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Home My WebLink About31400 CASINO DR_ 97-1150 (2)n 21a' GF 1 -1 /4" C01YOUIT f 5 -92: t CJ4CU•- 0 131 AMPS 269• CF (3) /` WINES If i 269' OF 1' CCNDUT I V L------ - - - - -- I I 1 I 2 1 II CASRO RD. 9PAOFM AUTOPU. SNIQ+ 400 CASINO R . I 'NEC .A 1 a NOTE: NI)UI' AND WIRE ARE BASE: UPON v- USE OF PVC CONDUIT W. ff' • 1 )F t f y Ft h \ fq I1PZt 4 4 ill.cll 1 1 7 yy y Stoma f Jw' r,1 h. b i + e ty of2: f 4 44 t L ' i yWI i. c,Jar'r' aJ . L v o' L , 4`, I 9. P245 -35 -47 I COMPUTATIONS FOR CAISSON FOUNDATION NUMBER OF CAISSONS = 2DIAMETEROFCAISSON = 4.00 ; DEPTH OF CAISSON = 14.50 TOTAL AREA OF STEEL REQUIREDOBYMCAISSON=CRETE= 13.50 CUBIC YDS. 3.9893 USE 8 # 9 BARS TOTAL WEIGHT OF STEEL REQUIRED= 788.80 LBS r Ll COMPUTATIONS FOR VERTICAL FOUNDATION LENGTH OF FOOTING • 10.33WIDTHOFFOOTING= 3.00DEPTHOF'F00TING= 13.00 AREA OF STEEL REQUIRED IN VERTICAL DIRECTIONTOTALARFAOFSTEEL= 6.8617 AREA OF STEEL PER FOOT= 6643 USE 13 0 7 AT 10.0 AREA CF STEEL REQUIRED IN HORIZONTAL DIRECTIONTOTALAREAOFSTEEL= .0643 AREA OF STEEL PER FOOT= 0214 USE 14 N •5 AT 12.0 TOTAL WEIGHT OF STEEL USED IN FOOTING= 992.5493 LBS a r. ...... _. .. _- M.. „au :n f« w%°..." '.•rT'•ft'4as,`- 'tl!d•IV+in' •,,., 3^fi; ,x..vr .7q'.•rra. .n*M•,,N;:.k9q . _ '::. ,..... ;4. ,•a il`..;... rriafY7N,t_" .. : 50. P24S -35 -47 Input Data; 12 Wind Pressure 35 psf I Centroid of Sign (L) 39 • ' 25 ft. Height of Sign (Ll) 3 1 : 2 5 ft. Col - 2.8x2x3 8 I Centroid of Lower Sign (L2) Py -y 28 •5 ft. Col. 3 6x2x3 8 Area of Lower Sign(Ain) 28 • 1 ft.2 r Data . , Area of Upper Sign (Asn) 233 ft.2 ksf L Column Width (W) 1 ft. 39. 2 5 ft. Area of Small Sign (A'sn) = Column Depth (D) 1-4 ft. Lateral Force (Py -y) 1470, lbs . Centroid of Small Sign ( L2) = 28-5 ft. ' Design Calculations: 2.67 ft, 233 ft.2 Moment About x -x Axis Base 10 6 6 c 8 in, 4 r 3 -43 ft.. Asn(Wind)L 320.0837 k.it. DZ Inertia of Column ( 12 ) 33;5 ia.4 Ain (Wind) (L2) 28.0297 k. ft. Deflection at Top of Sign = I in. Wind (W) (Ll) 2 34 . 1796 k. ft. in. Actual deflection as, %. of height 2*- 600 Moment Each Columr- a -X) 191-1465 k. ft. TrY WF Column at 65 lbs. / -- W L2 L Section Modulus (( -X) 88 in.3 Fx =Mx(12000) sx- 26065.4318 psi. Check Y -Y Axis Mcment about y. -y Axis Wind (D)(LI)2 47 =8514 k..-t. Lateral Force (L) 57-6975 k. ft. Section Modulus ,(Y -Y) 2'9. 1 in. 3 Fy =M02000) 21762-6597 psi Use Column Number 12 WF 65 sL+•.•,ww •-- vL ___ - .•..w•.•- ..+.'+.:c- = „a.• -err.- ._- "_ -.«.. p.. ..,ryr, r; M-:,^ T• * i, V-'•' S+ ifi•? ORSE:' ISMPt. Mlil' ii: 111R11Cs: D• 4s" gBSV ..Ytf'..'1P1:1di4'n• "1X,;;Y qAf 9}!:. 1.' xARfzi 'M752if!riN•T4' "'4•'sR;Mi e 4f1af4y•f4ttM . y-- ' i ... :5.. -'t .. u..,.... •.:`y....,,fN. ......... . ... M= AAl1 MO!{'t OAWLM ,IJAMIING8yAVAILARAIATIF, 00 00 Col.3 Col.2 52. Col.' 1 Columns ; 12 Li I Col. 1 12 WF 65 Col - 2.8x2x3 8 Col. 3 6x2x3 8 r Data . , c Wind Pressure (Wd) _ 0' 3 0 3 5 ksfHeightofSign (LI) - Centroid of Sign (L) _ 39. 2 5 ft. Area of Small Sign (A'sn) = 2 8 • I ft.2TotalSignHeight (Z) _ ' 47 ft. Centroid of Small Sign ( L2) = 28-5 ft. ' Column Width (w ) _ 2.67 ft, Area of Large Sign (Asa) = 233 ft.2 Inertia of Column ( Il ) 10 6 6 c 8 in, 4DepthofSecondColumn (D) 3 -43 ft.. Inertia of Column ( I3 ) = in. 4InertiaofColumn ( 12 ) 33;5 ia.476.4 Deflection at Top of Sign = 26-333 in. Alicw•abledeflection x G•ased on 21, of Height) 11.280 in. Actual deflection as, %. of height 2*- 600 4' 15' 112' REFERENCE SHEET FOR FOUNDATION DESIGN ASN 17P7142 AH IiL, XL IF. Fq 41 1 SG4 SIGN 15' -0" OVERALL HEIGHT THE ORIGINAL DESIGN FOR A SG4 SIGN IS BASED ON AN OVERALL HEIGHT OF 23'-114. THIS INSTALLATIONIS15' -0" OVERALL HEIGHT, THEREFORE ALL STRESSES SHOWN IN THE CALCULATIONS ARE CONSERVATIVE. SIGN 2.5 4' Types of Foundations pth iepth Spread Foundation Caisson Foundation nrtpp,a»ai e1ie "'waa 1 r. I a t. f. t Ic is t • i r t i i t 1 Types of Foundations i • Spread Foundation depth. Caisson Foundation FOUNDATION DESIGN FOR P245 -35 -47 l SEE REFERENCE SHEET FOR nEFINITION OF SYMBOLS t3 MEANS RAISE TO THIRD POWER AND * REFERS TO MULTIPLICATION WIND PRESSURE(WIND) 35.000 PSF AREA OF LARGE SIGN(ASN) 233.000 FT12 AREA OF SMALL SIGNCASNN) 28.100 FTt2 DIST. TO BOTTOM OF LARGE SIGNCXLI) 32.750 FT COLUMN WEIGHT(WC) 65.000 LOS /FT COLUMN WIDTHCW) 1.000 FT DIST. TO CENTROID OF LARGE SIta':CXL) 40.500 FT. DIST. TO CENTROID OF SMALL SIGY(XL2) 29.750 FT. WEIGHT OF FDN CAP BOX(CAP) 3650.000 LBS. NUMBER OF COLUMNS CNC) 2.000 WT- OF COLS,SIGNS• +CAP =P P =NC *XLI *WC+12 *CASN +ASNN) +CAP 11040.700 LBS MOMENT AT TOP OF FDN.=M M Obi- WIND CASN *XL +AENN *XL2 +W *NC *XLIt2 /2) 397,076.310 FT- -LBS. SHEAR AT TOP OF FON.=S i SHEAR =WINDCASN +ASNN +NC *XL1 *W) 11431.000 LBS - ALL DESIGN MOM- ARE ABOUT BOTT. OF FDN VERTICAL FOUNDATIONS LENGTH CL). 10.330 FT WIDTHCW) 3.000 FT DEPTHCD) a 13.000 FT DESIGN MOMENT =M +S *D 545679.310 LBS -FT MOMENT CAPACITY =24.69 *L *Dt3 560339.790 LBS -FT BLOCK FOUNDATION: DEPTH (D) 9.500 FT TOTAL VERTICAL FORCECF) F=150CD)t3 +P 139646.950 LBS E =0/2- 2F /C3D* 40000 2.300 FT DESIGN MOMENT= M +SCD)- 24.69(D)t4 304569.220 LBS -FT MOMENT CAPACITYCSOIL P.= 3000 -) =F *E 321195.460 LBS -FT MOMENT CAPACITYCSAFETY F= 1.5)FD /2CSF) 4422159340 LBS -FT SPREAD FOUNDATION: LENGTH (L) 13.000 FT WIDTH CW) 10.330 FT DEPTH CD) 4.500 FT Fs150(L)CW)D +P 101686.450 LBS E=L /2- 2F /C3W* 4000.) 4.859 FT DESIGN MOMENT =M +SCD)- 24.69WDt3 425274.590 LBS -FT MOMENT CAPACITYCSOIL P.= 3000.) =FE 494131.750 LBS -FT MOMENT CAPACITYCSAFETY F.= 1.5) =FL /2SF 440641.280 LBS -FT CAISSON FOUNDATION: WIDTH CW) 4.000 FT DEPTH CD) 16. 750 FT NUMBER OF CAISSONS(NCC) . 2 -C JO DESIGN MOMENT =M +SCD) 5118545.560 LBS -F7 MOMENT CAPACITY=24.69C- 639)NCCCW)Dt3 593136 -840 LBS -F7 COMPUTATIONS FOR SPREAD FOUNDATION P245 - 35 - 47 COMPUTER PROGRAM DESIGN OF REINFORCING STEEL REQUIRED FOR FOOTING FOOTING DIMENSIONS LENGTH = 13.00 WIDTH = 10.33 DEPTH MOMENT DUE TO WIND= 388.500 4.25 TOTAL VOLUME OF CONCRETE= 21.14 CUBIC•YDS- SOIL FORCE= 29586 LENGTH OF PRESSURE DIAGRAM 6.956 9 THE FACE OF THE SIGN REPRESENTS•TYE X AXIS DESIGN OF STEEL IN BOTTOM OF FOOTING MOMENT IN FOOTINGCX AXIS) = 290.475 STEEL AREA TO BE PRINTED OUT REPRESENTS AREA OF STEEL REQUIRED IN BOTTOMOFFCOTINBRUNNINGINTHEDIRECTIONOFYAXISTOTALAREASTEELCYAXIS)= 3.0902 AREA STEEL PER FOOT= 2991 USE 11' 0 5 AT '12.0 MOMENT IN FOOTINGCY AXIS) • 22.732 TOTAL AREA STEELCX AXIS)= .2418 AREA STEEL PER FOOT= .0186 USE 14 / 5 AT 12.0 . DESIGN OF STEEL IN TOP OF FOOTING FOOTING DESIGN MOMENT(X AXIS)= 96.7273 TOTAL AREA STECLCY AXIS)=• 1.0290 AREA STEEL PER FOOT= USE 11 0 SAT 12.0 FOOTING DESIGN MOMENT Y AXIS= 11.0095 TOTAL AREA STEELCX AXIS)= -1171 AREA STEEL 'PER FOOT= USE 14 0 5 AT 12.0 TOTAL WEIGHT OF'STEEL USED IN FOOTING= 599.98 LBS 0996 0090 14• r 11. r,1 h; t fi, ti x -Y.•M. .iwx. `•.M1 1 w.ie .r.vy,•.il i i Klk r ',. 1141MA' bi7tllM11 aRRLr $lNL1 Y--•Yq-4MNI , . .,.. ., «...... _., ....... ,. . is VA!K 1r. + WAX190 AVAII A414 &I 11w p TIM FOUNDATION DESIGN FOR 64DF -35 SEE REFEFtINAIS SHEET FOR DEFINITION OF13 ?IEANS 12AISE TO THIRD SYMBOLSPOWERWINDPIESSURECWIND) ' AND * REFERS TO MULTIPLICATIONAREAOFLARGESIGNCASN) AREA OF SMALL 35.000 PSF SIGN(ASNN) DIST. TO BOTTOM 70.228 FTt2 OF LARGE SIGV(XLI) COLUt -IN .vFIGHTCWC) 2.160 FT *2 COLU,,, ;N WIUTH(W) DIST- 16.750 FT 36.830 LAS /FTTOCEIVTR(jID OF LARGE SIGNCXL) DIST- To CENTROID 670 FT OF SMALL SIGNCXL2) t4EIGHT OF FDN CAP BOXCCAP) 20.940 FT. 16.559 FT. NUMBER OF COLUMNS CNC) WT* OF COLS,SIGNS, 150.000 LOS. CAP -PP =1NC *XL 1 * 4IC +12* CASIV 1.000 ASNN) +CAPMOMENTATTOPOFFDN.=M 1635.562 LBSMSri =1•IINDCASN *XL +ASNN *X +W *NC *XL1t2 /2) SHEARR AT Lateral Force (Py -y) TOP OF FDN. = SL2 SHEAR =!4INDCASN +ASNN +NC *XLI 56011.723 FT. -LBS. W) ALL DESIGN .MOM- ARE ABOUT BOTT. OF FDN 2926.3'9 LBS' VERTICAL FOUNDATION: PY LENGTH (L) IIDTHCW) = DEPTHCD) 5.000 FT UESIGN MOMENT- M +S *D' 3.000 FT 8.750 FTFMOMENTCAPACITY= 24.69 *L *013 - 81617.530 LBS-FT BLOCK FOUNDATION: ° 82701.855 LAS -FT DEPTH CD) TOTAL VERTICAL FORCECF) ° F= 150CD)t3 +P 5.750 FT E=D /2- 2F /0D* - DESIGN 30151.968 LBSMCVr = 4000.) M +SCD)- 24.69CD)t4 = t•10MEN'f CAPACITYCSOIL P.= ° 2.001 FT. 45849.0433000.)=F *EMOMENTCAPACITYCSAFETYF_ 1.5)FD /2CSF) d60334.990 LOS-FT SPREAD FOUNDATION: 57791.272 LOS -FT LENGTH CL) in -3 WID•iH C,4) ° DEPTH CD) ° 8.000 FT F= 150CL)CU)D +I' ° 4.000 FT E= L /P.- 2F /C3Wr 4000.) = DESI 4.750 FT 24435.562 LOSG:4 MJ:,EN T=M +SCD)- 24.6941Dt3 _= MOMENT CAPACITYCSOIL 2.982 FT 59327.724P.= 3000.) =FE = M01,ENT CAPACITYCSAFETY LBS-FT 72863.219F.= 1.5)=FL /2SF CAISSON LAS -FT 65161.499 LOS -FTFOUNDATION:• in 8.196 WIDTH Cel) DEPTH CO) - N U,113ER i F _ C11 NSC,VCC) - 3.000 FT 12.750 FTDESIGNMOMENT =t, +SCD) 1.000 MO ;:ENT CAPACITY= 24.69C.639)N000W)0t3 93323.042 LBS -FT981t11 .117• I qC -6•T Mal x -Y.•M. .iwx. `•.M1 1 w.ie .r.vy,•.il ii Klk r ',. 1141MA' bi7tllM11 aRRLr $lNL1 Y--•Yq-4MNI , . .,.. ., «...... _., ....... ,. . is VA!K 1r. + WAX190 AVAII A414 &I 11w p TIM Section Modulus (Y-Y) Fy - My(12000) /SY Use : Tube 8x8x3/8, 25.37 'in. 3. a 3876.704 psi E J J I i I j f j i I; yy1 i. r , COLUMN ANALYSIS 64DF -35 2`- r Sigr. CP - 20 Da.a: Wind Pressure(Wind) 0.035 ksf Height of Sign (L:) 16 ft. Centroid of Sign(L) 20.2 ft. Column Width (V1/) 0 -67 ft. Column Depth (D) 0.67 ft. Lateral Force (Py -y) 0`• 2 6 k. Area of Sign (Asn) 69 5 5 ft.2 PY y Computations: MMomenpt a t column. "se(x -x) 411) u+sn) lWi 49,171 k -ft. W(Wind)(Ll)2 /2 2-944 k. it. 5 2 - i 15 k.ft. Section Modulus C( -X) 25.37, in -3 Fx- Mx(12000) /Sx. a 24650074 psi Moment abt. column base(Y -Y) .. D(Wind)(LI)2 /2 2.944 k.ft. Py -y) (L) 5.252 k.ft. in 8.196 k tt Section Modulus (Y-Y) Fy - My(12000) /SY Use : Tube 8x8x3/8, 25.37 'in. 3. a 3876.704 psi E J J I i I j f j i I; yy1 i. r ,