... D ....... STEEL .... _cpc·· ................................................. NR ......... ···tfrL-065 .... DTL-065 ..... DTL-065 .............. i ........................................................................................ .. X101C ......... 22'-0"x7'-0" ............... D ....... STEEt ..... CPC ................................... : ........... NR ........... DTL-06s' . DTL-06.5 .. ··oTL-'065 ............. 1..... ' . . . . . ··x~o1 D :::::::: 10'-0"x7'-0" ::::::::: ::::: p ·. ::: :: STEEL: :::·GPC::: ::::: ·::::::::: ::::: ··:·:: ::::::: ::: ::::::: : N.(:::::: ::: DTL4)65 :: :: DTL-d.65 :: ::: DTL-06( :: ::::: ) ::::::::..1.:::::::::: :::::: ::: ::::: ::::::·::::::::::::::::::::: ::::::::::: ::::::: ................... 1.-J .................................. , ................ , ................... , ................. f .......................................................................................... · .. t ...................... , ....................... , ........ . ... . , ............................................................................ . ..................................................................................................... ......... + ..... · ......... ,, ....................... ,· ......................... , ......................... 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FIRE DETAllS HDWR . REMARKS No. W x H x T TYPE MAT'L FINISH GLASS FRAME RA TING HEAD I JAMB I SILL · GROUP X101A ......... 61-0"x81-Q" ............... l .... ~ .... , ALUM.I ... CPC ··1··3/8" ... , .. ALUM ... , .. -..... NR ........... -DTL-Q~BA ...... DT,L-()38 ..... DTL-021 ... · .......... 2 .......... 6 ......................... --._ ~~~~~ ........ ~::~::~:::~::xl-3/ 4 .... ~ .... ' A~~M .... ~~~ ..... ~7::: ...... A~~M . .' ........ ~: ........ ~:~~o~~ ..... ~!~~~!. ··~~~:~~~ ........... ~ ........ ' : ................................. -......... -......................... .. ............ ... ....... ........ ................. .. .............. ,................. .. . ....... .. . ... . . . .. . . . .......... ,. '. .. .. . . ..... . ..... .......... . .. , ................................ , ........................... _., ....... . .. -...................... · .............. -................... ·i ............. i ...... · .......... :1 ................ 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J .............. -....... ·, ....................... , ..... · ............... · .. ·, .................. · .· .: ...................................................... . - '------... -------------------DOOR SCH E D·U LE COMPONENT NUMB ER & ID:A-203-00 1 DOOR 2 DOORSIZE 3 DOOR -· \ 4 I s DOOR FIRE -No. I W x H x T I TYPE I MAT'L I FINISH I GLASS I FRAME IRATINGI HEAD 6 DETAILS I JAMB CL U STE R A -SERVICE AREA 7 HDWR . GROUP· REMARKS I 029 029 I 036 036 I 031. ~1i1t·: ..... :.1!;=~;;:;;=6;;~1=~7::~ ............ ~ .. '.. 1 .... '.~t1 ...... ~~~ .................... ·.·.:.l· ....... ~~ ....... 1 ....... ~: ... ,.. . I ~ ... ~.: I I I i --x101c ........ · fR.;31~oi,~7i~(Ji,~i~~/4 ..... ir .. _. ~·sTgEL. "','epc ...... ,74·;, .......... i-iM .............. Nif:... 036 ··--............ . 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HEAD 022 ·005 005 ·022 ·022 6 DETAILS JAMB 022 007 007 022 022 CLUSTER A-SERVICE AREA SILL 021 006· 006 . 021 021 7 HDWR GROUP 3 2 19 8 REMARKS ........ :~:.: .:::j~~ ···· ...... ··········· ········-·······-··-·········· . ....................................................................................................... .............................. , ................................................. , ................... , ................. 1 ........................................ , .......... _. ....................................... + ........ · .............. + ........................ + .................. ······+·· ......................................................................... .. · ::::::::::::::::::. ::1:::::::::::::::::::::::::::::::::::. t:::::: .:::::: t:: ::::::::::::::i:: ·::::::::::::t:::::::::::::::t:. ::::::::: .. :::::::i :::::::: ........ : .. :·1::::::::::. :::::::::: t::::::::::::. ·.:::::::t: ::::::::: .::::::::::::t . :::::::::::: :::::t-. :::·: : ::::::::: ::::::::::::::::::::::::::::::::::::::::::::::::. :::::::: ................................................................ 1 ................................. .1 ................ ·1 ................. , ....................... , .......................... , ................................................................... _-•. • ............................. 1 ................ ·.· ................................ · ....................... · .. ................................................................ 1 ............................ · ..... r ............... 1 .......... : ...... 1 .................... ,,\ ......................... c, , ..................... ~ ........................ ~ .. · .................... ! ........................ ! .............................................................................. •· · ....................... , ....................................... i .................................. 1 ............... -t-·· ..................................... , ....................... , .. , ........................ ., ....... · .................... · ................................................... · ........................................................................ . .................................... · ........................... -1 ..................................................................... -r ...................... , .......................... , ......... · ............... t .......................................... · .. · ....................... · ..... , · ..................................................... .. ......................... 1 ............ · ........................ · f ............. 1 .................. -1-...... · ....... ·( ................ 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DOOR FIRE No. W x H x T ' TYPE MAT'L FINISH GLASS FRAME RA TING HEAD ~~;~ ............ ~::6::~i:~~::~~:;>::: .......... ~· ....... ·~~ .... ···~~~ ..... 1/4" ........ ~~ ............... ~: ....... . 120 120 X104A 3'-0"x7'-0"xl-::l/4" · . e .. HM . ere .1/4" . HM. NR ·029 X104B .. 3'-0"x7'-0"xl-3/4" A H.M ere . . . HM . . NR 029 'X104C 3'-0''x7'-0"x1-3/4" t:· . HM ePC. 1/411 HM .. NR . 029 Xl~DU. ... 12'-0"x12'-0"x3/4" ....... E ..... STE:EL .... ere ........... STEEL .... · ..... NR ....... . 005sim X104E .......... 12'-0"xl2'-Q"x3/4" ........ E .... '.STEEL .... ere ..................... STEEL ............ NR ....... • 005 sim X105A PR~'-0"x7'-0"x,1,-3hl Al, : HM . CPC . . HM • N~ 029 106A 3'-0"x7'-0"xl-3/4" . A . HM . epc ·: HM . . NR, 120 107A 3'-0"x7'-()"xl,~~/4" .. A I-IM ere .· HM NR 1078 ............. 3'-0"x7'-0"xl-3{.4" .......... A ......... HM• ...... ere·· ...................... HM .............. NR ....... . 11~.A 3'0011x7'-0"x1-S/4" · A · I-IM . ere .. · ·. Hfyl · . NR. 120 J.20 120 •':P~.A ... 3'-Q"x7'-01'x.1-3/41' ·C . HM CPC · J/411 f:IM · · NR i20 114A ............ 3'~0"x7'70"?Cl.;3f4'.'· ... · ..... C ......... HM ....... ere ..... 1/4" ....... HM ............... NR ....... . 120 X114B. PR3'-0"x7'-0"xl.:3/4 Al . HM .ePC l;IM NR 029 X115A 3to11x7i-0'\xl.-3/4,11 C . HM . ere; . 1/4" . . HM • NR .. 029 X115~ ...... : 3'-S"x?'-0".xl'-3/4" .... · ... A .... · .. 0.HM ....... tPC ......................... HM .............. NI( .. . X115C: ....... 121-0"x121-011x3N" ...... E ...... STEEL ... ere ...................... STEEL ........... NR ...... . 029A 005sim 6 DETAILS JAMB 120 120 029 029 029 007sim 007sim 029 1.20 120 120 120 120 120 029 029 029 007sim CLUSTER A-SERVICE AREA SILL 021 021 OZl 006 006 021 021 021 021 006 7 I 8 HDWR REMARKS GROUP 1 15 ..................................................... ~ .............. 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'}.') . * - -------------------DOOR SCHEDULE CO M PO NE NT NU MB E R & ID : A-203-00 1 DOOR 2 DOORSIZE 3 · DOOR 4 DOOR 5 FIRE , .. .,,.~ ( J No. 'I W x H x T I TYPE I MAT'L I FINISH I GLASS I FRAME I RATING HEAD 120 i20 6 QETAILS JAMB CL U ST ER A -SERVICE AREA 7 HPWR SILL 1. GROUP 8 REMARKS ·120 ·1w -+---.----+------I··· .. ······ 1·· ......... 11, 12,.13 ........................................................... . 9 ~~~~ ...... I··:::~:::~::~:::~::~::: +· .. ·1 ·+ .. ·:~···+· :~~ ... , ............... l ·_ .... :~ ..... + .. 20~N . . .. . I :'rii J ~:~:.~;.~:,:!1t:: 1· · t·t--~~ t ~ -.. ·····-·t···-~~ ·-·t 29:.N -1-:1----1-1~-~-·. ---t-1.,------,---11--....---11· -... ····· .······ .·· .................. . •.!~··[.~:~~~;:~~~~~i::1::::1J~:~~~~:-::::~~::]=:-~~~~::'~~~-1• .· ~~· ·1 i i················· ······_ --. I 120 I 1.20 120 101 I 3'-0"?Ct.,pi•i1-3fPt.l .. A.J ... WQ:L.§tN __ J •....•.... ····•1 .... HM··· ... 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I ........................................................................................................................ _ ----~ . . 112A . PR4'-1"x9'-()"x1-3/4 A. · WD : PT ... HM 20MIN . l}4 : I: . ;!!! ··.··· t!'.~z~i~:: ·i···· s······!:·· ,ir··:_ s···· ·· .···~t.·· !!-· · ~--------------········································· 115A •... 3'-0"x7'.;0"xi-3/8" · A WD . StN · .BM· NR '120 +--,----.....,...---+ • i ;;~ ..... 2~~.?;;[~.?;;~;:,.?''. ...... !·· ...... :~ ... · ... :i~ .... _.· ... ·.· :~ ............. ~: ........ ~~~ ···················································-··································--······························· I 120 I 120 I . 1.20 I . 120 120 120 .120 120 I 120 J~5/ i16 I 120 I 12,Q I 120 . 120 I 120 _120 5 ........ 116 .......... 3'-0"x71.;0"x113/8" ..... A ....... WD ... ),TN ...................... HM NR ..... +-_·1_·'.2_0_+---" ......... } !.?. ............ ~'::Q'.'.~.?.'.~.Q'.'.~}::~L.~.~:.: ..... ~ ......... ~~ ........ ~!~.... ..... . .. ............ ~M. ........... ; .. ;~~......... 120. 118 3'-0"x?"-0"'xl.-:3/~." .. A ... \'VQ ....... ~ff~............ . HM NR . __ 120 ~-----~--1-· . ½~······:·l~···~;~~;;~~;~ij;;~i=~7~~·:-t·:···1····l·:···~5····l····§~~:··:l···:······ .. ····t·······~~·~····l··::.:···~~······~ .. L ~.~~ ·1 I ............ -... ·······-· .. ···~ .................. . I 129. I. 120 I 120 120 · 120 121 l 3':-0"x7'~P"xl-3,/811 r .. A J wo .. J..SlN.J J ... HM .. J.. NR. ! ·· 120 1 .· ···································································-··-·-·········--···································· ... ~~~ ...... l··;::~:::~::~::~!=~~:::.f .· .. ~ ... l .. ·~~ .... l ... ~~~J ... · .. · ..... · .. l ...... :~·· .... l ......... ~: ........ I ~~~ .1 l.······················•L·•·················•••••L·····················-································~· .............. .. 124 3'-0"x7'-0"xl-3/8" A WD STN HM NR. +-------+-------~ . .. · ... 1~~~ ......... :::~:::~:~~:::!=!o/::: ...... ~ ........ ~···· ... ~~~ ................ · ...... :~· ............. :~:........ !~~ 120 I 120 120 120 120 120 120 6 . 127 3'-0"x7'-0"x1-3/8". A WP· STN · HM N~ 120 120 ::::::::g::::::: ... ~:~::~~::~::~~=~7::: :: :::: !:::: :::: ~~:::: :: ~~~ ::: :::::·:::::::·:: ·:::::: :~:::::: ::::::::·~~:::::::: ~~~· 120 I 120 : ...... !~.2f ........ ~'.::2'.'.~?'.~.Q'.'.~!:.~L.~.~ .... 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HM NR 120 120 ~ , 10 . . . . 5 , .............................. , ............................................. . 133 ·3•:..011x7'-0"xl-3/8" A · W,D STN . HM . NR . 120 120. . 6 - ........ 134 ..... -· ;3'~0'.'x7'-0"xl-;3/8" ..... , ... A .... · .... WD ....... STN ............... -......... HM· ............... NR.. 120 _· 120.· ........... 6 .. -..... _. · ...................... .-.................................................... . 135 3'-0"x7'-0"x1~3/8" A WD . STN HM . NI,{ 1Z0 1'20. 6' . . . i36A . 3'-0"x7'-0"x1-3/8" A . wo. . STN HM NR ;120 1'20. l . . . . .·. 136B 31-0t1x71-0"xl-3/8" · A . · WD . STN . . .HM. 20 MIN . l20 ·120 1 1, 12, 13 l36C pR.3',.0"x'.!'-0"~1'."~/8. A . WD STN_ ·. ..: HM : ·. NR 1Z0 120 {1 . . : 1~6D . 10'-0"x4'-(j" J . . ST_L : C::PC .· . . . . J;3Z. 133/134. · 4 14,, 15, 1~ ·. ··-Ye···-~~;1::~!j:>. ····1-·· ·····~--~r·-·······-· ·-·:!·-· ········~:··-·. ;~~ -"!r-····--· .. ·····-··;-.. 14 •. 15.19 ---········-·-·-·· ..... . .... 139 31-0")(7'-0"xl-3/8" A. WD .. $TN . HM. . N~ 120 120 . . I . 17 ·. -·.. . . ,. 139A i51-0"x 91-0li I FACT FACT NR . 128 117 16 ... J,40 3'•0"x71~0"x1~3/811 . A . WD ... STN · . HM . 20 MIN . 1.Z0 i20 . . . 1 12, 13, 17 _· . . ·~!~ ....... ~::6::~~:~::~~:~)::;.o. ..... 1-....... ~~ ....... ~~~ .................. ····~~ .............. ~:... . !~6 i~6 ........... · ........ : ....................................... · ..... · ............................... · l43A 3'-0"x7'-0"x1-3/8" C WO S.TN. l/4'; HM . 20 MIN no .120 . 1. . 1, 10, 12, 13 . . 1;43B 31-0"x7'~0"x1-3/8" . A WO STN · HM N~ 120 12d 1 1, 11~ 12~ 13 . . ---._ . 144 , 3'-0'lx7'-0"x1-3/8" C WP STN · 1/4." ·, HM. NR: . · 120 120 . . 9 10 . . . . ...... J1.?. ........ ~'.~.Q:'.~?.'.::Q:'.~.l::~l~.~ ........... A .......... ~Q ........ ~!!::!: .. , : .... : ................. ~~ ............ ; ... ~.JJ......... 120 120 · · 3 · ................... ~ ... . 146 31-0"x7'-0"x1-3/8" A WO STN . · HM .. NR . l20 120 147 , 31-0i1x7'-0"?'1--3/811 , A · WO . STN . . HM . NR . 120 129 148 . 3~-0!!~7·~011x1-:ys11 '. A w0 ·. STN . HM · NR ·· ·· 120 J..20 149 3'-0''x7'-0"xl-3f.8" . A WO . · STN · . · HM . NR . · 120 120 150 . 3'-0"~7'-0"~1-3/8" . A . WD •. STN · . . . . HM ·NR J20 . l2.0 150A 3'-0''x71-Q"xl-3/811 A . Wb . S1'N . . HM NR 1Z0 120 151 31-0"x71::0"xl,-3/8" A ·WD STN HM . NR 120 120 ....... 1s·2·· ..... : ji_O"x7'-0"x1=3/8,., ........... A ... , ..... WD ....... STN .................. ~ .. _. .. , .. HK:t°.._. ........... N_R........ . 120 . 120 ..................................... :r ........ .. 153 3'-0"x7'-0"xl-3/8" A WO STN. HM NR lZ0 lZ0 ··. . t? . . 154 ;3'-0"x71-011xl-3/8" A . WD STN . HM NR . 120 · 120 ·1 . . . . . . . . . . l55 3'-0"x71-0"xl-3/811 A WD STN · _......,.....,.HM 20 MIN 120 '120 . 1 . 1, 10, 12, 13 . ........ 156 ....... · 31-d11~7'-P"xi..:3/8" .......... A ......... wo ...... STN ...................... HM ............... NR 120 120 .................................... 3 ........ FOR DOOR TYPES.AND DOOR ........ 157 ...... 3'-0"x7'-0"x1-3/8" ......... A ......... WD ...... STN ........................ HM ............... NR ....... . 120 12Q .......................... 9 .......... ~~~~~.SEE DETAil:S801,802, Door: ~hedule pa.ge 2 of 3 .. -------------·------DOOR SCHEDULE CO M PO N E NT NU M B E R & ID : A-203-00 1 DOOR 2 DOOR SIZE 3 DOOR 4 DOOR 5 FIRE 6 DETAILS No. I W x H x T I TYPE I MAT'L I FINISH I GLASS I FRAM~ I RATING I HEAD I JA -·MB I C LU S T E R A -SERVICE AREA SI.LL 7 HDWR 8 REMARKS ., ...... 1~l·t}·~;:a;;~;;:a;;~t§~~:;,,.t.,, .. t . .J.:.~5·'·1·""§f~'L,, ..... 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' ................ · ....... -.................................................. .. ....................... · .................. · ........ · ............. _'·· ..... -................. · .............. , ........................... _ .......... · .......................................... · .................................... : ....................... · .......................... · ................................ _ .......................................... : . ------. . . . ' ' . . . . . . . .. '-.,~~ Door Sch~dule page 3 of_ 3. I I I I I I I I I I I I I I I I I I I LAST UPDATE: 8/1/97 SECTION 09000 UTILITY PAO ROOM NO. ROOM.NAME 101 UTILITY PAD REFUSE ENCLOSURE ROOM NO. ROOM NAME 101 REFUSE ENCLOSURE· NURSERY ROOMN,O. ROOM NAME 101 NURSERY SECURITY BOOTH 1'">00MNO. ROOM NAME .. 101 SECURITY BOOTH .. I I .. GARDENING SHED ROOM NO. ROOM l'IAME 101 GARDENING SHED 102 GARDENING ROOM 103 LANDSCAPE MANAGER 104 STORAGE LEGOLAND CARLSBAD FLOOR " NA .. FLOOR CFS-2 . _FLOOR NA FLOOR VCT71 . .. :FLOOR CFS-2 i::i=s-1 ·.ci=s-1 ' • CF.S-1 FINISH SCHEDULE '. BASE. WALLS CEILING REMARKS NA NA ST-1 .. ., BASE WALLS CEILING REMARKS NA .. P-2 sr~1 '. BASE '. WALLS CEILiNG REMARKS SHADE. NA l'IA .· FA13RIC .. .., .. ." .. BASE WALLS GEILING REMARKS RTB-2 P-1 . . PC-1 : .. BASE WALLS CEIL.ING REfylARKS P~2 ES-1 RTB:2 . . . . P-2. ES-1 . .. RTB~2 P-2 .. ES-1 P~2 ES-1 FINISH SCHEOULE 09000-1 I I I I I I I I I I I I I I I I I I I LAST UPDATE: ,~1ffi7 SECTION 09000 MAINTENANCE & STORAGE BUILDING ROOM NO. ROOM.NAME 101 CAGE OFFiCE 102 OFFICE 103 TOILET 10'4 WAREl.-:iQUSE 105 CARPENTER'S WORKSHOP 106 STORAGE - 107 PLANT ROOM 107A MECHANICAL ROOM . 108 . (NOTUSED) 109 (NOT USED) 110 (NOT USED) 111 (NOT·USED) 112 TOILET 113 OFFICE 114 MODEL REPAIR 115 MAINTENANCE WORKSHOP 201 SECOND FLOOR STORAGE 202 STORAGE LEGOLAND CARLSBAD FLO.OR CFS-1 CFS-t ' -RSF-1 CFS-2 CFS-1 -CFS-1 CF.S-1 ti:s-1 RS!=-1 _CFS-1 -· ; CFS-1 ,, _CFS-2. CFS-1 . CFS-1 FINISH SCHEDULE BASE WALLS CEILING WAINSCOT ·REMARKS RTB-2 P-1 ES-1 ,_ RTB-2 P-1 ACT-1 P-2 PC-1. F RTB-2. P.-2 -es-,. RTB-2 P-2 PC-1 RTB-2 P-2 ES-1_ RTB-2 --P-2 ES-1 RTB-2 P-:i es-1 - " -- . ' " -- " - P-2 pe-:1 F RTB-2 -P-1 Act-~ RTB-2 -P-2 ES-1 RTB-2 P-2 es-1 ACP P-2 !:S-1 -=--p.1 " FINISH. SCHl;DULE 09000-2 I I LAST UPDATE: ~1~7 SECTION 09000 I KEY I I I I I I I I I I I I I I I I CPT-1 CARPET TILES (MULTI.:COLORED) CPT-2 CARPET TILES (SOLID) RSF-1 RESILi'ENT SHEET FLOORING VCT-1 VINYL COMPOSITION TILE CFT-1 CERAMICFLOPR TILE CFS-1 CONCRETE FLOOR SEALER CFS-2 CONCRETE FLOORSEALER (H,I)) UC-1 UNFINISHED CONCRETE RTB-1 2-112• STRAIGHTTOPSET BASE RTB-2 4• STANDARD TOPSET BASE RTB-3 4• ~TRAIGHTTOPSET~SE CTB-1 CERAMIC TILE.BASE P-1 ACRYLIC LATEX PAINT P-2 ENAMEL PAINT UC-1 UNFiNISHED CONCRETE ACT-1 2X4ACOUSTIC CEILING ACT-2 2X2 ACO!,JSTiC CEILING PC-1 PAINT ST-1 STAIN ES-1 EXPOSED STRUCTURE ES-2 EXPOSED STRUCTURE WI SUS?. 2X4 CEiLJNG GRID WAINSCOT CT-1 CERAMIC TILE ACP ALUMINUM CLAD PLYWOOD F FRP BOARD ALL CONCRETE BLOCK TO,B!: SEALED PRIOR TO PAINTINQ LEGOLAND CARLSBAD FINISH SCHEDULE FiNISH SCHEDULE 09000-3 I I I I I I I I I I I I I ,I I I I I I LAST UPDATE: 8/1/97 SECTION 09000 ,OMINISTRATJON BUILOING_; Tl;NANT IMPROVEMENT ROOM NO. ROOM NAME FLOOR 101 WOMEN'S.CHANGING ROOM . RSF-1 101A WOMEN'S SHOWER CFT-1. WOMEN'S TOILET ,. c:F'r-1 102 . -. ' 103 MEN'S.CHANGING ROOM RSF-1 103A MEN!S Sl;iOWER CFT-1 104 MEN'S TOILET -CFT-1 105 JANITOR CFT-1 106 CORRIDOR V.CT-1 WAITING ROOM VCT-1 -107 .. - PERSONNEL MANAGER . - 108 .CPT02· 109 WORK AREA CPT-i 110 CORRIDOR . CPT-2 111 INTERN CPT-2 111A INTERN CPT-2 112 LOBBY/ RECEPTION/ SECT. VCT-1/CPT-1 113 OFFICE CPT-2 114 GENERAL MANAG.ER . ' CPT~2 115 MEETING ROOM CPT-1 115A STORAGE .RSf-'1 116 STORAGE -RSF-1 117 MARKETING V.P. CPT-2 118 TRAVEL TRADE MANAGER CF'T-2 119 REG. SALES MANAGER CPT-2 120 SALES MANAGER CPT~2 121 P.R. MANAGER CP:T:2 122 PRQMO MANAGER CPT-2 LEGOLAND CARLSBAD FINISH SCHEDULE· BASE WALLS. CEILING WAfNSCOT REMARKS RTB-2 P-2 ES-2 CTB-1 P-2 PC-1 CT-1 . cts-1 P-2 '· . .PC-1 CT-.1 . . . ' RTB-2 P-2 ES-2 cts-1. F'-2 PC-1 CTB-1 PC-1 · CT-1 CTB-1; RTB-2 P-1 , PE:-1/A'CT-1 RTa-2 P-1 'RTB-2 P-1 ACT-1 ·RTB-2 p.f RT8~2 .. P-1 .. ACT-1 RTB-2 P-1 -ACT-1 RTB-2 i:>-1 RTB-2 \/WC ,PC-j/ACT-1 .RTB-2 P-1 RTS-2 vwc ,~cT-1 RTB-2 VWC . . ACT-2 ·RTB-2 P-i .. ES-1 RTB-2 P.-1 ES-1. -RTB-2 e-( ACT-1 · RTB-2 , P-1. ACT-:1 'RTB-2 .. P-1 RTB-2 .. -,ACT-1 RTB-2 . .. P-1 PC-1. 'RTB-2 F'-1 ACT-1 FINISH SCHEQULE 09000-1 I I I I I I I I I I I I I I I I I I I LAST UPDATE: 8/1/97 SECTION 09000 .DMINISTRATION BUILDING ROOM NO. ROOMt:,IAME .. 123 FINANCE-DIRECTOR 124 PA_YROLL 125 WORK AREA 126 INFORMATION TECHNOLOGY MGR. 126A OFFICE 127 FINANCE MANAGER 128 RETAILV.P. 129 OPERATIONS V.F'. 130 WORKAREA 131 STORAGE 131A ENTERTAINMENT TECH. .. 132 KITCHEN 133 SECURITY MANAGER 134 OPERATIONS CONTROL 135 CATERING DIRECTOR 136 WARDR.OBE 136A MECHANICAL 137 ·WOMEN'S . .. 138 MEN'S 139 TRAINING 140 ·TRAINING .. 141 OPERATIONS}.1EETING ROOM 1_42 STORAGE 143 TRAINING 144 KITCHEN 145 ELECTRICAL 146 VESTIBULE 147 VESTIBULE 148 WOMEN'S 149 MEN'S 150 JANITOR 150A STORAGE 151 INFORMATION TECHNOLOGY ROOM 152 STORAGE 153 OFFICE 154 CORRIDOR 155 CORRIDOR 156 INFORMATION/ TELEPHONE 157 MAIL ... 158 ATTRACTION 159 ENTERTAINMENT 160 EDUCATION 161 FOOD MANAGER-1' 162 FOOD MANAGER-2 163 WARDROBE SUPERVISOR LEGOLAND CARLSBAD FLOOR CPT-2. CPT-2 CPT:2 CPT-2- CPT-2 CPT-2 CPT-2 CPT-2 cpf::2 RSF-1 CPT-2 VCT~1 CPT-2 ,· CPT-2 CPT-2 .. .RSf-1 RSF-1 J:Frs2 CFT-2 CPT,2 CPr-2· CPT-2 RSF-1 CPT-2 VCT-1 RSF~1 CFT-1 CFT-1 CFT-1_ Ci=T-1 RSF-1 RSF_-1 CPT~2 RSF-1 CPT-2 CPT-2 CPT-2 CPT-2 CPT-2 CPT~2 CPT-2 . CPT-2c CPH? CPT-2 RSF-1 FINISH SCHEDULE. BASE_ .. WALLS . CEILING . WAINSCOT REMARKS RTB-i P:1 . ACT-1 RTB-2 ACT-1 RTB,2 P-1 ACT-1 RTB-2 RTB-2 P-1· ACT-1 RJB-2. ACT-1 RTB-2 P-1 ACT-1 RTB-2 P-1 ACT~1 RTB-2 P-1 !=S-1. P-1 ACT-1 RfB-2 P-2 PC-1 ACT-1 P-1 A6T-1 RJB-2 ACT-1 RTB-2 P-2 . ACT-1 ES-1 crs_-1 CT-1 .. CTB-1 P-2 PC-1 CT-1 . RTB~2 vwc. . ACT-1 vwc ACT-1 RTB-f vwc ACT-1 .. RTB-2 .ES-1 RTB:2· vwc ACT-1 RTB-2 P-1 PC-1 ' RTB,2 P-1 ES-1 CTB~1 k-2 PC-1 CT-1 CTB-.;1 ·PC-1 CT-1 =p.2 PC-1 CT-1 CTB-1 P-2 PC-1 CT-1 ES-1 RTB-2 .. P-1 RTB-2 · P-1 ACT-1 PLY RfB-2 ACT-1 RTB·2 P-1 ACT-1 ·RTB,2 P-1 ACT-1 RtB-2 ACT-t ... ~TB-2__ .. ACT-1 RTB,-2 ACT-1 ACT-1' RTB-2 .. P-1 RTIH_ ACT-1 RTB-2 .e-1'.:. RTB-i P-_1 ACT-1 RTB-2 P-1 ·ACT-1 I I I I I I I I I LAST UPDATE: 8/1/97 SECTION 09000 CPT-1 CARPET TILES (MULTI-COLORED) CPT-2 CARPET TILES (SOLID) RSF-1 RESILIENT SHEET FLOORING VCT-1 VINYL COMPOSITION TILE CFT-1 CERAMIC FLOQRTILE-Set in full mcirtarbed CFT-2 CERAMIC FLOOR TILE -Set in thin set CFS-1 CONCRETE FLOOR 'SEALER CFS-2 CONCRETE FLOOR SEALER (HD) RTB-1 2-1/2" STRAIGHTTOPSET BASE RTB-2 4" STANDARD TOPSET BASE . RTB-3 4" STRAIGHT TOPSET BASE · CTB-1 CERAMIC TILE BASE P-1 ACRYLIC LATEX PAINT P-2 ENAMEL PAINT W/C VINYL WALL COVERING-CLA.SS II 1~ I I I I I I I I I ACT-1 2X4 ACOUSTIC C!:;ILING ACT-2 2X2 ACOUSTIC CEILIN!3 PC-1 PAINT ES-1 EXPOSED STRUCTURE ES-2 EXPOSED STRUCTURE W/ SU.SP. 2X4 CEILING GRID WAINSCOT CT-1 CERAMIC TILE PLY 3/4" PLYWOOD-48" .A.F:F. LEGOLAND CARLSBAD FINISH SCHEDULE FINISH SCHEDULE 09000-3 I I I I I I I I I It. __ I I I I I I I I I ~ I ('{) -- b -(f) ' i---~--+1++---t-------,-,--,---·. ~ALL V'!HERE OCCURS I I J: I I I I I I I I - -- ~ <J 4 4 "',,:! 4 4 4, 4 4 N 4 < <1 -+------'-----'-'--611 DIA: BOLLARD 5540 GAL V~ StEI=L. PIP!= (PAINTED) 'f=ILL .~/ GONG .. ~/ LO~ DOME CAP SE'T' IN G.AL V. STEEL PIPE SLEl=V~ ----'-· GONc.. FT~. ·F'ER sTRuc.ru~· GONG. SLAB OR A<;; PAYING ~4..,.__--L.. ......... -__,.......;.,....;,,......,.... ...... _"""" -"'7..-r=ie:t. ~rlit.rzi-· Oe..tAJ2,J;, , <J 1--------'--'-----,-...--------'---!'------,,,,......-; .· I -__ , -+-.. -4 <J BOLLARD $-+-____,!<'- ~AL~ PER ... PLAN J· 4 ii l l'-6" DIA. l 1 · 1 TYPIC_AL BOL~ARD -DET AI.L . '. ~~ SCALE, 1• • 1'•0° LEGOL:JD Revisions II. · Helmuth,· . . Oba~+ . · S . IGMP#t · Cluster: Co!"ponent: jD: A A-000 00 001. GAR L-3 BAD ~sabawn, .Jnc, . 1 ~... tl6 188 •9, · UU.u. 1 9 i . . Detail Num~ BOLLARD· I I I I I I I I I I I I I I I I I I I I :/ ~---8x8xl6 SPLIT FAC.E ~ -8x4xl6 F'REC.1510N SLOC.i<. lU Cl \{)' z ALIGN SAC.I< EDGE OF C..M.U. DET A:IL @ R.EVEAL -. . ' SCALE, 3• • 1',<t . --SIUDI05 ' -11 Helmuth _ Obata + , ·3 ICMP#t -· Kaaaabaum, Inc. -.. · -,l1111ed: ffut89,'9!jl Clusten Com~!Mf!C ID: A A-000. 00 0-UNumber 002 ~--, .. C\~. I I I I I I I I I I I I I I I I I I I SPLIT FACE 6LOC.K ,------,--,-1/~"~ EX .. SOLT MIN. 4" EM6EOMENT AS RE~. 6"1" DOOR MANUF: · --~· ILINcS DOOR H9USINcS ---------t+--NEOPRENE HOOD· . 6AFFLE _........._ ..... METAL TRACK cSUIDE ·+·GOILIN6 DOOR '---·STL. JAM6 PLATE 6EYOND. HEAD @. COILING DOOR •1 LEGOLAND GARL.!SBA'D . . SCALE, 1 1/2" • 1'~Q" . a "'"'= ••· Helmuth . . .... . Obata+ . . , . ·.:1c-.11~wn,Ioc._ :·1-,,.-'-... ...;;.·· . ..1...~...,.,,...;.,:.-,,~ ...... ~-, C1111tan Compo11enc IDs A · A-000 00 005 I I I I I I I I I I I I I I I I I I I - 1/411 ,--e-,.,.....,..,---,.___,_ 5TL. JAMS . . <l . <l PLA iE 1;3EYOND ___,___,_ __ O.H. COILING DOOR SOTtOM SAR _....,._, ___ ~/ NEOPRENE ~l=ATHER5TRIP .......,... ________ -C.ONC..' 5LAS PER -5Tf<.UC. TUR.AL EXPANSION JOINT FILLI=R SL.OPE c ',•, • •· ........ · AC. PAVING O.R--C.ONC.. --------,--- 5LA6 ~HERi; OC,C.UR5 _; ' . SILL t@ QI n,m; ~---a...., ~ :J A A-000 LEGOL :D · II Helmuth. . . Obata+ 006 GA R L -' B A t) . . . KaiNba~.Jnc. , __ e ... , ~.,... · DeallNumber ID: 00 I I I I I I I I I I I I I I I I I: I I- ,c.M.U. AALL .:. SPLIT FACE ONE SIDE ,,,......,;--~,.._.~...,......--I/~;,~ ·EXPANSION BOLTS S~l/2'' -EMSEDMENT MIN.4" o:c. MAX. ~ ........... +--~~--TRACK 5UIDE PER MFCS,R-PROYIDE Y'-U=ATHER STRIPPINCS, __..+--,,,,_.~,..._.--,,--------· O.H. COILfNCS, DOOR i='ER SCHEDULE -=n~--t;-t------....,........e:z:::z::::::c:::=;~;===:c~=iJV--rN;:, SEALANT EA. SIDE Q :r. ------1/4" SENT PLATE TO FULL HEIGHT OF .,JAMS ------1/2'' EXPANSION ANCHOR @ 4'-,0" o.c. ED5E: OF CONC. BELO).'I( JAMB-@ COILING DOOR LEGOL:JD. GARL~BAP SCALE, 3• • 1'•Q• . .• -s,1111; · .Helmuth: . Obata+ KuAJ>awn, Inc. .__. .. I .. <-;-:).. c:iUICen Compoi,Mt: IDs A A-000 ·00 007 I I I I I I I I I I I I I I I I I I I 1/411 STL. PLATE ------· PER 5 TRUC TURAL 11--t--11 1 . LI LI <1- <1 LEGOLJjD GARL.38At> - -· C,ORR. VINYL ~HERE: OCCURS 2x41$ AT 1211 O.C. · GLU-LAM PER · .: · · _STRUC. T. ....,......-4::::::==1 "" If) i----,---,,------1 -$-1------1------' .. ~ tn ' 1 --C.ONC. COL . 4 · COIL FORM 4 FINISH. Pf:R STRUCTURAL ---~ ' ~' TREL.LIS DE.T.AILS ,.-_"f, SCALE,. 1' • 1'·0• 'ii n,m; • Helmuth . . ._. Obata + ; · , · · Kassabaum, Inc. . iaued: C, ~,--41:- <1 4 <1 . 4 Cluater: Component: IP: A A-000 00 008 I I I I I I I ,I I I I I I I I I I I I . ·, t· 2x4 AT 12" O.C. l' ..:.o" 4xlb FASCI A -----v A--,-___,..,--:----"'7--1 ATTACHM~NT----,-.;,-rtit- FER STRU~ 11JRAL . TRELLIS DETAlLS . . :scALE, 1' • 1'·0' ... '. , i -· LEGOL:JD GARL-'BAP --SHDI05 • . -Helmuth - Obafa + ·s IGMP#1 . Kassabaum, Inc. laued: ·~-_ Cluster: Component: ID: A A-000 00 Detail Number 009 X40•DQ22A I ·I I I I: I I I I I I· I I I I I I I I 4xl8 FA~CI.A----,- 2x4 ----,...,.._..,.. I" GLU-LAM -'--__:_~1----_ ---_ ......... _ -_ -_ -_ -____ 1--, PAINTED 1/411 ___ . __ . . STL.. ____ . _____ _..__ ____ -'--1 PLATE PER _ STRUCTURAL (OMIT@ SIM. CONDITION) GLU-LAM @ SI.M. CONDITION • LEGOLJID C.ARL..5BAD· . Ill SlUDI05 II. '.Helmuth • · Obata+ . ~s~aum,.Inc. luued:: .,..1~4- Cluster: ~mponent: ID: A -A-000 00 010 X40•D022 I I I I I I ,1 I I I t _- I I I I I I I I I 01~ REr. II-'---+--~·. 'C,EMENT PLASTER <I <J POINT . FINISH GOAT i-----:j--,'~ SMOOTH TRO-~ELED -. N -:--- TYF. @ TOP HORI_Z._ REVEAL_ -<J DIM. :REF. POIN~ ® HORIZ:. REVEAL TYPICAt CONCRETE R.EVEAL SCALE1 6" • 1'•0" . ··.· Ill LEGOLAND . QI S100105 Revisions Custer: Com~ ID: A A-000 00 GARL~BA'D · .Heµnuth Obata+ . 3 ~~~#l . ' . -. ' Ka8sabaum,.Inc. lauecl: J)d7US79l 011 X40•D0_04 I I I I I I ·I I I .I I I I I I I I I I <J - EDGE OF <J L1 TILT~ PAN · L1 1/2 11 1/211 • 1/411 <J 1/411 BACKER ROD -'-:-+-....,.-,-----+-~- SEALANT PANEL JOINT . TYPICAL CONCR.ET-E. REVE:AL & · JOIN·T ' . Ill LEGOLAND GARL-'BAt> ·_Revisions -S1U0105 . · 11Helmuth , , Obata+ · . S ' IGMP#1 · _ Kassapaum, Inc. 1~~-~7 Cluster: , , Component: ID: · A A-000 00 Detail Number 012,. . X40•Q016 . I I I I I I I I I I ,I I I I I I I I I PER STRUCTURA=L-A,,---,~-1--- 4 4 F !ELD Y'IELD ANCHOR FLANGE PE:R STRUC,TURAL DRAY'IINGS CA-5T IN PLAC.E STL PLATE FER S TRUG r . DRAY'IINGS ··. GONGRETE TIL i-UP PANEL ·CABLE A.N,CHOR SCALE, 1•1/2" • 1'•0" Rmslons Cluster: Component: 'II S1UDI05 A A-000 ID: 00 LEGOL:JD II Helmuth Obata+, , 3 IGMP#1 013 G A R L -3 B A t>· Kas•abaum, Inc. 1-..d: 0.,/03 lfR-Detail Numbe.r ~~,..,~ X40•D015 I I I I I I I I '.I I ( - .I I I I I I I I I ALUMINUM C.OMP051T PANE:L TOP 0,F Y'11TH KYNAR 500 f:IN[5H TYPICAL '" -, I' () l I N I ) () I N () I ~ () I N , 411 _ .:DIA.: C.OL. ~Hl·TE TOP ot= C.0L.· SLUE .. -- DTL-Ol:5A YELLO~ DTL-015 SLACK ·O' 0 11 ' -. f-lN. fL. FIN. 5LAS- C.0NC. CURS SCALEa 1/2' • 11-0• -., LEGOLAND -rnm; - GAR L-' B-A ·P --...... I ~ ~ )= a· .)' N C) I N C) _J N C) -· N b I () 014 X40•D018 I I I I I I I I I I I I I I I I I I 1- . Ill LEGOLAND GARL~B-At> ALUMINUM COMPOSITE PANE:L· ~ITH KYNAR ~00 FINISH SHIM .AS·REGUIRED TO SUPPORT MANUFACTURER'S ALUM. SUPPORT CHANNEL DRY JOINT 6 11 MET. STUD C.OLUMN SL/PPORT FRAMING· ruse STEEL C.OLUMN PER STRUC. TUR.AL DRA~ING5 CONCc. -CURB· BELO~ COLUMN co:ve:R . SCA~E, 1-1/2° .·1~~0• .. A A-000 00 Detail Number . 015 X40•D017 I I I I I I I I I I I I 1: I I I I I I l'-911 DIA~ COLUMN SCREED-- -----.--- 1 /811 C,EMENT PLASTER. SOfflT DRY JOINT · . ·1 I' I I I I I l I I -I . I -I . l . I I COLUMN PER . I I . STRl;C, TUR.AL I I DRA~INGS _____ __.__----11-----t: 1''-10" _ IA. PROVIDE SLIGHT RADIUS @ HORZ. :1 JOINT I 1/8" MAX. DRY JOINT @ HORIZONTAL · A~UM. COMPOSITE PANEL ~ITH KYNAR. J . I I I A I I I 500 FINISH ________ ,..., ·1 I COLUN.IN-COVER HEAD Ill LEGOLAND- G AR L-' BAD . . SCALE,. 1-112• ~-'l;~o• . Iii no11~. • Helmuti- Obata+-,, . 'Kulllhaum,lnc. ·.·. ,. -"1/4--INUed:. () _I N CIUICer: CompoMm: ibs A A-00O 00 -015A X40•0024 I I I I I I I I I I! I I I I I I I I I ·. "---soFFIT A60VE 1-.....,--4x8 TS COL. 61::YOND· ,------STL. CHANNEL PER STRUC TUR.AL TOP OF Y-iALL --1/411 SLOPE TO DRAIN '-'~::r-r~=:;::;--, ALUM. COMPOSITE CAP DTL-018 N. 211 '--sEE DTL-016A FOR TYP. PANEL JOINTS. · · ALUM. COMPOSITE PANEL . .-....--i-----4x4xl/411 TS COL PER PLAN V'iELD TO ·9T~. CHANN~L@ TC ---811 x ·1e, GA. ·METAL STUD FRAMIN6 AT 1611 O.C,. ~ELDED TO STL. CHANNEL @ TOP 4 60TOM · DTL-016·6 ------t • l 4 ............... _ ------- . . ~\f) CONC.. FTG. .i I 1 ., 1 ui PER STRUC. T. . · ~ ii -~. 1111 4 <( . > AL-UMINUM PANEL WALL SCALE, ·1• .-1•:o• . LEGOL:ID •'II n,mg;. GARL.3BAP · X40•DQ25 I I I I 1· I I I - I I I I I I I I I I I · FASTEN TO CONT. 20 5A. · f-lORIZ. 6LO~KIN5 ----------,, EASE EDGE: TYP~ ~EALANT AND BACKER ROD , TOP. 0-A· ~ .~-. END/ 5.ILL (i;"\. CONDITION . ~ Jo1NTv C.QNDITIONv FASTEN TO CONT~ 20 GA.· HORIZ. BLOC.KIN I. 1.. ii . VERT. JOINT© JOINTS ARE FOR ALUMINUM COtvPOSITE PAI\EL . INTERNAL SEALS • ROUTE AND RETURN . QI $11111; ~ OUTSIDE C.ORNER Clusten A 0 ~ A-00O ID: 00 LEGOL:JD IIHeim.uth · . Obata+ 016A G A R L .., B A l) . . . Kua;l,aum,.Ini 1-..d: .i-1.,e\.":I--DemllN......, I I I I I I I I I I I I I I I I I I I i---------~---i<-+------'-METAL STUD fr<.AMING <J "----ALUM.COMPOSITE PANEL ----i>.+----,-CLIP 4 ANCHOR PER MANUFACTURER'S RECOMMENDATION ---'-'--CONC. SEALANT + ~~~~"-t--____,_;---BACKER ROD ~-EASE·D. EDGE -------'--CONGRl::TE FTG . .PER STRUCTURAL BASE_ OF WALL -J:OINT NOT TO SCALE -·-.-: . LEG0._'1D GARL-'BAP ' 'Ill ~"IUOI05 . · .Helmuth · Obata+ · . · Kas~abaum, Inc. -,·1111-:iec1:-· '"'=" .. -. -..,.ei-,-~-; Revisions Cluster: Component: ID: A A-3-53, 00 De«all Number O 16B I I I I I I I ·1 I It I I I I I I I I I SOFFIT ALUM. COMPOSITE PANEL-~ MET AL STUD FRAMING -1---4-----'~ SUSPENSION (;,EliLIN6 .SYSTEM S/411 PLASTER REVEAL -----"-c.eME;NT PLASTf=R SYSTEM -i---"-·· TS COL PER STRUCT. PAINT -COLOR TO BE Di:;TEf<MINED BY ARCHl"fECT. C,ONT. SEALANT+ BACKER ROD CLIP+ ANCHOR PER MANUFAC. TUR.ER1S- RECOMMEND A Tl ON ·DETAIL:@ r .. s. _COLUMN LEGOL:JD• GAR.L-'BAP NOT TO· SCALE Ill S:1UDI05 . · 11· Helmuth Obata+ . .Kassabaum, Inc. Reytslon_1 Cluster: Component: ID: I A •· A-3'53 00 . Detail Niambw 016C .· I I I I I I I I I I I I I I I I I I I .. <J ---,---C,ONC: PANEL PER PLAN - . <J 3/411 CONT: SEALANT r------1-----a.....-+ BACKER ROD E:A. SIDE ._~-SH l'M ~i:11 @ 1~i/211 PANEL,.,.,·~..,..--~--MET AL LOUVER SILL ·<J LEGOL:Jo· GARL-'BAP 1.------INSE:C T SCREEN HEAD .JAMB-SIM ,_,__----'--"'---CONT. SEALANT +. BACKER ROD EA. SI-DE ----SHIM -----PROVIDE GALV. METAL FLASHING@ MASONRY.,.. '.PAINT TQ MATCH FRAME <J , a SlUDI05 · .Rmlion1 Cluster: · Componei,t: ID: A A-000 -00 ·11· Helmuth . . Obata+ '. . _ Kassabaum,. Inc. _ 1--,..,-ec1:__.__,_~__,-\-..e,-::-::-:i-::-1 017 I I I I I I I I I I I I I I I I I I I . --· ------··- .z <( ..d Q.. oc W . ·' Q_ }: D N LEGOL:JD GARL.38A'D -----'-'---'--4x4xJ/411 TS COL. ---ALUM. COMPOSITE PANEL - lie-+--+---'---4x8 TS COL . PER 5 TRUC. TURAL -4---1-'-----e/1 x. 16 GA. METAL SiUD FRAMING AT 16 11 O.C.. Revisions Cluster: Component: ID: -SUDI05_ · 11· Helmuth· Obata+ ' Kassabaum, Inc. laued: ~--~-=t- A A ... ooo oo - Detai!Number 018 X40•D025 I I I I I I I I I I \ I I I I I I I I I ,.....t---Y'tALL PER PLAN ~....,__ __ -I-____._,..,....._ ___ DOOR FER SCHEDULE r---'-lt----,-THRESHOLDSET IN MASTIC- PER SCHEDULE -ti----..'---t-....,..---t-----'--,-. SEALANT .-1-----------....,..._,.._ EXPANSION JO,NT FILL.ER ·,q :.-1 . ·'q ;6 .. <I <I. .. 4 THRESHOLD @· H~M.· D00:R . ' . . . . . . ~ ' . . Ill LEGOLAND·. G A R L --' e· A P a n,m; • Helmuth O.,.ta+ Kauabaum. Inc. . IIMCI: 6-I -e:\-:\:- ~Ulten Component: ID: A A-000 .. ·oo DeallNumbar 021 I I I I I I I I I I I I I I I I I I I HEAD --'---------',-'--~ LINJ:EL BLOCK. SFLl1 FAce QNE SIDE ---------'--SEALANT -t-BACKER ROD EA SIDE ---------SO):..ID NON-SHRINK GROUT ·-~--'---·· H.M. FRAME ----'-----....,......,---'----H.M. DOOR . .-=---C.M,.U. ~ALL FER FLAN --'--------MASONRY JAMB· ANCHOR ~""---o---,-, SEALANT + BACKER ROD !::A. SIDE .-.---,...;."""----SOLID NON-SHRINK GROUT --'---Hf:! .. FRAME . H~M .. FR_AME . @ C.M .. U .. . Ill LEGOLAND GARL.38.AP SCAl,:E1 3·• • 1•-o• a morog • ,Heimuth ·ohata·+ . ' , . . · Kassabaum, inc. . l.-.,cl: · Cluiter: Component: A A-000 Detail Number 022 ID: 00 I I I I I I I I I I 1· I I I I I I I I _,,._ ___ LINTEL BLOCK .SPLIT FACE ONE SIDE · .,......._,,L--,_,..__--',.......,...,."--t---CONT. SEALANi AND HEAD SAC.KER ROD EA. SIDE OUTSIDE 1/2 MULLION._ 1111~-------1-------,--------· 1/ 4 11 6'LAZ I N6' i--------.ALUM. STOREFRONT Y~/ GLASS VENT ~HERt= ·OCCURS ,......_ _____ 6'ALV. METAL FLASHIN~ ,=..J--.......,.,..-----PAINT TO MATCH FRAME.. ,__ C.QN1. 5l=ALANT AND 6ACKE;R ROD EA. SIDE --.FAR~E SMOOTH ru~~--~~:...,.~~ COI.-OR TO MATCH . C.,M.U. HEAD,SILL t JAME3. · s·EE DTL..-024 FOR JAMS DETAIL STORIEF,~ONT WINDOW_ DET-~ !i,evillons Cluster:. Component: 11t1· JI! n11111t I---,-+------,-,-, A A-000 00 LEGOL .. D ---11-M:~ -1-----4-_ -_----+-_· ________ 0 ____ 2_3 --1 ID: G A R L _, · B A P _ _ _ _ _ . · Kaaaabaµm, Inc. laued: e :-:' -a.'1-. Deal Number _ I I I I I I I I I I \ -- 1 I I I I I I I I HEAD OUTSIDE MULLION. -. GALV. MET'. FLASHING ~/ DRIP E;OGE 111------------~i---,--FAINT TO MATCH 1/2 ·FRAME --------$HI.IV! ----. SEALANT ~ SAC.KER ROD EA. SIDE --GALV. METAL FLASHl1' r--'-----+-------FA,INT TO MATCH FRAt ~-CONT. S.EALANT AND f3ACKER ROD E;A. SIDE .....--~ALL :FER FLAN : ~ STOREFR·ONT WINDOW DET.-... __ :J Rnjlloni Cllll!bln Componant: IDt ·, .a n1111;; A A-000 00 LEGOL D lliieimuth . Obata+ 023A C. A R L .3 BAP Kuaabagm, Inc. IIIIMCI:-Deal! Nllfflllw I I I I ·I I I I I I I I I I I I I I I 4 112~ ' / .. ' co ,. II) I'----+---ALUM. STOREFRONT CORNER MULLION 11111---~-1/4" ~REY TINTED G,LAZING / ------·. Sll..L BE:LO~ SEE DTL-023 5/8" SEALANT AND 8AC.KER ROD EACH SIDE SHIM --C.ONC.. 8LOC.K CO:RNER ~-ND JAMB .. llET AIL LEGOL:JD CARL-'BAD SCALE, 3" • 1'•P~· l;I moro 5 Revlilon1. II. Helmuth Obata+ . Kassabaum, inc. lisuecl: . · • ~ ~ 1- Cluster: Component: . ID: A A-000 00 'Det:all Number 024 X40•D032 I I I I I I I I I I I I I I I 1· I I I t CONG. PANEL I. <J HEAD. JAMB SILL 4 . <J 4 L1 4 4 LI <J ·4 4 <J t SEALANT ANO . BECKER ROD EA. SID-E-TYP. SHIM . R.O. 1'-211 ' . ALUM. STOREFRONT SYSTEM~/ GLASS VENT ·OUTSIDE . . . 1111i----1---..,....,.-,-1/4". GREY TINTED <J 4 . ·6,LAZIN6 . .-+-ALUM. STOREFRONT SYSTEM MUL'LION. R.O. 3'-211 1111i-------· 1/411 GREY TIN· GLA 'ING OPERA,BLE _ WINDOW @ CONC. Ill LEGOLAND GARL~BAt> . . .- ·SCALE1 3" • 1'•0" RevislOM , li)mm 5 i--------.-----, • Helmuth Obata + · ~. IGMP#1 · Kasilabaum,Jnc. 1_ . .:c..._ 1Hi'B8"" ~-,,. ·q~r: A A-000 00 025 X40•D002 I I I I I I I I I I I I I I I I I I I t CON<=,. PANEL t <I <J .. HEAD.· L1 · r-+--'-----,-~· SEALANT AND BECKER ROD EA. SIDE-TYP. ,--f--'--........,..--SHIM . · Al,.UM. · STOREFRONT t 4 1/2" i. JAMB_l_l '-------,--1. i 1&!i j · .. · ~ OUTSIDE r------imr-11111---:.-+-.,....rf----1/411 GREY TINTED GLAZII' t en 3/411 SILL <J 4 <J <I , <J .. LI ALUM. STOREFRONT' SYSTEM R.O. -3'-211 MULLION. FIX.ED WlNDO·W @ _CONC. TILT ·up SCALE, 3" • 1'•0" LEGoufflo GARL-'BAt> a S-iUDI05 . Revlilon• Cluster: Component: ID: . A A.;.000 00 Qeta!fNumber 025A X40•D002 I I I I I I I I I I I I I I I I I I I I. VARI E5 SEE PLAN t r 3~"-> <J <] 2 1111---+----'--SPANDREL GLAZING VARIES SEALANT AND BACKER ROD """". f-'----+,-,---' JAMB·@ LEGOLJJD. CARL.38At>- ~--'·-r"\·. LUM. STOREFRO~ SYSTEM OUTSIDE ~::::tl+~---""-~LASS VENT ~ -..1-.--1---'--..;...,-lll!l-l-.i-----CONG. 'BELOV'l 1111-.i---+-"--,----1/4" GLA~ SCALE, 3' • 1'•0' Revisions . a mo.105 1----~ II. Helmuth Obata·+· Kassabaum, Jnc. . laued: ~I-\~ .. ,Cluster: Component: ID: A A-000 00 DetallNumber 026 X40•D003 I I I I I I I I I I I I I I I I I I I ... Ill LEGOLAN:D GARL-'BAt:» ·.,.: .. ....... -+-......---1/411 5PANDREL 6'LAZIN6' ,· .__ C,ONC.. SELOY't II'--_.,, · ~EE DTL-02b J Du·'-1 g., l=:J11-a·· --+·. -· --FOR TYPICAL NOTES . r~11f A A-00O 00 · obata + · :s · . i~MP•1 . • -·· Helmuth . . : ~!laba,um. In~ . IIMd:· '86t'88m-° 027 X40•0031 I I I I I I I I -1 I I I I I I I I I I '----'--CONT. SEALANT $ 6ACKER0 ROD ··ALUM.STOREFRONT SYSTEM. 111~-,-+----ALUM. COMPOSITE PANEL _ _.___ CONC. BELO~ V. CONT. SEALANT $ '-.. . ; -.--:: SACKER ROD ~~~ o· : . :::;::-~=~==: .. i....· H------;---ALUM. STOREFRONT N· "'lb 'Jr-· · · . SY$TEM 4111. 2 • COR-NE-R ·AND JA.MB DETAIL SCALE, 3° • 1'•0° .. . Ravfilcma . Cluster: . Iii mms 1-----1----,-,.1 A · IH LEGOLAN·D GARL-'BA:P · .• Helmuth . Obata + · 3 ·. 'IGMP•1 . ·Kassabaum, Inc. ,auec1:· 8 _ ,..."-~ Detail Number 027A X40•D031 \ \ I I I I I I I I I I t_ I I I I I I I I I HEAD R.0 .. ALUMINUM --- ST0REFR0N1. SYSTEM ANDRE;L GLAZING · J ~ ALUM. >MPOS I TE P ANE~,..._-,-------,---;--,---i,111 R PLANS • = ,.. ·d). ............ MULLION • SEALANT--- BAC.KER ROD ---~ SHIM ----,.---- · .. r-1-·- Ji/811 <J -.. -._- <J -DETAIL @ . COMPOSITE· SCALE, 3" • 1'•0" LEGOL:JD Obata+ <J GAR L-' 8A-P II. -Helmu(h . . . Kassabaum, lilc. 1--,auec1:-.___,~ --'-·",,,_-4--,-i __,_-,-C0NC. PANEL Ll . <J --,-CONG. PANEL __,__,_ CONC. PANEL <J Ciuste_r. A. A-000 00 ~Number 028 x40.:oooe I I I I I I I I I I I I I I I I I I I HEAD JAMB SIM,. t VARI-ES PER PLAN i. <J -LI ·d1. T -"-'--:-------GONC. T'ILT UP .PAN!=L <J ~--"---+-,-~----ANCHOR LI Ll <J ·1-3/4" @ Cf-I/4" PNL. 5-3/4" @ 1,-1/2" PNl--. 4-3/4" @ 6-l/;211· PNL. "------'--------,-SOLID NON- .SHRINK GROUT ----$EALANT AND 3/411 I 15/16" BACKER ROD +.1'-2;' ROUGH . 0PE;NIN6 cSJ . OUTSIDE -.....:. U) SCALE, 3" • 1'•0" Iii S'IU.0105. Cluster. A· Ill LEGOLAND C.ARL-'BAP • He~uth Obata+ · Kassabaum, 1*c, . lauecl:. DeallNumber 029 X40•D001 I I I I I I I I I :I I I I I I I ·I 1· I t5/16" STROMPROOF LOUVER0 Y'I/ I NSEC. T SCREEN · I · .--IX NAILER - ...L--l..!5-...,.....,.._+---i:=t ->----'-------FLASHING '--'-----'--SEA!..ANT AND BACKER ROD EA. SID-E · ~-H.M. FRAME ,___,,......_ ___ H.M. DOOR. 0PROVIDE: CONCEALLED CONNECTION TO H.M. FRAME Ill LEGOLAND GARL-'BAP LOUVER DOOR SCALE, 3•. .• 1'-o• -S'IUDI05 ·Revisions · ·. • . Helniu,.._ Obata+ , ~Babilµm, Inc, laved: t!:r' -~'+: _' Cluster: Component: · IQ: A A-000 -00 Detail Number 029A X40·D001 I I I· 1· I I I I I I I :1· I I I ,I I I I CONC. PANEL-~ STRUCTURAL Ll SILICONE (BLACK)--< 1/2 11 TEMPERED GLASS GREY Tl NTED-TYPICAL --~·-....._ ALUM. COMPOSITE PANEL STRUCTURAL SI UCONE (BLACK) GRID!LINE ~ I 1/2"~ 1. . ,{L Ti LLL W-~D <J <J . <J . Ll <J Ll Ll <J .EDGE OF C.ONC. SLAB BELOY'I .---,......,--. tlLT-UPCONC. · <1 PANEL ~--.i... JAMB ·oET AILS· ·Ill LEGOLAND· GARL-'BA'P SCALE1 3" • 1'•0" ·Iii S1UDI0.5 .. II. Helin~ili Obata·+ . Kassabaum, Inc. lauecl: . Cluster: ··A A-000 00. 030 X40·D030 I I ., I 1· I ·I 1· I I I I I I I I I .I I 1/211 TEMPERED GLASS 5 TRUCTURAL · SILICONE. (BLACK) . 1/411 x 1/211 SILICONE ~cz:::z:z:z:::z:mrai.~~§$~i:n:i5~----'-COMPATIBLE SETT! NG BLOCK -~· ALUM.·COMFOSITE PANl::L ....___ ___ . MET AL S Tl.JD FRAM I NG ·PANEL DET.AIL .. ·(Q) ALU,M. WALL ' Ill LEGO-LAND G A R L ~ B A t>· , SCALE, 3" • T•O" . Iii· SlUDI05 Revisions . , II Helmuth ' · Obata+ · . Kas811baum, Inc. 1--, .. -ii.a:-· .__96-l98-l'J'r---'--I Ouster: Component: ID: A A-000 00 Detail Number 030A X40•D030 I I I I I ,1 I I 'I I I I I I I I I I I DOOR PIVOT POINT ----___.,..._ _________ ___ RAIL 61=1,..0~ -----. GREY ,TINTED . +/2" TEMF'EReD GLASS -----.. 2 S/811 l/811 NET SIDELITE_DIM-.,,,,,..------,_..;._ -NET DOOR LEAF DIM POINT -----,--~-----__,.-DIM POINT JAMB LEGo..:Jo GARL.3BAP lil,}Jeimuth , Obata + · s , -ICMP #t _ Ku1ahaum. Inc. ·~ lffii'89t9T A A-000 -00 ·031 X40•D029 .--~------~---··. -·---- I , __ I, I .-.. ·.-~ ___ .. ~-·1 I I I ·1 ,--.._ I -\.=- I -.;: ... :PATCH FITTING·--, 1/2" ·TEMPERED GLASS OOOR. ·--~_, :I: Q X a u) z <( (t: I-- I-w z .. .· \])_ •· ..... ,, ("') -=,Ii.) ru .. \]) ...;.,, -,. M ru ._: Su + lb [t. 0 C) D ~ w z I I I I I ALL GLASS -POOR HEAD I . ' I I . . ., LEGOLAN:D GARL.38A:P -' '1•" SCALE, HALF· . · ..• S'IUDIQ·5 • . Helmuth · ·Obata+ _ -Ka,saahaum, Inc. 1-.d: ~ _ ··z z LU lL C) Dl C) C) D I ~ ::) C) O! A A-000 00 031A X40•D029 ------~--~· I 1. I I I I I I I I I I I I I I Ii Ii .I LEGOLJJD G A R L -' -8 A D i---------.....__------1/211 TEMPERED. GLASS ..------------5 TRUC, 77JR.Al- 51LICONE .BLACK -------!"xi 11xl/8 11 FOR.MED CHANNE:L ----CONT. SEALANT AND BACKER ROD EACH $1DE -i.+---+--+-'----+----S/811xl/211 SILICONE ~----Oi,.;., COMPATIBLE 5ETTIN6 BLOCK. """---1--,--SHI M ~-5LA6 ON GRADE EXPANSION SOLT I 1/211 SILL SCALE, FULL Clllltei-: Component: IDa A A-000 00 II. Helµiuth · Obata + 3 IC}µ' ,1 . Juuisahauin, Inc. luued: '66/ 9,19;" . i;,ee.g Number 032 x.io-002e I I I I I I I I I I I I ·1 I I I I I I t.n a------,----51z-E DET Al L DTL-09SA FOR STRUCTURAL ATTACHMENT i--.....,;..;....------~,....-,--. SH IM AS REGU I REO L.---1--1--...... ·-=1N ., LEGOLAND GARL-'BAi:> i----,.-----~--'----l 11x9-5/16 11xl/811 FORMED CHANNEL __,__ ___ STRUCTURAL SILICONE .. (SL.ACK) . ~----,.......,---112 11 TEMPERED 6'LASS ............. -SUSPENDED CEI LIN6 SY~.TEM. ~~-,=------!-,---'--· SUSPENDED-6YP. SO. CE;ILING PER PLANS --+---·CONT. SEALANT AND SACKER ROD --CEMENt PLASTER 5Y5iEM --------+--J-MOLD REF. -~ DATUM · HEAD DET A·IL _ SCALE, FU~L . Cllllten c;:omponena ID: · 'I) n,m; A A-000 ·00 .• Helmuth . . Obata+ .. . KaaNhaum. Inc. IIIINCI: _ -1-~ '+--• p.aJI Nurilbw 033. . X40•D028 I I I I I I I I I Ii I I I I I I I I I AS REQUIRED SY MANUF. -.---'-~-sTL.C.HANNEL PER S~C. TURAL D_TL.-9=39 / REr. ---, --,· ·-·-;· ··DATUM -'--!11+++1-----1/2" TEM~ERED GLA55 FIN ll+!tt-------5TRUC.T1JRAL SILICONE (SLAC,K) . ·~- 1/4" PROVIDE 'PATCH FITITNG FOR CSLASS FIN AS REQUIRED -----. SY MANUF. HEAD DETA:IL @ GLASS ... Fl ' --, '+ ' ' ~ ., SCALE, 3" • 1'·0" LEGO._:jD GARL.3BAP ·Iii mo10-g · ·•·· Helmuth · . Obata+ . ·· S .. If;MP#t . Kassabaum, Inc. lstued: · ~ ciumr: Componenti · · 'iD: A A-OOO· 00 · Detail Number 033A X40·D028. I I I I I I ,. I I I I I I I I I I I I -=101 <1 <J ,,,.---.---,----.-1/2 11 TEMP~RED GLASS . . ~BEVELE~ DOOR R; / ~C,LADDIN.G / .,---SEALANT + . BACK.ER ROD r-'-~-EXPANSION FILLER THRESHOLD SET IN FULL BED OF MAS·tlC, SEALANT FINISHED Fl.OOR FLOOR . CLOSER Bln 8 LI ·. ONG. Sl-AB ON GRADE REINFORCED FORtLAND CEMENT VERIFY FLOOR CLOSER DIM. ~ITH MANUFACTl.)RER SIL.L DETAIL SCALE, HALF Ill . LEGOLAND· C.ARL-'BAt:> , QI Slbp1og · 11· Helmuth . Obata+ · · · · Kassabaum,.Inc. iaued: b.,.,,,.q~ . Cluster: Componel'it: ID: A .A-000 00. Detali Number 034 X40·D027 I I I I I I I I I I I I I I I I I I I HEAD JAMB@ CO.NC. SIM. JAMB~ GLAZING JAMB@ PAN!;L ~- CONG. PANEi:. <I ~-t----e-'--,-GONT.SEALANT ,,,,,__ __ __,,... ............. --,--_ + BACKER ROD EA. SIDE -TYP. -ALUM. STOREFRONT 5YSTEM --.----DOOR Fl=R SCHED. ,---~-ALUM. SiOR!::FRONi SYSTEM ,,,...-.,--1:f 4" GREY TINTED GLAZING i------,---"----DOOR PER SCHED. ~~-"-ALUM. STOREFRONT SYSTEM SEE DTL.,.026 f=OR ADDITIONAL NOTES 111~..-+--~ ·ALUM. C,OMPOS I TE PANEL i--,------SILL BELO~ · .. W EXT. HEA'D +· JAMB D·ETAILS LEGOL:JD GARL~BAP $CALE, 3• * 1'•0" ·• Iii s·iurn 5_ Revision, Cluster: c::omponent: ID: A A-000 00 • Helmuth: Obata·+ Kassabaum, Inc. lliued:. · •-\-·:0.1-: _ Daalllllumbar 035 . X40•D002 I 'I I I I I I I I I I I I I I I I I I HEAD JAMS SIM. N • ..,._------,---.....,--~A.LL PER PLAN --------SOLID NON-SHRINK ·GROUT J.MOLD ·CEMENT PLASTER 5Y5TEM ·-. _4' ------CONT. SEALANT + · ('f = r" ~-m TRANSOM SACK.ER ROD ..,....__..,,.... H.M. FR.AME 11--------ALUM. COMPOSITE PANEL COLOR. TO MATCH DOOR. BELO~ -_-;.---;..__ 9/411 X 5/811 H.M. - STOP i=INISH ro ~ATC.H FRAME: -. H.M. FR.AME H'EAD JAl'A_B -/ TRANSOM SCALE, 3" • 1'•Qi LEGOL:JD GARL-'BAi::a -$11111~ . .•.. Helmuth : _ _ · Obata+ , · _ _ ' ~eabaum. me. -....... e ~\ _ i- A A-000 00 036 Ir I r-·· \ ( Ir Ir- lf I~-, 1r ll I\ 1r ll ,r 1t· Ir--· 1l. L I 1l ~ 1l. Ii .. D . . ~ .!:::-xr:-~~M.E::NT-...... -..... O'-~.:~_;_ '1------4~:!;;;~~%1- ·1 f"t..A.4n ire: ~N t-11:~1-LJ..."tH ~ ~u 11.,'l:::,1 t-J .:=t ~ ,, ., .. . '. 4>L-v.AH 1-~~~ - ~-11-1:-~~~0::....,._ k:-. -+-~'iem~~~'=-====1 ·· . -[_·. f . ·o. :. , •. . • .L>. • . -1 :>< i-{p.1 L..E;~ ~T I l41"g ~lJ f<P.:, D'· b . : ·I:>· . . . () .. • '. 0 : •· ., l)· :. ;; ·. . ·l> : 'It> • CJ ., ' ·- LEGOL:ID · G A R L -' B -A t::a --~ STUDIO~ · , -11 Hellmuth Obata+ , _ Ka11ahawa. Inc. : 1 6'ee.~ILh F-~tfo-P·aaft . ~~~ .. . ....,.._- .A -- Ir Ii- Ir Ir II I:· II 11 II 1r 11. 11 It-, Ir-: I l - 1L I l\ \._ 1I 1: OUTSIDE BATT INSULA"'r'ION---- 'J' MOULD...,..,-,--------'--------------- SAC.KER. .R.oo·..,,... -. --,.,---- -. AND ·seALANT OOOr<.-- JAMS ANCHOR. ~ l=A. SIDE EXTEND GYP.--= SD. INTO _ FR.AMI= 5/8>" MIN. -5/e," ·iYPE 'X' _________ __, GYP. SD. I INSIDE2" ·z C) . ~ I I- I- I-D rt -.<( ~ 0..' EXT. HOLLOW METAL D00:R FRA.ME@. JAMS. A 00 00. Ir /I;-. ( If If 11 It. 1r 11 Ii If--~ - '11 11 11· ,r 1J 1L I '-t . \,_. 1! I . ·-------_,_, _______ , __ ,... __ -_ OUTSIDE . I PARTITION J V'{l,OTH ~-------BATT INSULAi7ON ,,.._......,.._,,.....,.... -OCCUR.5 -------5/8'' TYPE 'X' GYP. SD. .--+----+--,,~-----Hf-..,;+,------,_ 5HEi=T MET. FLASH I NG JI'{/ DR.Ir' EDGE -PAINT TO· MATCH FR.AMI::: ----EXTEND GYP 6D ~--____.INTO FRAME 5/8" MIN . ....._ .... ut-Je oF c~. _·_\--~· __ __,.. _______ ---MET AL '511JD5 INSIDE · HOLLOY'l METAL FRAME . ---------••. DOOR I I I I I I I I I I I I I I I I I I I - ......... --:---r I o. I :!. 4'-b" 4'-0" 1'-Ca>" l'-OK l.'-0" .-· -.-···--:.-·.--·. ---. -· - 7 I . . . . I I I I I I" I I ~ C) I .I c-t N. I I I I ......... ---. · + ~OF SUMP Rl;C,E:IYE:R -. _· -.--.-. --+.J I MOL TIPLE-PLY MEMBRANE: STRIPPING PLIES ·I , . 2'-6"X4'-6" 41b. LEAD 'FLASHING OVE:RFLOY'i CLAMPING RING I CLAMPING ~ING ,._,,,,_...__~-·"""T": ROOF FRAMING P~R -+-----t---------.._ STRUC, TUAAL D~S. ROOF. D·RAIN SCALE, 1• • 1• .. Q• LEGOL:JD 'QI ST111t; Cluater: Component: A A-000 GARL-'BAt:» . II Helmuth · · Obata+ . · Kassabaum, 1nc. 1-11111-.. ..,,.ii:0,::. :--.,-., .,--:"=i 041 ID: 00 I I I I I I I I I I I· I I ·I I I I I I J ' t· .. · ''' ·1 1-411 .. L .l c: ' r ·<l. .d . I ] (oTL-o4s) I L1 <11 \.... I ' I I I J DTL,..051-·_ .___ ___ SEALANT AND BAC,KER ROD' ·4 LB.,LEAD ·FLASHING DRAIN STRAINER :y~AMPINe:, RINe:,· PLYY'{OOD ROOF DEC,K -SIDE OUTLET -ROOF DRAIN ....,,.__ p" METAL STUDS AT 2411 O.C,. fA5f.EN AT EAC,H C,-C,HANNEL ROOF DRAIN AT' C:ANOPY -., LEGO-LAND GARL.3BA~ SCALEi 1•1/~• • 1'~o• • . Helmuth . -. - Obata·+ _ . • _3 _· IqMPtf -- Kassabaum, Inc. lliued: ~ -. Cluster: Component: -IDi A A-000 00. DetallNumber 042 .l)TL•042 I I I I I I I I I I I I I I I I I I I ----,,--,---......,.....--;--SKYLIGHT PER ROOF PLANS .,...._ __ SKYLIGHT FRAME ~ITH ~EEP HOLES ~GASKETED fA$TENER ---::,t_=.=.=-=-~~~'."I'~ AT 18" O.C.. z L =~111 24 GA. GALV SHEET METAL C.OUNTERf=LASHINiS · FISER C.ANT STRIP 5E:T IN BITUMEN -MUL TIRLE-PL Y SASE FLASHINc:;:, 411 !. 411 MIN. r MIN. PL Y~60D ROOF DEC.K · S/4" INSULATION SOARD '----'-~000 NAILl~RS AND. C.l,JRB -------'----.,..---SEE STRUC.f.URAL-DRAV'IINGS FOR SUPPORT FRAMING S·KYLIGHT -FLASHING . . --' . SCALE, 3" • 1'•0" LEGOL:JD .Ill. mo10 5 II.Helmuth Obata+ Revisions ,A A-000 C.ARL-'BA'P -. . 'lBcSsabaum, Inc. l~ed: Detall Number .. 00 DTL-043 I I I I I I I I I I I I I I I. I I I I <J <J <J <J <J <J ----_' -. [ ::::: _ ,-; ----1(0TL-045) IL! "7 I TAPE'RED INSULATION <J <J A ,_ l I SOARD I . I MULTIPLE-FLY MODIFIED r l-<J·--- . BITUMEN ROOFING .__,--------,--FRAME SIZE AND ATT AC.HMENT FER ....-+--n----, 5 TR.UC. TURAL ORAY-il NGS + co 'I===~==;:,:=:,:=-· =,=--~,--_~,-=-=,=--:;::,_ ,~=-=,-=-~~~===-=-=,, 50Ff='IT LEGo..JJo G A R L ,,; B A t,· · b" METAL STUDS AT 24°0.C.. FASTEN AT EACH C.-C.HANNEL i;e,i, C.1;:MENT PLASTER ON METAL LATH 4 BLDG. PAPER -. -Cluaten Component: IDI .1-----,----------; A A-00O 00 I I I I I I I I I I I I I I I I I I I TO PARAPET REF. ELEV. . <J Ll Ll <J z f cQ <J Ll .1· <J L1· NOTE APPL 't' C.ONCF<ETE PRIMER FROM ROOF DEC.K TO TOP OF COUNTER FLASHING, 'rr'PlGAL ,---------SEALANT EXPANDING, SHANI< FASTENERS ,--...,.· ..... · AT 18'; O.C. 246A T~ PIECE GOUNTER FLASHING, SEAL TOP OF 6ASE 'FLASHING, VilTH VERTIGAL 6RADE ROOF GEMENT AND R!:;INFORCEMENT FA6RIC, Fl6ER C.ANT STRIP SET IN 61TUMEN MUL TIPLl:-PL 't' 6ASE FLASHING, MULTIPLE-PL 't' MODIFIED 61TUMEN FWOF MEM6AANE MIN. 1 PL Y~OD ROOF DECK S/4" INSULATION 60ARD . '-'-----,-_ SEE STRUGilJAAL DRAVilN6S FOR FRAMING, SIZES AND CONNECTION TYPICAL PARAPET AT TlL T- SCALE, 3• • 1•-0• ., . LEGOLAND G A R L -" ·a A D 'llmm~ · .• Helmuth Obata + 8 IGMP#1 . . Kaaaaba~ Inc. · · · _ 111118d: 1!6f09Nt ·. Clumtr: Component: iD: A A-000 00 045 .D.TL•045 I I I I I I I I I I I I I I I I I I I . SEALANT-------..... GALV. AND PAINT EXPOSED STEEL ----,-----irir--- MULTIPLE:.PL Y BASE FLASHING MULTIPLE-PLY MODIFIED BITUMEN ROOF . MEMBRANE· I ,I I I I I ·I I . LJ ·FLASHING .AT . . . '18 n1111;. Obata+ .---HHH-,---· SEE: STRUCTURAL · .. QET,AIL C $!50~/16) FOR SCREEN AALL AND ANCHOR · FRAMING 4 LB LEAD 600T ~IT.H MECHANICAL, FASTENING ~IN6 AND CONT. SEALANT BEAD -----------· 6ALV. MET AL PIPE PER STRUC. TURAL S/4" INSULATION BOARD . PL Y~OD ROOF DECK 811 MIN. ........,,,.__....,... 5TL. PLATE PER Cluar: · Component: IDI A A-000 00 II. Helmuth . . . .. K~nabaum, Inc;. r-11111-Nid:....,... · -r-,.,,...-\ ,...,.e:ii_..,-::i-,....., 046 I I I I I I I I I I I· I I I I I I I I 2 LAYERS OF 5/811 ___.__..,.. CEMENT BOARD ON VISISLf: SCR~EN Y'lALL. CUT OUTER CEMENT SOARD TO FORM REVEALS ~ REF •. POIN_i __ . SEE. ELEV. /j 1-9/411 REVEAL__/ -:1 TYPICAL DTL-046 . ~ 15'-8(1 A.F:F. 1 I ~TERPROOF MEMBRANE AT TOP AND 4 11 DO~N ---.,,___ f:ACH ~IDE ,,__... ___ ....,.._ 9HIM 5/811 CEMENT SOARD --------,.-PL Y~OOD. --+fl------------SEE STRUCTURAL - DETAIL ( ssos/16) FOR SCREEN: Y'lALL AND ANCHOR .· FRAMING -........-.-~--Y'lA TERPROOF '---I.Lo-CEMENT PLASTER FlNISH COAT 8 11 MIN. VARleS ACCORDING TO ~...,...._ ROOF SLOPE U __ · __ U Li . Li. SCR·E.EN WAl.L •1 LEGOLAND GARL-'BAt) .1• • 1•-0• a nnu; A A-000 00 DTL•047 I I I I I I I I I I I I 1: I I I I I I I ------, 1 -,,-.----.... j I I <1 I I I I . I Ll-LI J ' I ___,, -_,,, <1 <1 Ll <1 Ll LEGo..:Jo GARL-'BAP 1•-4n ,---1---FISER. CANT STRIP SET IN SITIJMEN 41b. LEAD FLASHING CLAMPING RING DRAIN STRAINER MUL TIPLE~PL. "I" MODIFIED 61TIJME:N' ROOF MEM~RANE ----'-,-, MULTIPLE-PLY MEMBRANE STRIPPIN6 PLIES ROOF~MP RECE:IVER · S/4" INSULATION 60ARD ON PL "!"~OD ROOF DECK- '---+--~Y'U. DRAIN "----t--DE:CK CLAMP ~,-,---SEE: S"(Rl.JC,TIJRAL D~ING-S FOR C .,,..L.,) FAAMIN6 SIZES · · R:O·O·F · DRAIN SCALE, 1•1/2" • 1'•0" a .nu10; Rnlllons Clllltan Compoc•ia A A-000 ·11· . ~=u!11 . _ . Kaall&baum; Inc. 3 IGMP#t 048 ·~ &6i'.DIM' .,_..,,.__. IDI 00 0 ... t~'\1"--~TL•048 · I I I I I I I I I I I I I I I I I I I- SEE MECH. D~. · . FOR ATTACHMENT . · z :r <O .. ,.................,..,. · ::24 <:,A. SONNE;:T FLASHIJ'l6- PER SMAC.NA STANDARDS TAPCON OR NAIL,.-IN STAIN!-;:SS . SPINE Vi/ Nf:OPRENE ~SHERS AT let" O.C. __ .._,__-~OD NAILER PREFAB METAL. CURB ·•· Rl<:,ID INSULATION . FleER CANT ·~TRIP SET IN BITUMEN MULTIPLE-PLY BASE FLASHIN6 411 !. . .411 MIN. 1 MIN. PL Y~O[:;i. ROOF DECK ~/4" INSULATION SOARD --S/4" PL Y~OD FUR NAILIN<:, ------,------.---· SEE f STRUCTUAAL DRA~I N<:,S FOR SUPPORT FRAMINCS-· EQ.UIPMENT ·CURB ... ~··· a S'Ulll~ A A-000 00 • Helmuth ·Obata + . . · S. IGMP#l Kal..haum, Inc. laued: "'66te&I#-.049 DTL•049 I I I I I I I I I I I I, I I I I I I I BASE FLASHING --- T AFERED IN5ULATION. ROOF. MEMBRANE· FRAME FER STRUCTURAL-h:-fl--~==~---t~ I I I J I I 6 11 METAL. STUDS AT 24 nl::::==:::;:::;;:=t=~:::;:::=c~::;i: O.C. FASTEN . AT EACH· C-CHANNEL Cl=MEN1 PLA5Tl=R J-MOLD SEALANT AND SAC.KER. ROD ALUM, PAN~L ~TERFROOF MEMBRANE T.0.F. TREATED ~OOD NAILERS ·FISER ·CANT 5TRIF SET () IN BITUMEN I N PANEL STIFFENERS· 6:0.5. S.O.P . FASCIA AT .A.DMIN BLDG CANOPY ' ' . . 111· LEGOLAND GARL-'BAt> SCAl::E1 1•1/2" • 1•~0· i-,...;..;.,_--------1 11 '.ffel.muth Obata + 3 IGMP #1 haaabaum, Inc. · laued: ~ . Cluan Component: 101 A A--000 00 050 DTL•050 I I I I I I I I ·1 I I I I I I I I I 1- L\ <J L\ I <J I 4 j <J L\ L\ <J L\ <J L\ 1 <l L\ LJ <J L\ ·r--._ __ <I L\ i----,--~ DTL-045 -TAPERED INSULATION BOARD MUL Tl--.PL Y MODI.FIED· BIT ROOFING PER 5PEC.IFIC.ATI-ON5 ~~----'--,---,,--_SEE STRUCTURAL DAA~IN~5 FOR FRAME SIZE: AND ANCHORAGE + + .<J ~__., ___ --;...-,;------....--------1 L\. . -fr" MET AL STUDS AT 2411 O.C.. LEGOLAID CIUltlan Component: IDz A A-000 00 051 GARL_,BAt> DTL•051 I I I I I I I I I I I I I I I I I I I LEGo..:lo GARl-.3BAD A!-UM. COFI~ S'l"STE.M . COLOR AS DETERMINED 6"1" ARGHITEC.T ,;.....-__ ......,__ CONTINUOt;.IS MTL.. CL.l;AT --------,,.•· :ix li'lOOD NAILER -.-.-··. CONTINUOUS SHEET MEMBRANE LINER -CQNTINIJOUS CL.EAT TOP OF PARAPET REF. El.EV. -----. f=A.STEN eASE FL.ASHING AT e" O.C,. MULTIPLE-PL. "I" SASE FLASHING F'L:f!l"-ID FtOOF DECK ' .. • ' S/4 ,IN$ULATIC:,N SOARD ...,..,..._·.,.... .. FJ6ER CANT STRIP SET IN BITUMEN _---' .......... -. SEE STRlJCTURAL DRAl"-IINGS FOR . FRAMING SIZES AND CONNECTION Cluiten Componena ID: A A-000 00 Deal!Numbw 052 DTL•052 I I I I I I I I I I I I I I I I I I I 1-1/2 11 DIA. eoL T--- POURABLE NON-SHRINI< SEALER---'"-----,----~ C,ANT STRIP SET IN SITUME;N . SA5E ---------. FLASHING r- Sl'ZE STEEL PER STRUC. TUR.AL 'DETAIL( ·sso4/1) · ·C,ONT. SEALANT . 24 GA. ALUM. FLASHING. .-~,i I I I I 11'-311 co•. A.F.F .. · r-_, 4-f~~~~~=~~~~~~-'-+-----i,. I I I l=-==-=--..-==-,~=--=-==-=a..=-=-4=,-=-=--·r=:...=-==i:::=i,-'---+-l 5'-611 A.F .F.:. ....._.""t--1 13.0..S. 2X8 PRE5URE TREATED Plf.c;H POC.KET SOX 1 11Hxl'-4"Lx811D SEE DTL-051 FOR FASCIA NOTES · CABLE AN.CHO·R. FLASHIN ~ ~ . ' ' . ' ' . ' ' .. :J -STIIII~ '. llnlllons ~ A LEGOL D . Obata+ · · .. s IGMP#1 ~--. Component:: ID: A-000 00 G A R ·L _, B A D .Helmuth. .· Kassabaum, hie. ...... 06111181'9'1' DeaMNumller 053 ~-l~~~ DTL•053 I I I I I I I I I I I I I I I I I I I ~--,--TQP OF FLASHING ROLLEO INT(' PIPE APPROXIMATEL "I" I" 1111,. _ __,.'t:"--,-~-l/.2 lb .. LEAD PIPE FLASHING ROOF ~EMENT OR SEALANT AT PENETRATION TO MEM6AANE JUNCTURE SET Ft.ANGE IN ROOF CEMENT PRIME FLANGE; BEFORE STRIPPING MUL TJPLE-PL Y MEM6AANE STRIPPING PLIE 6" MIN: . 4" FLAN6e. MIN. MUL:J"IPLE-PLY MODIFIED 611:tJME:N-ROOF MEM6AANE S/4" INSULATION BOARD__,..__, PL"l"~OP ROOF DEC!<: --- LEGoulo QI n1111; Clumn· Component: IDs A A-000 00 GARL.38AD II. Helmuth · · Obata+ . Ku'sabaum, Inc. 1-IIIUed:_..._ __ ~-~---1 055 DTL•055 I I I I I I I I I I I I I I I I I I I Rl611:n=1eeR INSUL.. ----.. S'1"AAPPED TO GUR6 . 'ROOF Ac.GESS HATGH PER ROOF PLAN l YEAi"HER' Tlef!T EXTRIJDE:D --.:J~~::::;::::::;::;::::::::====:::::=:~::=;=:_,=_= _= ..,...= _:::::;_:=-:;=~g_- RUSBER 6ASKET ~D TOP OF AAILS · T'l'PIGAL SEE STRIJG TUAAL FOR PENETRATION F.AAMIN6·--- ~-+...-+---,..-1/:2"x :3" LA6 BOLTS ·o ·. MTL.STUD .LADDE~ B~rc;ET AT · 4'-0" O.G. MAX .. 1·" .DIA. SOLID BAR STOGK RUN6S -rELD - TP RAIL 2•1/2"><1/2~x ,REG'D .HEIGHT GONT: BAR .STOGK RAILS 2·1/2"x2-lt2"xl/:2" LADDER BRACKET -r°ELD TO L.ADDER · RAILS " SEc;.tJR~ TO FLOOR ~ITH' :3/PJ" .rED6E ANGHOR. MIN. :3" EMBEDMT. ROOF ACCESS LADDER LEGOi.JjD GARL-'BAP $CAtE1 ·1~ • 1;•0~ Ii) n1111; .•. HelmutJi Ohata+ ~~µm, I,oc. laued:· -~\ -~ A Components ID: A-00O 00 056 DTL•058 I I I I I I I I I I I I I I I I I I I - 4" MIN. SASE. - FLASHING, -- TAPERED INSULATION ROOF MEMBRANE FRAME, PER STRUCTURAL DRA~INCS,S CEMENT PLASTER J-MOLD SEA~ANT AND SACKER ROD ALUM. PANEL ALUM. PANEL _ STIFFENERS 6 11 MET 5iUD- AT lb" O.C, ·FIBER CANT STRIP SET IN BITUMEN - T.O.S. +15'-11" S.o.s .. +15'-9" - () I, N FASC'IA. AT LOAD;ING DOCK Ill LEGOLAN:D GARL-'8At, SCALE1 1•1/2• ·• ·f;;o• ,'lj s11111; ·11 Helmuth -· -, , Obata+ . _ _--3 -IGMP#t _ _ _ _ Kal~WD, me. , III_IMCI: ~ _ CIUlter: Component: IDs A ·A~OOO 00 057 DTL•057 I I(,' I I I 1. 1: 11· 1I. \ I: a·-· : ., __. I I I I• II; L Ii 11 t I: y I I . ~· I l· . I • i• :. --------< ~.t.~ ~i'<'Quf'{ o u 1-1 !;:)ia,.1-< MJ=.1 .,::i..i.-F'~H.tt-+c,-5 1rn~-~-~e," ~xt~l~ ~c:~e.14,--~-=,n~ ~t-1 MS~ L..A-n4 ? ~Ull-PI ~ P...s,n.i:c:, ,;r-.---------· lfz~ :CE!v'I Et-JT ED. , . ----· ~f" MEtf~p.&He ~~~ •. ~~ A,r,r;-;r··;n L,e, ''~Jr~r·· ... +~~---~·--~--'~--------·- . -Iii LEGOLAND. G A R L -'-8 A 'D t. srm~:s Iii. Hellmuth · Obata+ . Ka.1.i,aum. I~c. 101 A ... - 1.....i:- I I I I I I .I I I I I I I ,, I I I I I LIG-HT FIX'T1.J~ exexl6 5FLIT'- FACE: BLQC::.K. .. I ~ . Ill LEGOLAN=D GARL_jBAP I :2 MODULAR. ~l -UNIT~ 16" 1t, f I -· , ... ,. ' . .; -~ K -- . -I -- --- 1'; --- ' SCALE;, 3/4° ·• 1'•0° ex.2xlb F9 '~~.,. . ,I . . . ·V ... ./ \!) lU I I ~ ... ,' " ::, Q \) N tn • .. --r j• -..:_ ·-ex4xl6 exexI6 ·FACE: 6 I -- F6 F9 5FLIT- LOCK ·-~ molo 5 Revisions Cluster: Component: ID: A A-000 .. 00 . 111· Helmuth : Obata+' - -_ Kassabaum, Inc. !Jecall Numbel' 062 I . I I I' I I I I I I I I I I I I I I I I I "" 2 MODULAR . UNITS -_/ ,, I I , . . \ -- -> . I\ / I \ ~ I \ \ \ '\ II ) -- V "" "" 1 I MOCiULAR.1 .. UNIT / , , / ~ "' ~ 8 x2xl6 F~ECISION BLOCK x2xl6 F~ECISION _BLOCK 12 ~ EL ;-'1'-10" 12 x6xl6 P~ECISION BLOCK 8xl6 P~ECISION BLOCK 4xl6 P~ECl510N BLOCK 8x 8x 12 x4xl6 P~Cl510N SLOCi< ~ EL.+i"-4" x8xl6 5P!..IT-FACE ORNER 9LOCK 12 C ex 8xl6 SP!..IT-FACc: CONTROL JOINT CO:NC. BLOCK REVEAL .SCALE, 3i4· • 1·-0· LEGou!o CARL-'BAt> QI ·SIUOIO§ II Helmuth Obata + 3 · 'IGMP•1 Ka~aahaum. lnc. ilssued: -46/03'11:i: Revisions Custei:: Component: A · A-000 ID: 00 -0.63 I 1· I I I 1· I I I I ,, ·I l1 ·I ·I I I I I -!·'-I" :I II, 2 5t:E DETAIL DTL-165A --,,j~~-1---1----,,fl.,...._.,_ FOR S TEE-L PLATE () I ~ ~~LDED CONN .. TYPICAL . 1/4" STL. PLATE TYPICAL 1:!;f1ir==91~IF"'=i1/l::Q,jjlf'=i)h:!~,...+----I /2'l NEOPRENE . LEGOLJJo· GARL.38A'P PLATE COUNTER- ~ -I SINK SCRE~S · 1 \.. ~ 2x4x3il6'! :rs TOP AND BOTTOM . ALIGN FLLJSH ----'-,--3/ 4 II SQ. TS 1--L-'--!-'-,,,.......... SOL I D 1/2" PAINTED RED ~000 ~-,....:,,-,-...,..,.._ T 4 G SIDING NAIL TO Ix NAILER TOP 4 BOTTOM - BOLT NAIL.ER TO TS -------.SOLID STE:E:L . .CORROSION RESISTANT 6 11 DIA. ~HEELS ~/ GRE;ASE FITTINGS AXLE AND BEARING '-----'---FUi.,.L LENGTH CONTINUOl)S GROUND TRACK, ~~LD TO CONT. STEEL FLAT STRAP ANCHOR AT 18" O.C.. TO -C:,ONC.RETE -~/ 1/41 '. DIA. x p" EXPANSION ANCHORS ROLLING ~_AT~ SCAL;Ei· 1-1/2" • 1'·0" Revisions Cluster: Component: ID:· A A-000 00 -11 Helmuth· _- Obata + 3 _ I_G~~ ,_ ~sabauui, Inc. · luuecl: -00,0319/ ·Detail Number 065 , X40•D007 I I' I I I I Ii .I I I I ii I I I ,, I I I ·12xr2xl/4" STL. PLATE ---,--__,...--,-...;----~--- SET 1N DRY PACK. 12 \ 2x2-l/2x'l/4" LLH (2) -_-----',---------. ~ELDED C,ONN. TYPICAL --=-· ---'-----"-,.......,. 1/4" STL. PLA 1E -,-_ -,--. -----.. +6 1-IO" ~ --~- 5/B" DIA. ANCHOR BOLT DR.I LLED 4 EPOXY ~/ V~ASHER -_ B" iJ,TtfLLA TE GATE ·GUIDE 2x2-l/2xl/4" · + LL V (2) .,.,..: --+-- 4:. ----'-----,~--,;--N + - + ~ +41-1(2 1 _ 1 -!------,.,..-------------,-~---,-,--,-a..- 811 GA-TE STOP I,, 2 N PROVIDE I PE:R GATE. LOCATE PER FLAN · 3 TOTAL ROLLING GA-TE scaie1 1 1/~"• 1'"'0" · ' -. . . LEGOLA_ D II mo10 5 - : . ·ohata+ Revisions J,A:MB @ MASONRY PROViDE A"GATE GUI-DE @ EACH JAMB-8 TOT AL Cluster: Component: ID: . A A-000 00 - C.ARL-'BAt> · ·Helmuth --. Kassabaum, Inc. -laued:., --0\.-=,-Det:all Number 065A -X40•D007 I ,I' I I I I I I I I I I I t: I ,, ,, I I A.F.F.· 3 1-0II GLR .. . 1/211 PLASTER REVEAL; 5/e/1 TYP-E'X' GYP. 60. 1/e" EXT. CEMENT -- PLASTER ON MET AL LATH i BLDG. PAPl;:R ~Ii MET .. STUD @ 16 11 O.C,. SECTION B_ ~.-1-1----BATT IN5ULAT · R-1'1 SECUR-IT.V. BOOTH. •1 LEGOLAN:D GARL~BAt> SCALE, N.T.S. CIUlten Component:: . IDs A A-000 00 066 X40-0023 I! I ,, I I I. II I I I .,, I ,, 1: I .,. I I 1, I 4xl2 FASCIA GLU-L.AM 5TL. PLATE PER DTL 15/5505 T5 COLUMN PER ·STRUCTURAL ALUM. COLUMN COVER 5Elz DETAIL -014 9'-011 ' °''-0" V -·-~ A.F.F. TRELLlS AT _ SECURITY B·OOTH SCALE, -N.T.s.:-_.:- ' Ill ' LEGOLAND. · .-~=-~ · G A R L ~ B A P : Kaeaabaum,.Inc. ,__. e-l ~'\-:}-- CIIIIWI Compoiiana IDs A A-000 00 066A X40·D021 I I I' ,, I I I: I I I, I I· I ,, I I ,, ,I I I- - ' .. -;...._.,.. TRENCH ORA (on.-.obe \ 51M. ~ SOLLAR j . ' • r -.,, IN C) UP I m_J I"' .. .. I (~ - .· (oTL-o6e) 12 11 6T@ll 11 :l'-11 11 6" i. i. .. i. i. . : 5 1-611 '. ' .. ' GUARDRAIL 1 R ·@ 6.85!' EA. .ST AIR PLAN @ LOADING: DOCK -111- LEGOLAND GARL·~-BAD . -_ a """= , Clllltllln . ~ient: ID: 1--.............. --A A-353 00 067 I I I I I I, 1· I ,, I I I ,, I I ,, I I I (3. IU ti .. IU. '· ti ' IU 4 -i.------1-1/2" DIA. GALV. STL. TUBE POST SPACED EGI. S'-0~ o.c. MAX. -PAINT. ~--t:::1-----1-1/2",DIA. GALV. STL. TUSE PIPE RAIL -PAINT. ,4 -<I <1 '4 GUARD RAIL @ LOADING DOCK ' -' -. . ·-. "• · SCALE, 3/4" -~ 1'•(,l" QI nm,; llawllloM CIIIRM'I Componena JJ A A-353 LEG·OL -_--D -._ .Helmuth Obata+ 068 GA R L .3 e A i:) Kuiabawn; Inc. i..ied:.~ -i...-q,q... O...Number IDI 00 I I I I I 'I I I, -,,, I I I I I I I I 1, I -' ~. '•·LJ E~. ..................... ..-------,----· 1-1/2 11 OJA. 6'ALV. STL. TUBE POST SPACED EG. ----JOINT 5EALANi it--..:.--~"--PIPE SLEEVE PACK EG. · · ~.flTH NON-SHRINK oROUT G,UARQ RAIL ·OET AIL . SCALE, 3° ·• 1',:0~ LEGo..:Jo : 'ii n111,; ~ c;:1uacier: Compociena A A-353 .Helmuth Obata+ 069 G A R L .., 8 A t) ' ' ' Kueaba'!ID,lt_lnc. .. Demi""""*" ..... IDz 00 I I I I I I I' I I I I I I I I I' I. I I I Ll Ll : . 111: LEGOLAN;D C.ARL-'BAP . <J . ----'"---CONT. 131::NT PLATE PER STRUCTl,JR.AL LAHINAtED DOCK ~UHPER. V'iELDED TO CURB ANGLE -· N D·OCK BUM:PER ···-"'"' SCALE, 1•1/2" • 1'•0~ · -SlUDIO§ · Clil~r: Component: ID: A A-358. 00 . . ··•· 'Helmuth · · Obata + 3 IGMP•1 · : Kassabaum, Inc. laued: -96~~1,,, . Detail Number 070 --------------- I I' I I ·1 I. I I I I\ - I ·1 I I I I I I I I @ VERTIC,AL PLANE 4 A_i--·--------HORIZ. PLANE ®t---l_N5 ___ 1D_E_C._o_:· R_N_E_R_· -----,-,-- · 6UILOIN<S PAPER-TYP. 1/811 • CEMENT PLASTER ON METAL LATH ------EXPANSION JOINT 1/411 TYPICAL PLASTER--J'OINTS. . Ill LEGOLAND GARL-'.BAP SCALE, NONE A 000 071 101 00 I I I I I I I I I I I I I I I I I I ~'H·-°""A~'---~ 12.6A. HAN6st I'll~ PERIMETER HAN(SER l'llFtES-AT A!.L RUNNERS AND AT 4e,· o.c.:.At.oN6 MAIN' " T " RUNNER!, · "T'S ADJACENT TOl"t-'IU.S--,-,----t 511JD P-, 0~1.ENTATION ~ .J ::-,.,, .• : . .: /t: ... s: . ~1~~ ~l~~Ttii\~11filc1~5 ~- PAINT TO MATCH C.EIL.INISo -----,--~ ,L-AT:~I. Sl/PPQR.T OF SUSi>ENQED CEII.IN6 I. SUP"OFtT l"IAIN ,WNNERS AND CROSS "T'. At.ONG FUL.L.-HElcS-HT L.OAD PARTITION-AT e,•-o• . O.C.. ,AND HOL.D 5/e," CLEARANCE AT .ADJACENT Y<AL.1.5. . :;?-, ~ ;_l=~'~,.'-~f:O~~i7ifuZt~PARTITION; C::ILINISo BAACINISo SHAL.L. BE PROVID!:D 6'1" FOUR NO. 12 ISoAUISoE l'llRES SECUR!:D TO THE' i"!AiN ~NNER INTc!'lSECTION AND SPL.A"T'ED qolf, FROi-1 EACH OTHER AT AN ANISoL.E NOT EXCEi:t>INISo -'5>!> FROM-THE PL.ANE OF THE CJ;IL.ING; THESE . _ ~~:~~2'~~~~:~J'~~J;~~:EF~~ !"OINT l"tlTHIN FOUR FE!;T l'ROi-1'!:ACH-J'!AL.L.. ATTACHMENT OF THE RESTR.AINT l"tlR.E SHAW. BE ::11CTATED ~ THE LOAD IMPOSED • . r-~ SEC. 4"TOIE AND uec. STD. NO. 4i-le) 5. L.IISoHTINISo FIX~'l"tEl<StllNISo LESS-THAN 56 POJNDS·SH;\L.L eiE SUPPO.RTED DIRECTL. '1" 6'1" ·Mil'!, OF 2-12 ISoA. HANGER l"tlRES (MAY' BE 51.AC-"'1 _ l.OCATED AT OPPOSITE CORNERS OF THE FIXTUR.E AND ATTACHED TO THE STRUC.TUR.E-ABOVE. M)C. 5EC. .. 4701E AND STD. NO. 4i-1er 4. AU. ENDS OF CROSS RUNNERS AND MAIN !'<!.'NNERS SHAU.. BE VERTICAL.L. Y SUF'PORTED l'IITHJN g>• OF SUCH ENDS. 5. Vl;"I.TICAL. COMPRESSION STRUTS SHAL.L. BE INSTA!J..El:> ·AT Et>)CH crioss ~!'INER•INTERSEC.TIOI-! i,,+,f:RE L.ATERAL. SUPPORT l"tlRl;S AR.E INSTAl.LED. ,...ERE THE DISTANCE e~ THE CEIL.ING ISoR.ID AND T!-E·SL.Aei AeOYE 15 L.ESS THAN e·-o·, PROVIDE ONE :5-ste· (256AJ·METAL. STUD. l"IITH POl"tER DRIVEN ·PIN "3550 ICBO •114"! TO;SL.Ae Ae0Vc SC~·J/V •e, DR'l"r\Al.L. SCl'lEl"t. TO CEIL.INISo MAIN "T" RUNNER AT SF'L.A '!1;D CORNERS: , IF DISTANCE BETl"El;N CEILINISo 6RID AND SL.Aei ABOVE 15 e,•-o· OR ISoR!:ATER, THEN USE THE SCHEDUL.E·eELOl'I FOR.511JD 51:zf;, <1O'-0" , Tl'IO 1-ste· (251SoAJ METAL 511JD <15'-0", Tl'I0·2-l/2"'(25GA) METAL. STUD <:ZO'-O" , Ti-lo 5-5/e," (::i56AJ i"IETAL.STIJD · ~AL. 511JDS MUST BE ORIENTED AS SHOY'I AND CONNE_CTED·EVER'I" 1,:Z" ALONISo .THEIR LENISoTH. SUSPENDED LA V"·IN CL.NG. .• , LEGOLAND SCALE, ·N.T.S. QI mrn 5 Revisions Cluster. A Component: A~ooo GAR L-3 BAD II Helmuth Obata.+ KaBSabaum, Inc. Detail Number 081 ID: 00 r I I I I I I I I I I I I I I 17 .+__;.+----+;.._+ b ~ ·I I I I ·-t----+----t--+ -br I I I I +---+-+--.-+ b~ I . I .I · 1 +---+-+-+ 12" 12" ~f.l.EAAL-SUF'POR-T F'LAN r 1:z' --NOTE, AT Ll&HT.1"ROFFE"5 Oflt -0~ ~JNSS 11-IAT l~-,_,.SU51"1!Nr>a> _"f, - PRO\llP~ ADDITIONAL. C~ REINFORC~ TO ReTQRE LAff!R.AL ST~~UT'I" t> 6A,.~A~ ~"-J:, A:r,' 4',0' OJ:,. MAX. 5ADC>el.. Tll:C> TO GHAA!E.-·ANC> _ ~ TO.SLAB ABOV?i. >'t!THIN 6" OF ~·GHANJEL 1.ATE!<AI. ~T l'Elt ueG 4101~ ANO i.!lG 5TC>. NO 4i•IIII. I 112• GA"""1NS G-~ ~~~~ .. i~-~S~IC:.E GHAHNEJ.5'-~.REG'C>. Pe!'. i.!lG 4i•A. ~AL. l"UVtlN6 GH~ c:.1.11", INST.AU. CN >-l..~TI! s1c,e:s. 5AC>C>Ll!•Tle ~N& ,:O· GHANNB.5 Y'/.~·fil"RANO I& 6A. TIE >;IRE.AS-AN ALre<NA~ ro·cul'!!l ~ 6Yl"SM~T-""1>/ -l'ROVIC>e ·~Al.c MJ\IN& CHANNEL AT RICSHT AN6LE!o TO GAM"l"IN6 ~ AT ' 2'-0' O.t:,J ..,AX. STAR.· 6'-r<',LL -11/-L.AYeR. ~,&· cs~. eo. "f9AINT ~FINI~~ SUS·PENDED :GYP" BO. HARD CLNG. -Ill LEGOLAN:D G RL~BAP SCAl,.E, 1-1/2" ·•' 1'·0" Qlmm 5 II-Helmuth .Obata+ Kauabaum; Inc. laued: A A-000 -Detail Number 082 L ·10: 00 I I I I I I I I I I I I I I I I I I I NOTES: I. ~HERE f=l'XTURES ARE SHO~N MOUNTED ONOR LAYED IN A 5Li5P!SNDED "TEE;" CEIL,ING., THE "T!=ES'' (OR OTHER CEIL.ING MEMBERS) SHALL BE SUPPORTED AT EACH Of THE FOUR CORNERS BY #12 GAUGE (MINIMtJM) HANGER ~IRES. , 2. INSTALL. T~O ·AJ:?DITIONAL HANGER'~IRES DIRECTLY FROt:,1THE -STRUCTURE ABOVE TO EACH FIXTURE HOUSING ~HIC.H SHALL BE SLIGHTLY LOOSE FOR RECESSED FIXTURES TO BE ABLE TO SEAT IN THE ''TEE;:" SY~TEM. - 3. ~HERE rl'XTt:JRES ARE SHO~N MOUNTED 6N OR LAYE:? IN A GYP. BOARD' SUSPENDED CEILING, THE FIXTURl=S SHALL BE FULLY INDEP~DE:NTL Y SUPPORTED AT ALL CORNERS V'ilTH MIN. 8 GA. HANGAR ~IRES FROM THE STRUCTURE ABOVE. TYP. LIGHT FIXTURE BRACING· SCALEi N.T,S, ' .. . ., LEGOLAND . -: s'IUDID5 ·Revisions Custer: Component: ID: GARL-'BAP , •. ·Helmuth· · Obata+ KanabaUDi; Inc. A A-000 ,00- Detall Number ·083 I I I I I I I I I I I I I ., I I I I I : ~ + t8" MAX ~-. .·'····-.><· 1/4 Of THE LENG"tH 4'-0" MAX. t . IYP . ~ 1~ 8 II MAX. ·, . ~ 1t---~-'---'---tt--·12-GA. HANGER· Y'ilR~; TYPIC.AL . ·· · ····· .... _·· OF THE END RUNNER, ·. . 1/"'jHICHE\/.ER IS LESS ··-..... . ·-.. ·-. MAIN RUNNER~-+---'----,0__,_~--1-~-;--- l/2" CLR. I::.: (: ,(:;: ! I!==~~-,~-/ft FA POP RIVET 1/"'j-REYEAL TYPE" 1/"'jALL ANGLE 1-'llTH 1-'lALL CONNECTION ANCHOR TO STRUCTURAL ELEMENT ACOUSTIC TILE PER PLAN SLO:rTED ANGLE SPACER V'llTH HORIZONTAL 6d RING-SHANK NAIL. ALTERNATE. LOCATION V'llTHOUT NAIL NOTCHING PERMITTED ONLY AT. RUNNER k: 1 ··• .•. ····· ~/ .. -~-- :f: ..... ·· .·· TYP. HORIZONTAL ST_RU_T. IYIAIN R.UNNER Ill LEGOLAN·D C.ARL_,BAt> SCALE, FOLL Revisions · QI mo10 5 ·•· Helmuth Obata+ . . Kassabaum, Inc.. iaued: ~ Cluster: Component: ID: A A-ooo ·oo 084 L r I I I I I I I I I I I I I I I I I, I I 1i----12-GA. HANGER ~IRE, TYPICAL / MIN 3 TIGHT TURNS : . IN 1-1/2" MAX. MAIN RUNNER · . . .. 7 . . . . .. ···············::············'········--··11·· ..... : ....... :., .•............... ,0 ··········f·····: ............................ :········:·····················.-·, o, •• "'" ••••• •• • •'••••: • '"'" ••:• •• ••,u:• .. •••:•••••• ••••••• "'""'" ,,.,,, • ·~ "'" ' •• , ••••••••••• ••••'""":•,• •• .. ·•••••••••••,:":••• • •• TYP. · HANiGER WlR.E @ MAIN ·R·UNNER . SCALE, ·FULL .,. ,Revfsfon1 Cluster: Component:. . ID: LEGOLAND GAR L--' B·A'D -+--'----· ·A. A-000 00 ·0eta11 Number 085 r I I I I I I I I I I I I I I 1· I I I I LEGo..:Jo GARL~BAP r--.-----"-,-----,----3-5/611 .METAL STUDS EXTEND Sri.JDS UP PER.PLAN. ro STRUCftJRE ! BRACE FER STRUC, TUR.AL 3--5/811 MET AL STIJDS AT 48" O.C. · DIAGONAL !:?RACING CEILING HT: SLOPE AND/ OR FINISH PER PLANS . AND SC,HEDU.LE · 5/811.GYPSUM BOARD · 3..,5/8" METAL STUDS . . 20 GA. BREAK METAL .fRAMJNG C,ONDITIO.N@ C,ORNER TYP. C,EILING HT. SLOPE AND/ R FINISH PER' PLANS AND SCHEDULE . T"YPICAL .SOFFIT s·cALE_a 1•1/2" • 1'•0" · a S"TUDI05 • Helmuth Obata+ · Kassliliaum, Inc. ·1-,nuec1:....,._--...b-_.-Y--::::-:-1 Cluster: Com~ A A-000 Detail Number. 086 L ID: 00. ,-- I I I I I I I I I Ii I I I I I I I I I ------EXTENT 'STUDS to STRUCTURAL & BRACE PER STRUCTURAL 1----------'---~-=-.::t',=~=~·--=-·--=----i,...._,......,....--,..,.-CEILING HEIGHT PE;R PLAN 20 GA. BREAK META~ @ CORNER CONDITION \ .\ SEE PLAN~ . . ~ .... :j:. ··-=:· ... 3!., ;E. ···ZZ·····=····.·i·,···:Z···=I·.. · SEE PLAN_~-'*',. -. -~ ........... , -r ..... \ .. \ • .......... '·····~--•••• 7. \. . . \ .. \. ·, .. ~ ............. , ...................... 3-5/Bn META[,. STUDS .\ -I " --. . ~-. ~ ··, ..•.... _ ....... , ............... ; ............. 5· ·8 TYPE ,x GYP·. ·so. SOFFIT TO HARD CEIL.ING. --. . -' -.--. . SCALI;, 1~1,2• • 1' .. 0l 'fl Revlsl~ Cluster:· Component: Ill mo;o 5 _ A A-000 LEGOLA :D .Helmuth Obata+ .087 C A R L .., B AP Kassabaµm, Inc • !Iii.led: 9 . ...-,-4-:i-Detail Number ID: 00. I I ,, I I I I I I I I I I I I I I I I ___,..,.., .....,_ .............. , ........ WALL PER PLAN ~----..,a..-----.FOR BACKING SEE 4" ·BLOCKING WHERE MOUNTED OVER.MARKERBOARD PROJECTION SCREEN .,.-"" ACOUSTICAL LAY-IN .. /,,/ CEILING SYSTEM .,..;·,t ~~:»~······ ----· ___ 8_" __ "'"". -~··········--····· · ... · -· ····· METAL RIFY W/ MANlJF., PROJE.CTION SCREEN. MOUN~G Ill LEGOLAND C.ARL-'BAt;» " ~ , ' SCALI[:, 1•1/2° • 1'•Q0 ·'l!mm 5 Revisions · IIHebnuth Obata+ . · · Kassabaum, In~. blued: ~ ,,.. -4~ Cluster: · Component: 1.D: A A ... ooo oo DetaliNumbv 088' r I I I I I I I I I I I I I I I I I I I - ::::. '\ .... .... '·· • ... .,............ ' .... ;-··· ..... -··· -C~IUNG .PER PLAN_ ~-. ' ' -__ ,.. ... __.,. ... ~····· -~-- 16-GA. METAL TRIM /.... z . ___ ,,,.. ........ .,..,. a:: 0. ~ u· ~ Lia. ,u.J . ~ PREFORMED P,REFINISHED METAL SHAPE -ADHESIVE -- 1 t/t 0 SPLICt ·······---"--··-············-········-···------,-ACOUSTICAL LAY-IN CEILING SYSTEM C'LN·(3. HEIGHT_~T-RIM. SCALE, 1•1/2" • 1;•0" • SlUDI05 _ Rev!siona . _Clu~ Component: ID: 1--------,..a;..-----,--,---t A A..;000 00 · II Helmuth . : : -~:ira.um, Inc. 1--lisued__,__. :8!:--, --, """", ""=-1-----l_ 089 I I I I I I I I I I t I I I I I I I I 17 r-----:-. SUSPENSION SYSTEM FIXTURE ~IRE . ...--DIAGONAL V'IIRES PER DETAIi- DIAGON/21:.. V'IIRE5 PER D5TA·IL -----ME;TAL TRIM '------'----'---'---SUSPENSION ;;Y?T!::M '--~--~~-.......c,---~ ACOUSTIC.AL LAY-IN CEILING HT. S!-OPE AND/OR FINISH PER . FLOOR PLANS AND SGHc;DULE CEILING SYSTEM LIG·HT 'F:IXTURE ATTACHMENT SCALE, 1•1/2" • 1',0! Revlsfoig .. Ill LEGOLAND q)mDIOg A·. A-000 C A .R L ~ B .A .P. II Helmuth Obata+ · . Kassabaum.,· inc. i---__._...,.,..._.-=c::-1 . , laued: 090 ID: 00 r I I I I I I I I I I I I I 1· I I I I I ,,--------::------'-'------,-. 3-5/8-" METAL STUDS . EXTEND STUDS UP + ~ 1/4" . VERIFY W/ ,.MANUF ... _, Ill . LEGOLAN·D GARL-'BAt> TO STRUC.TIJRE: . ,--~-3-5/8" METAL StiJDS AT 48'' O.C,. DIAGONAL BRACING ~ALL PER PLAN + + --------------1-,--LIGHT FI-XT. PER ELECT. .,,-"---,~---r-..----5/8" GYPSUM BQARD r---,-,----;--r--2 i/2" METAL STUDS ~-,---t-t--20GA.BREAK g" METAL FRAMING@ CORN!::R C.ONDJrloN TYP. FAINT SJRUCTl.JRE TO MATCH C.EILNG - ~HERE OCCURS CEILING HT. AND FINISH PER PLANS AND SCHEDULE Detail.Number 091 I I I I I I I I I I I I I I I I I I I + PLY. ~D, SHEATHING $. -------,----'-'-------t1t-t---2,,.1/2" METAL STUDS + . EXTEND STUDS UP - TO 5tRUCTURE -----------1-+--5/8" GYPSUM BOARD ~---"'-----'-----+-P-,. 2 I /2" MET AL · STIJ.D5 ~--"---++--20 GA. BREAK g" MET AL FRAMING @ CORNER CONDITION TYP. PAINT STRUCTURE. TO MATCH CEILNG - ~HERE OCCURS CEILING HT. AND -FINISH PER PLANS -AND SCHEDULE ~ALL PER PLAN C.EMEN:r PLASTER 50FFIT @SIM.CONDITION-PROVIDE REVEALS· PER DTL-01I NOTE, TRANSITION TO DETAIL O~I@ GRID LINE 'D' Ill LEGOLAND CAR L-'.BAt> SCALE, 1•1/2° • 1'•0° llJ siUDI05 Rmslont II. -Helmuth Obata+ _ Kassabaum, Inc. lauecl: '." I~ 1-· Cluster: Component: ID: A A-000 00 091A L I I I I I I I I I I I I I I I I I I Ii PER PLAN ···::--.. ··,,., .... , • ,.J'o"._. ......... ,, •• : .... ; ..... , ... 3-"-5/8" METAL STUDS EXTEND. TO STRUCTURE . & BRACE PER STRUCTURAL .,, ...... -3-5/8" METAL STUDS @ 48~ O.C . . -~ DIAGONAL BRACING WHERE WIDTH EXCEEDS 2'-0" . . ~ .. ;,. ... ---· LIGHT FIXTURE WHERE OCCURS ,.....--------,,,,_...,_ .. ,,., .. , ..... ,,.,,.,,,~·· -:_' , .... ,······· 5/8" GYPSUM BOARD . . ___ .. ..-·· ,: _..,., ..... -·---· 3..-5/8" METAL -STUDS : _; ........ ~·-...... , .. ··· WALL PER WALL TYPE ... \,______ PE~ PLAN · '-:. '"' . _ --_;_4· ·+-· --,--ft--.g~~~iwE~E~erN WHERE I . Ill LEGOLDID C.ARL-'BA'D . ··············: '.~ ··:············· MET Al CORNER BEAD ---~- SOFFIT AT W AL_L SCALE, 1•1)2" • 1'•Q" . Cluster: Compon~t: ID: a s:rum 5' A ·A-000 00 • Helmuth Obata+ · J{asaabaum, Inc.. lnuecl: --t--'\.1-•. ~I Number 092 i I I I I I I I I I I I I I I I I I I I + + LEGOL:Jo· GARL--'BAP -. EXTENT STUDS fd STRUCTURAL -~ BRACE PER STRUCTURAL 11:;:::==::;j::::;:;::::::::===t======?ls===, SEE PLAN ~ ·. \ CEILING HEIGHT PER + + 211. _ PLAN 3~5/8' METAL STUDS @ 48' O.C. DIAGONAL BRACING 5/8' TYPE 'X' GYP. BD . ..-1-----,.----,--3-5/8' , METAL -STUDS SOFFI.T • SCALE, 1•1/2° • 1'•0° ·-··~ '.-1 •• Revlilons ----S"IUDI05 -· ohata+ - _ 20 GA. BREAK MET AL @ CORNER CONDITION TYPICAL .SEE PLAN_ Cluster: C:011'.lponent: ID: A -A:-000 00 .• Helmuth . • _ _ Kass~atim,.lnc. 1-,auec1:-_ __i..,.a...~----4 Detail Number .093 I I I· I I I I I I I I I I I I I. I I I -45. /TYP. LEGou!o GARL.3BAD + ----'---'-----,-~----,--'--''~· -3..:5/8" MET AL STUDS EXTEND StUDS UP TO STRUCTURE SOF·FIT -SCAL:.E1 1•1/2" • f·O· a mo105 Obata+ --'-3-5/8" METAL . STUDS AT 48" O.C. DIAGONAL BRACING _ BRACE ABOVE MECH. DUCT Y':lH~RE OCCURS - MECHANICAL DUC:T Y'lHERE OCCURS :.FINISH PER PLANS _ . GEILIN$ HT. SLOPE AN' -· AND SCHEDULE -· ---L1$HT FIXT. PER ELECT. 5/8" GYPSUM 6QARD 2 1/2" METAL STUDS 20 GA. BREAK _ METAL FRAMING @ CORNER CONDITION TYP. CEILING HT. $LOPE AND~} R FINISH PER PLANS _ , AND SCHEDULE A II Helmuth · ·_ . · Kassabaum, Inc.-1-,.-.• -, _...,___,_;... ____ ,..,..-:,._-'-I. .-- I 1· I I I , 1· 1· I I I I I I 1: I I I I I ----11-1--r-NON-SLl·P SAFETY GRIT BONDED TO STEEL TREAD iYPIC.AL. z ~ <( w _J u) 0.. 1\--------------------,--..,......._-.,,_....,-t-STEEL R.1 Sl::R. . -~ ~w Q_ '. •1 LEGOLAND G A R L -'· 8 A t> C.-C.HANNEL. STRINGER. EACH SIDE - '-~----~--------1-P Al NT 0Ultler: ~ IDs • .. Helmuth . Obata+ · ' . . · Kauahaum,Jnc.. ,i--lNUed:--,-. ..,,.,_,_--µ,-----..,_.-1 A A-3'5$ 00 101 ., I .I I I ,,, I I I I ' \ I I I .I I .I I I I ---1---,-----1-C.ORE DRILL C.ONC.. SLAB +1/4" DIA. Of HANDRAIL POST. ~ET IN EPOXY ELE:VATl·ON. ·o-+ PLAN· ,___----,--BOLT STAIR TO . C.ONC.: ~ITH (I) 9/8". DIA. 'SOLT AT EA. STRINGiER STAl:R.-CONNECTION -. ' -.. •·. . . . Ill LEGO.LAND G A R· L -' B A P a n,m;. • Helmuth . · Obata+ . . Kuaabaum, Inc. ·1---,;_-___ --'-:.-_ -)-:--,, _:,~'l'+-:=-1' Clllialn Component: IDi · A A-353 00. 102 I I I I I ,, I -----· RISER STl·FFENER ANGL,.E .I I ,, 9/16 1-12 l/.2u .CLEAR I I I 1· I I . ST AIR CONNECTION SCALE, 1-1/2" • · 1'-.0" I ( I . •1· LEGOLAND GARL-'BAP CIIIIC:eft Compouena ID: . A A-353 00 DeeallN_._. 103 I I I I I I I I I I :I I I I I, I I I! I I __...;.-· CLOSURE ANGLE PER 5503/8A . 3" INSIDE DIA. PIPE SLEEVE FOR 2 1/811 DIA. PIPE RAIL 3/lb 2 11 @ 4 11 O.C. · Pl'PE S'LEEVE D:E.T A.IL ---' . . ' -. . . SCALE, '3• • 1'•0" · a SHDID.5. Cluster: . Component: ID: II .. Helmuth, , ,, Obata+ Kassabal,IID, Inc. i..:..1~...;... · . ..._, ,.'----'~/..,....,-<--,-91-~ 1----+-------1 . · A A-0O0 · 00 DTL•104 .......___ _____ . I I I I I I I I II I l I I I I I I I I I SEALANT -BOTl-l SIDES CONTINUOl,JS -,,.----- GLAZING -,--,----'-+--- WINDOW MULLION-. -- ALUM . FACE PLATE TO MATCl-l MULLION·-----~ WALL TYPE ··PER PLAl'lJS .· WALL AT W.INDOW MULLION - -. , . -, -. SCA.LE. 3• • 1•-0• Rawfllonl. Clllltan :J ·a s111i1s A LEG.O·L D '. Obata+ Component: A-00O G A R L .3 B A t) · · .-Helmuth ' ' Kasaaba~.~c. . ·--J -1-:-f'"l-'-. n.-Number 108 ID: 00 'J I I I I I I I I I I I I I I I I I 17 -'!--.,.....,,.,.\r'::l"T'""':~--.a-CAULK PERIMETER TO . PROVIDE AIR. SE~AL J1;:==f¾:.):__':--_,_..,.. I -I 12. .TRIM PER MANUF . --'--'----,....-2Nb !:..AYER OF 5/<8~ T'!'.PE 'X' GYP. 8D. · AT RATED .WAt.;t,..S · -..:t--~-,-.,..~ SEMI-RECESSED ·FIRE EXTINGUISHER .• . . •· •' ................. - CABJNET . • .. , .. ,. .. .,., .. -...-"-----"-~-WALL PER PLANS .......... "' ......... ...... •.... ! .. •• FIRE EXTINGUISHER SEMI-RECESS.ED (PLAN). SCALE, 1 .. 112• •· 1'•0' . Ill LE.GOLAN:D CIU9ter: Component: iD: A A-000 00 · G A R L ~-B .A 'D 109 L I I I I I I I I I I I I I I I I I I I • CENTl;RLINE-OF f"i....t.aJE. DOOR. PICT06AAM AAl:?0 COl"'I' . euJE ACRY!.IC 6A5I: I/a" THICK ~IT?: ,¼R'T'I.IC, PIC.T06AAM AOHEREO TO FACE OF Sl6N "MEN" Jl'tilTe COPY SCRfeNl"RIHTW ~ACE f-------'..:..:::::=:;~;;-"MEN" eRAILLE l . l'•O' n,o. -· r:c;N'S~ , · feNlcRI.INE OF _ l"!.AGlJE, :I)OOR, Picr66RAM AND COP'f eLIJe ~C· eASe r;a• THICK ll'IHITE ACR'!'L.IG PICTOISAAM AOHEREO TO FAGE OF Sl6N: ~Y40MEN" l't-llTE GOP'f SGR!:ENPRINW ·~Ate S l.. -· · "rt::1MEN" BRAILLe ----GENTERLINE OF ~--~::::=-T---.. ~.DOOi( -PIGT06RAM NID COP'( "RESTROOM" OR . -_ "SHO>'ER" ll'IHIT?! COPY SCRl:ENf'RI.~ ~ACE _r; -L-,----=::::::::.-__::::::=--"'~---"RESTROOM" OR -'Iii "SHO>'ER~ BRAILLE i ~ L!ifSEX BESIBOQM QB 5!1<21"JE!! - --,. -· -secuRe f'I.AGLle TO DOORS·l'tlTHoa.el.e SIDEDTAPEANO REST:ROOM_ IDENTIFICATION SCALEa N.T.S. - it.wo.. ai-.n Compoitentl LEGOu1D· Ill S1aDI05 A A-000 ·-.-i~uth ' 4 BID .Obata+ ~-IGMN,I 110 G A R L ., B A D . K,uNba-lnc. ...... ffHMl'1f .,... ........ 8-/-"1-::,..:- IDs 00 I I I I I I I I I I 1· I I I I I I I I --~-.. ' L I __ ,Z..•.5/8" GYPSUM BOARD ---TAPE AND SPACKLE -l!o' ,...---------'-----H' t-I!!! "Ii : . . . . V·: GORDON "FiNAL FORMS I. -: . BASE i:840-518" OR . . • . APPROVED' i=OUAL . ' . ·-=t .~ ·. ' RECESS-ED. BASE @ · IH LEGOLAN:D GARL-'BA:D . :a. S1VDI05 • Helmuth . Obata+ . Kaaaabaum,.lnc. laued: . -/ .:..If/ '1-- ~ . Compo11W1t: ID: A -A-000 00 0.a11 Number 111 ' .' I I I I I I I I I I I I I I I I I I I 5/811 TYPE 1X 1 cSYP. BD. -'TYPIC,A,L ANSI/UL263 DESIGN, NO·X528 COLUMN DETAIL . , ' .':. ... ~ . ' . SCALE, HALF , ., , m1 LEGO'LAN:D GARL..SBAt> Qln,m; , •. · Helmuth , . ·. . ,Obata+ .... ·· . . . . KaaNbaum, Inc. : haued: & ;,, -i::t-.,_, Quan Componana ID: A A-000 · 00 112 I I I I I I I 1- 1 I I I I I I I I I I . . . ,. . ' . --. A • p.. • A-. p-- I .• A . -. . -· .. A ... . . . . •. -. ·- ......-.-·.l-~ · WALL [):ETAIL SCALE, 3"•1'•0" LEGot4lo C.ARl-:-'BA:P II! :s-ruorog II. " Helmuth · Obata+ . · _ · -... _ . iwaab;.wn. Inc. ..,_i_--_...,e>=---17"'""'-:q=r:-1. CIIIStllr: Com~ IQ: A A-353 00 113 I I I I I I I I I ' I' I I I I I I I. I I ,,----Y'-IALL .PER PLAN CEILING PER PLAN H.1'-1. FRAME . FIELD APPLIED .5T9P ''7<·t-A"~"'F-. . .......---.--,--TOT AL DOOR HEAD .. @ TOTAL DO_oR· 'SCALE, 3• • 1•-0• Reylslons Clu~r: · C:omppnent: ID: A ·A-00O 00 · ·• Heimuth · · · -· · _· . Obata+ · · . icaa~abawn. inc. :. ,..,. ;, -t-"n-_ 114 I I I I I I I I I I I I I I I I I I I -HOLD ·OPEN PER SCHEDULE IL· TQTAL DOOR A55EMSL Y +1 j -5/e" TYPE IX' GYP. SD. = 'I: I\)· ,41------4" 'METAL 5Tl,JD ~' ~ '-r-r.....,...,,-l-T"r""~-,,lliffl-,~ N< ~ t ~ H.M. FRAME "¢ 'it -- ~ -BLOCKING A5 REQ'D -. -6" ·MET AL 5TUD5 --4" METAL 5TUD5 FIELD VERIFY FRAME OPENING PROVIDE BLOCKING@ CLOSER AND HOLD OPEN JAMB @ TOTA_~ :DOOR SCAtE, 1-1/2 • 1'•0;--·,- Ill ' LEGOLAND · -m6105 Cluster: ComfKll*IC ID: GARL.-'BAP II Helmuth Obata + 3 _ JCMP#t ' Kaasaba:um. Inc.· laued:-_ff.'e:t,''R -e-1-'M-- A A~353 00 115 I I I I I I I I I I I '= I I I I I I I se/- DTL-115 _ _,__ HQLD OPEN PER SCHEDULE ----TOTAL. DOOR ASSEM6LEY .--.--5/e" TYPE 'X' GYP.· 6D. TYP. .._.-=-=~-------1-1~-,....: H.M. FRAME . -foa-1--------,-1-----'-~-r--------· 6LOCKING AS REG'D ,---.l;;;;;_t;;;:;:;:J;::::=:~:z==~· Y'tAL.L PER PLAN · NOTE: PROVIDE 6LOCKING @ CLOSER + .!-\OLD OPEN 0 ALIGN. FACE OF DOOR v-4/ FACE OF FINISH AALL. JAMB @ TOTAt D·OOR -. --_, -,· --- ., LEGOLAND G A R L -' B .A t> SCALE, · 1.:112 • 1'•0" . . ··'. 'ii ·S'Tlllt; .• Helmuth · . · . Obata+ . . · KaasabaWD;;~~ .-•• ---.uec1:-· .-r,--1--:--...,,~- · A A-Ooo· 00 116 -----.... -------. I I I I I I I I I I I I I I I I I ( l. - :3'-611 -#-----, -----,IC-. ·N.T.S. -i---....., FIRE RA TED C0UNTERT0P ~/P.LA"'.'f FINISH 5/8" TYPE 'X' GYP. BD. TYP. OVERHEAD COILING DOOR GUIDE .-ANCHORAGE PER MANlJF. REC.COMMENDATIONS ---1--16 GA. 6" METAL STUDS '----+-----'---1---TS COL PER STRUCTURAL '------1--------1-----l--'-16 GA' 4,i METAL STIJDS I LEGOL:JD ,· a SlUDI05 Revlilons Cluster: Component: ID: A A-000 00 · .• Helmuth . . , Obata+ s IGMP#t .117 G A R L .3 B A t) · · . KasBahaUD.1, Inc. lilued: $ ---1_,q-,.. . . DatallNumbaP I ' ' . I I I I I I I I I I I I I I I I I I I I ----"--V'IALL BELOV'I FIRE RATED COUNTERTOF ~/ P.LAM FINISH FIRE RATED - OVERHEAD COILING DOOR. ,__i---a--GUIDE ANCHORAGE FER MANUF. F<E¢,C.OMMENDATl9NS '--------+-'-----18 GA. 6" METAL STUDS - DOUBLE STUDS @ JAMBS ,.. TYF. >---'---+---i V'IALL PER FLAN ·JAMB' @ COILING POOR: RPJ.I:# _ 13·6 . ···,: SCALE, 1 1/2• • 1•-0• -· LEGo..JJo .'ii mms Revisions Clulter: Component: .A A-000 llj{elmuth Obata+ 3 · IGMPV,. 118 GA R L _, B A t) · _ _ Kassabaum, Inc. l..ued: -1-fl~ -!)etallNumber ID: 00 I I I I I I I I I I I I I I I I I I I 1'-2" + .. + :+ + . S-5/8" METAL STUDS . EXTENT STUDS ·1-0 STRUCTURE ~ ~RACE PER. STR.lJCTU~L +. l==============il + + + CEILIN6' •FER FLAN .SEE PLAN $ ·· .FIRE RATED OYl=RHEAO DOOR . 5/8" TYPE 'X' -'=1YP. BD. ---20 6A SR.EAK METAL ·@ .yORNER CONDITION HEAD @ C-OILING DR.· RM tt136 :Ill LEGOLAN·D· GARL-'BAt:> SCALE, 1-1/2 • 1'~0' . ,_· II. Helmuth · Obata + . . s · · IGMP#1 . Kassabauil;l, Inc. · lauecl: Cluster: Component: ID: A A-353 00 Detail Number 119 I I I I I I I I I I I I I I I I I I I -! I I I l -~ i . i I l I -·--t-·.·· ---·-··!'---·· :J LEGOL D C A R I,. ..., B' A 'D . 114• 5TL. ·FLANGE ·s WALL-HELD TO TS-TTF . .F, LAH. CCtlNTERTOF::~.t==!I~.~ ~TED· .. : l/4 • eXr.· GRAoe FL 1Hooo roF , eFLASH ATTACi-1 TOP TO SFACER5. l . TS W/ 5CREH5 • tr o.c. MAX. WEL.DED C~ECTION-Tl"F. .,..___ -3x2x1~ • TS HELD TO FERFENDICULAR TS 2'~0 1/4' 2'-5' .--,.------. . ·- --_____ ,. ____ , __ ·-·- CCNCREU: SLAB -~ Clncar:-c:om,o...c:-·. QI. nam~ A A~OOO IDr 00 ,.Helmuth . Obata+ 119A KaA•um. Inc. · f-,..c DeallN._.,_. ... •1 I I I I I I ,1 I I I I I- I I I I I· I I HEAD JAMS z:il·M .. 1/211 . +-N -~---,a,---Y'lALL PER PLAN CONT .. SEALANT --JAMS ANCHOR 9..-PER JAM6-TYP~ -----H.M. ·FRAME -+'-,--,,--DOOR PEf<. PLAN I '15/16 11 VARl·E~ I· 15/16" ---------,,----,-_,._,_--#'-'------ TYPICAL INTERIOR H.M.· FRAME -. ---; -. ~ . ' SCAI.Ea 3• ·• 1•-0• { m1. LEGOLAN.D GAR.L.,S BAP ·'i) nim; · CIIIRllft Companentz IDz A A-000 00 II. Helmuth . . Obata+ . . . . . __ -~liabaum, Inc. INUed:J --/~ ,,_.Numbar 120 I I I I I . I I I I I I I I I .I ·1 I I I ....... ........., __ ____,._._ ......... ~-. ..,..., -CEILING YflERE OCCURS ...,__..........,_WAll. T'r'PE PER PLAN ,__ __ HOl.LQW .METAL FRAME -~ SE(Dll-120 ~~,...-- . / ,i-____,,.....___,... __ -----·Gt.AZING 3/4.XS/~ -. H.M. STOP NOTE•-SEE ROOM f'INtSH SCHEDULE FOR Cfll.lNG HEIGHTS. TYP" .HEAD @ INT.~ WINDO : SCALE, 1-112• • 1•-0•. QI n1m; ~. au.c.n Campoi-f: ·A A-000 ·• ID: 00 '1 LEGOL. :D II Helmuth . ~~abaum. hie. G A R L .3 B A J:) liaued: Detllll Number 121. I, I I I I' I 'I I I I I ,, I I: I I: I I I .. " 11---.-------GLAZING --3/4". X 5/6· H.M. STOP JA.MBS @ DOOR / MULL-ION ·. Ill LEGOLAND GARL-'BAP SCALE. 3• • 1•-0• , a STIIIO!; II. Helmuth · . · Obam+ . . _ Iw_.,um, Inc. INued:· J ;;.,,1 :,._. Clumr: Component: IDz A A-ooo ·oo 122 ,---- I I I I I ·I II I I I I I I· I I I I I I ,,,,=·hWh~llMWh 3/4. X 5/t' H.M. STOP · ~-// .,~1.,.,.. . .,...-,,,......,,.,.,..h,...,,..,..,,,..,,,,.,..,.;,.,,._,,,,;.,.,,,,;...~.,.. Gl,AZING if --- . ' . .. ' . SILL @ INTERIQ~ WINDOW SCALE. .a• • 1'•0• . Ill . LEGOLAN~D GARL.38At> II Helmuth · , .. ·Oba,ta+ _ . _ Ka11abaum, Inc. 1-.__.~. -. ~~~~:-1- ctumn Component: IDI A A-000 00 123 • I I ·1 I I I I I I 1. I I I ·1 I I I I I ~ 11) . . ....... ---,-,--;,ILL BELOY'I '------'---·HOLLOY'I MET AL FRAME 60 MIN, FIRE RATED ASSEMBLY -~ APPLl,ED H.M. 1------$-.l'ro--,----,--St6P-TYP. 11-.1--1----,-,-:F-IRE RATEO .GLAZING FER SC.H!j:DUk,E 3-WA Y H.M. COR.NE,R SCALE:, 3• • 1'•0• Revisions Cluiralr. Component: . ID: '1· l,jl· s·tuDIOe A A-000 00 LEGOLA. ·D .He~uth · Ohata+ 124 G A R L -' B A t:, Kassabaum, In~. 'i~&·".-i-Detail Number ------." I I I I I I I I I I ! ,. I I I I I I I I I ·· PROVIDE CONT: 16 GA. BACKING @ ..JAMB FOLDING PARTITION .JAMB AND SUPPORT PER MANUFACTURER'S REQUIREME:NT5 -...,,_ FOLDIN<;:, PARTITION FO·LDIN:G P ARTlTION . rl LEGou!c c· A R L -' B A t:, SCAY:a 1 1/2' • 1'-0' A A-000 00 127. - L r I I I I I I I I I I I ·1 I I I I I I I 0 0 0 0 0 © 0 0 .20 6A. 6"METAL STUD BR.ACE o ~-. O.C. 4e." o.c. 1"11 5-•eX:2" SCREJl'6 TO 4 , .2-11.2"x I1e· FIL.ET JIIIEL.D 'ro CH L. 17\STEEL. ~HANNEL 0 . s-ste" METAL. STUDS o 4e,·· I......-'.'.:----. 'EXTEND Ti;, STRLJCT. PER. AiOS/~ ---~·ACGUSTICAL. 6ATT IN$UL.ATION ::.....Ll---"1..,..--S/4." COLD ROLLED· CHANNEL .__..,_ ____ ........ ____... 5/e"FIR.E RESISTANT 6YP. 6D . .,.,_ _____________ TRA'CK. © . ---i----------,---'--OPER.ABLE PARTITION SY.STEM 2'r0". _ , TRUSS o 4e,• O.C. 6XI?) FL.AT Y'l/ 'H~IO' H6R !;A. END .2 -1/.2" DIA. THREADED HAN6ER. RODS S. Y'I/ DOU6LE NUTS TOP AND BOTTOM .2Xl.2 Jllle6 STIFFENER Y'I/ 5-I6d FACE NAiL.5 CONTINUOUS c;exll.5 CHANNEL FOL.DIN6 PARTITION TRACK AND SUPPORT RODS PER MANUFACTURER'S R.EGUIREMENTS ATTACH TO STL. CHANNEL PER. MANUF. R.EGUIR.EMENT::. CEILIN6 MATERIAL., ANP_HEIISHT PER Pl:.AN/SCHEDUL.e FOLDING PARTITION HEA-D SC~LE, 1• • 1'·0' Ill LEGOLAND QI. mo10 5 : •. Helmuth ·ohata+ Cluster: Component: . ID: A A-000 Off 128 GARL.3BAP · Kasaabaiun, Inc. · 1auec1: . ,,.-J-1'?-Detall Numbw L r I I I I I I I I I I I I I I I I I( I I ---t1~----t-~r---~ DOOR PER SCHEDULE ~-t----;--'--'-CARPET . WHERE OCCURS r-1-----f---'----,.-·CARPET DIVIDER _ AT CHANGE OF MATERIAL . UNLESS OTHERWISE SCHEDULED IN HARDWARE ,,__......,.....__ CONCREiE SLAB FLOOR FINISH AS SCH[DtJLED .. LEGO..IJD GARL.38AD -5111105 .. ~ II. Helmuth -4 BID . Obata + ·. .l : IGMNI . . . . . Kallllbaum. Inc. ....... ffifJf/'R. QUltien Compo11ena iD: A A-000 00 130 I I I I I I I I I I l I I I I I I I I I FM:E Of' STUD AT WALL CONDITION ·· . . -----·-.....,.·-····· H M FRAME .-"· .•.... ········•· _ ....•.... ,·---... : ~R PER SCHEQULE .' . .;.-········ .. -~= > ..-· ;-·--·,···---····-·-·· CERAMIC TILE ;· . - l f .-----FULL MORTAR BEO : f . ; ! ; : ., .............. CONCRETE S1:AB ' l l i f f ::_ . . . V -:-~ \ .. • P":,.~\. \ /· •\ .. • \\ \.,; \. ........ BOND ~T '·\:-;_ \ .................. -•• W,4TER PROOF MEMBRANE . '\.:..,. __ ,·=-MASTIC _ '1' FLOOR FINISH PER ROOM \..:'..) FINISH SCHEDULE _("";;"\2 3/16" X 1• ,METAL OMOER \.::.J STRIP W/ 1• X 1• X 1/8" CUP ANCLE O 2'-o• O.C. THRESHOL·D -AT 'DEPRE:SSED S-LAB LEGoulo GARL.3BAP SCALE, 1i ~ 1·~0- Ql.mD10g · 11 Hel_muili Obata+ . Kai!sabauni, Inc. Cluster: Componen_t: A A-000 Detail Number 131 ID: 00 I I I I I I I I I I I I I I I I I I I - I . ~-- LEGOufflD C.ARL-'BA'D ----'------'----PROVIDE SLOPING TOP PER 5PEC5 '------------+-------__,_ 2" AIR SPACE w/ CONT. · ANCHOR PLATE AT TOP ~-,----.-+-,--------MET AL [,.OCKER I" -SCALE,, 1' • 1'•0' . &ii S'!UDI05 ·Obata+ . . -FINIS+-! FLOOR CONTINUOUS MET AL BASE FER LOCKER MFR. Revisions Cluster: Component: ID: A ·A-000 -00 · ·Helmuth . Kass~all.lD, Inc. · INUed: _ ~-,... _ Detall.Number 140 I I I I I I I I I I I I I I I I I. I I .• , LEGOLAND C.ARL.38,At) PROVIDE SLOPING TOP ~-~-~ PER SPEC.5. '----------,---;--------,--I II AIR .SPACE w/ CONT .. "L II ANC!-lOR BRACKET AT rap -PROVIDE - 50LID BLOCKING AT At..t CONNECTIONS ------.--1---,-----,.·. METAL LOCKER . LO·C.KE~ SCALE1 1" • 11•0" . Obata.+ FINIS!-l FLOOR . CONTINUOUS. MET AL BASE PER LOCKER MFR. . Cluster:. Component: ID: A A-000 00. . • Iii s:TUDIO§ :11 llelmuth . Kassabaum, Inc. . laued: ~ -r/-f''1-' Det:1i11 Number 141 I I .I I I I I I I I I I I I I I I I I ---------·--······ \., .· · tz; ,1 ..h--L::-t-t-~ . ~1 P . __ . ~-"t-'°-~? .I t..,,.. i _ i;:- -,~ tJ. ~~.,....., ',I~ H ---:r-~I . j__;;;;;.t....-"'." ··-C:::-1..1 I 0 -~-. L...~. --~eo \\ ' '\._ . I ' WATER COOLER DETAIL ' • -• • • --,, > ' N.T.S •. · Ci'I numg · II. Helmuth Obata+ Kassabaum:. Inc.· laued: 6 ,•·/-7~ Clustar. ComponaliC ID: A A-000 00 143 11 ·•, Ir·· Ir 1r- 11 11. ll If 1·i 1l 1( 1i·-: I I" i='Eve&L., B~. ~~ --· ----------+- 1-.6+'11:t4~,-i; 1-"'*11~ ~u~L_,F-l=i-.::::~ ~i,lc::-1 ---------------.......;+~.....:.:----;-.....--+---t-;K '!.... 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Z,-4 ~Ii,!.:; ----+-H....+- ..:J ~-c-c:o. .... -. 101 --~ mm~ A • ti!t , -LEGO , D Iii Hellmad& -Ohaia-t-: . _o-M~-~4¢ C A R L~ B A t:) · -ltuNhaam. In~ ....... I( 11 Ir I Ir 11 1; If ll ll If<- 1t 1{ 1L· ir -. ~ .... : . ~L. i=_,r-11 ~it..,.-ro_ ~'t-'U· ee,ll Ht::, ~-uvt-n1· r.~-1'.:::>~ -/------------. ~~ T--~--..__.. II eJJ,U..N~ '\. I I I I I I I I ~-..__-..;., ===;:~~~===*==========i:= . I ~~l:!:1--F-f<. ri .. 1 .. u,i,1~4,1 ---,---+-t ~~ N ~.~ 1J-~i1-~~ .... 1 _· ---ii ...... -+-; .... Iii LEGOLAND GA R L JS B A't:) I . ,I ,. au.iin-c:-,p..ianc; -IDt A --