Loading...
HomeMy WebLinkAboutWet Well 1 & 2 I PRECAST CONCRETE MANHOLE DESIGN Rotondo Precast® ROTONDO PRECAST 151 OLD FARMS ROAD 00ldcastle AVON, CONNECTICUT 06001 DATE: 1112012000 SHEET # 1 Avery II - A/Z Corporation Wet Well #1 & #2 Mohegan Sun (Montville, CT) SEE ROTONDO DWG. #008953 FOR DETAILS INSIDE DIMENSIONS WIDTH 10 FEET LENGTH 20 FEET HEADROOM 20.5 FEET ROOF THICKNESS 12 INCHES FLOOR THICKNESS 12 INCHES SHORT SIDEWALL THICKNESS 12 INCHES LONG SIDEWALL THICKNESS 12 INCHES DESIGN SPECIFICATION ACI 318-95 AASHTO LOAD FACTOR DESIGN MATERIAL PROPERTIES STEEL REINFORCEMENT ASTM 615-85, GRADE 60 CONCRETE MINIMUM COMPRESSIVE STRENGTH 8000 PSI COVER OVER REINFORCEMENT I INCHES DESIGNLOADS LIVE LOAD AASHTO HS20 (30% IMPACT ALLOWANCE) MAXIMUM EARTH COVER 2 FEET (FINISHED GRADE @ ELEVATION 131.00 FEET) MINIMUM EARTH COVER 0 FEET (TOP OF STRUCTURE @ ELEVATION 131.50 FEET) EXTERNAL GROUND WATER @ 0 FEET BELOW GRADE (GROUND WATER @ ELEVATION 131.00 FEET) SOIL DATA UNIT WEIGHT OF SOIL 120 PCF RATIO OF LATERAL TO VERTICAL EARTH PRESSURE (Ka) = 0.33 EQUIVALENT FLUID PRESSURE FOR DRY EARTH 39.6 PSF/FT EQUIVALENT FLUID PRESSURE FOR SATURATED EARTH 81.408 PSF/FT LOAD FACTORS LIVE LOAD 1.3 * 5/3 = 2.17 DEAD LOAD 1.3 LATERAL EARTH PRESSURE 1.7 HYDROSTATIC PRESSURE 1.4 O~ CAPACITYREDUCTIONFACTORS SHEAR 0.85 MOMENT 0.90 " Rotondo Precast" 0Oldcastle SHEET # 2 TOP SLAB LOADING CRITICAL LOADING CASE FOR TOP SLAB OCCURS @ 1.0 FT EARTH COVER LIVE LOAD MOMENT (FROMAASHTO 3 24 3) CASE A LIVE LOAD MOMENT = ((S + 2)/32) * P20 S = CL TO CL SPAN, P20 = H2O WHEEL @ 16.0 KIPS ((11.00 + 2)/32) * 16.0 = 6.50000 FT KIPS PER FT OF SLAB WIDTH CASE B LIVE LOAD MOMENT = 0.90 * (S) 0.90 * (11.00) = 9.90000 FOOT KIPS PER FOOT OF SLAB WIDTH 9.90000 FOOT KIPS > 6.50000 FOOT KIPS, THEREFORE USE CASE B LIVE LOAD MOMENT = 9.90000 FOOT KIPS PER FOOT OF SLAB WIDTH LIVE LOAD IMPACT FROM SHTO 3 8 21) IMPACT = 50/(S+125) (MAXIMUM IMPACT = 30%) 50/(11.00 + 125) = 0.36765 0.36765 > 0.30, THEREFORE USE 30% IMPACT LIVE LOAD IMPACT = 0.30 * 9.90000 = 2.97000 FOOT KIPS PER FOOT TOTAL LIVE LOAD MOMENT = 9.9 + 2.97 = 12.87 FOOT KIPS PER FOOT DEAD LOAD MOMENT DEAD LOAD = 12 INCH ROOF SLAB + 1.0 FOOT MISC. EARTH COVER DEAD LOAD =150 + 120 = 270 PSF DEAD LOAD MOMENT = (DL * S * S)/8 DEAD LOAD MOMENT = 4.08375 FOOT KIPS PER FOOT OF SLAB WIDTH TOTAL ULTIMATE MOMENT ULTIMATE MOMENT = 1.3((5/3) * LLM +DLM) 1.3((5/3) * 12.87 + 4.08375) = 33.19388 FOOT KIPS PER FOOT OF SLAB TOTAL TOP SLAB ULTIMATE DESIGN MOMENT = 33.19388 FOOT KIPS PER FOOT OF SLAB Rotondo Precast® 00ldcastle SHEET#3 TOP SLAB REINFORCING DESIGN Deff = ROOF SLAB THICKNESS - CONCRETE COVER - REBAR DIAMETER/2 Deff=12 -1 - 0.375 =10.625 INCHES Asl = (Mu * 12)/(0.9 * fy * Deff- (a/2)) = 0.71171 SQ. INCHES/FT. a = (As * fy)/(0.85 * b* fc) = 0.52331 INCHES SHEAR SHEAR OK PER AASHTO 3.24.4 MAX ALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pbal = ((0.85*0.80*fc)/(fy)) * (87000/(87000+fy)) = 5.36599% MAX SINGLE REINFORCEMENT = 0.5 * 5.36599% * b * Deff = 3.42082 SQ. INCHES/FT. 3.42082 > 0.71171 THEREFORE Asl OK TOP SLAB D-MTRIBUTIONREINFORCEMENT 'ROMAASHTO 3 ,24, DISTRIBUTION REINFORCEMENT PERCENTAGE = 30.15113% DISTRIBUTION REINFORCEMENT REQUIRED = As2 = 0.21459 SQ.INCHES/FT. TOP SLAB MAINREINFORCEMENT (Asl ) As 1 REQUIRED = 0.71171 SQ. INCHES/FT. USE #6's @ 6 INCHES Asl FURNISHED = 0.88358 SQ. INCHES/FT. TOP SLAB DIS -M UTION REINFORCEAf= (As2) As2 REQUIRED = 0.21459 SQ. INCHES/FT. USE #5's @ 12 INCHES As2 FURNISHED = 0.30680 SQ. INCHES/FT. Rotondo Precast" 0Oldcastle SHEET # 4 BOTTOM SLAB LOADING ASSUME BOTTOM SLAB IS SIMPLY SUPPORTED FROM SIDEWALLS CRITICAL CASE FOR BOTTOM SLAB OCCURS @ 2 FEET OF EARTH COVER LIVE LOAD LIVE LOAD = 4 WHEELS ON THE ROOF SLAB EACH H2O WHEEL =16.0 KIPS LIVE LOAD = 4 WHEELS @ 16.0 KIPS = 64 KIPS DEAD LOAD DEAD LOAD = WEIGHT OF STRUCTURE + WEIGHT OF 2 FEET OF EARTH COVER STRUCTURE WEIGHT @ 150 PCF = 276.00000 KIPS 2 FEET OF EARTH COVER @ 120 PCF = 63.36000 KIPS DEAD LOAD = 276.00000 KIPS + 63.36000 KIPS = 339.36000 KIPS TOTAL ULTIMATE LOAD ON BOTTOM SLAB AREA OF BOTTOM SLAB = (22.00000 * 12.00000) = 264.00000 SQ.FT TOTAL ULTIMATE LOAD = 1.3(5/3 *LL + DL)/AREA OF BOTTOM SLAB 1.3(5/3* 64 KIPS + 339.36000) / 264.00000 = 2.19634 KIPS/SQ.FT ULTIMATE MOMENT MAXIMUM MOMENT = (w * 1 * 1)/8 (2.19634 * 10 * 10)/8 = 27.45429 FOOT KIPS/FT TOTAL BOTTOM SLAB ULTIMATE DESIGN MOMENT = 27.45429 FOOT KIPS PER FOOT OF SLAB Rotondo Precast' 0Oldcastle SHEET#5 BOTTOM SLAB REINFORCING DESIGN BENDING Deff = BOTTOM SLAB THICKNESS - CONCRETE COVER - REBAR DIAMETER/2 Deff = 12 - 1 - 0.375 = 10.625 INCHES As3 = (Mu * 12)/(0.9 * fy * Deff - (a/2)) = 0.58603 SQ. INCHES/FT. a= (As * fy)/(0.85 * b* fc) = 0.43091 INCHES SHEAR CALCULATE SHEAR @ Deff AWAY FROM FACE OF SUPPORT MAXIMUM BOTTOM SLAB LOAD = 2.19634 KIPS/SQ. FT. V @ Deff AWAY FROM FACE OF SUPPORT = ((SPAN/2)-(Deff/12))*MAX BOTTOM LOAD (10/2-(10.625/12)) * 2.19634 = 9.03704 KIPS/FT. v actual = V/(b * Deff) 9.03704 KIPS/(12 * 10.625) = 70.87873 PSI v allowable= 0.85 * 2 * SQRT(fc) 0.85 * 2 *SQRT (8000) = 152.05262 PSI 70.87873 PSI < 152.05262 PSI THEREFORE SHEAR OK MAXALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pbal = ((0.85*0.80*fc)/(fy)) * (87000/(87000+fy)) = 5.36599% MAX SINGLE REINFORCEMENT = 0.5 * 5.36599% * b * Deff = 3.42082 SQ. INCHES/FT. 3.42082 > 0.58603 THEREFORE As3 OK BOTTOM SLAB MAIN REINFORCEMENT (As3) As3 REQUIRED = 0.58603 SQ. INCHES/FT. USE #6's @ 6 INCHES As3 FURNISHED = 0.88358 SQ. INCHES/FT. BOTTOMSLAB DISTRIBUTIONREINFORCEMENT (As4) As4 REQUIRED = 0.0 SQ. INCHES/FT. USE #5's @ 12 INCHES As4 FURNISHED = 0.30680 SQ. INCHES/FT. Rotondo Precast® Dwg # 008954-5 00ldcastle !0'x 20' Section A-B SHEET # b CANTILEVER SECTIONA B DESIGN TOTAL HEIGHT OF WALL = 4 FT. WALL THICKNESS OF LONG SPAN = 12 INCHES TOTAL WEIGHT OF WALL = 19.20 TONS WALL THICKNESS OF SHORT SPAN = 12 INCHES FINISH GRADE IS 19.50000 FEET ABOVE TOP OF WALL GROUND WATER IS 19.50000 FEET ABOVE TOP OF WALL BOTTOM SECTION ULTIMATE MOMENT SUM THE MOMENT @ THE CORNER = (w * I * 1)/2 + (w * 1 * 1)/6 Mu = ((2,333.63520 + 0 surcharge) * 4* 4)/2 + (478.69440 * 4 * 4)/6 Mu = DESIGN MOMENT =19,945.60000 FT-#/FT. BENDING Deff = SIDEWALL THICKNESS - CONCRETE COVER - REBAR DIA./2 Deff = 12 - 1 - 0.3125 =10.6875 INCHES a =DE - SQRT(DE SQ - 4*.5*(MU /.9 *.85 * 8)) = 0.30942 INCHES C = .85 * 8 * 12 * a = 25.24890 KIPS As = C / Fy = 0.42082 SQ. INCHES/FT. SHEAR CALCULATE SHEAR @ Deff AWAY FROM FACE OF SUPPORT V @ Deff AWAY FROM FACE OF SUPPORT = (SPAN - (Deff / 12)) * MAX. LOAD (372.11010/ 2 + 2,333.63520 + 0) * 3.10938 = 7,834.66187 #/FT. v actual = V/ (b * Def) 7,834.66187 # / (12* 10.6875) = 61.08898 PSI v allowable = .85 * 2 * SQ RT (Fc) = 152.05262 PSI 61.08898 PSI < 152.05262 PSI THEREFORE SHEAR OK MAXALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pba1= ((.85 * 0.85 * fc) / (fy)) *(87000/87000 + fy)) = 5.70136% MAX SINGLE REINFORCEMENT = 0.5 * 5.70136 % * b * Deff = 3.65600 SQ. INCHES/FT. 3.65600 > 0.42082 THEREFORE OK REINFORCEMENT MAIN REINFORCEMENT As REQUIRED = 0.42082 SQ. INCHES/FT. THEREFORE USE #5's W7 INCHES = (0. SQ. INCHES/FT.) DISTRIBUTION REINFORCEMENT As REQUIRED = 0.0 SQ. INCHES/FT. THEREFORE USE #5's @ 12 INCHES = (0.30684 SQ. INCHES/FT.) PAGE OF 4 PROJECT BY PRODUCT DATE ®Idcastle CLIENT _ CHECKED Precast ® DATE 'fir.. _ /k 2d1y t~ , I r r' ! , r 44 71 r r , i i i ' , i , /A i 1 r - b.. ii , 'RSA . , • l_ , r r r r. r r OLD 315 - RIOM :~R' nr•rrkdryrper .din PAGE 8 OF ddlilb PROJECT BY PRODUCT DATE ®Idcastle CLIENT CHECKED Precast' DATE { 66 : 067 b ~r 7161 Pit. : r is i • v i • : , v [ : 1 i 15 i f3.~~::C t2;6 P - : _ ..3 .~y~. i - • : i i , : • : o i ~ -in : `Iii primed rm OLD 315 - R10/96 1T rrcltdpr4*r PAGE OF PROJECT BY PRODUCT DATE 10 - Ol sfle CLIENT CHECKED 4~ Pr2Cast® DATE .t l- , i : , : 06 , F ..a . . . . . OLD 315 • R10/96 p.irun(„n i+~.1} ~a?rkd~ryxr SAP2000 v7.10 File: TANK11 Kip-ft Units PAGE 1 11/17/00 16:15:19 Engineering/Analysis Corporation F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 1 LOAD1 0.00 -6.37 -6.853E-02 -7.14 0.00 -6.89 -1.044E-02 2.3E-01 -6.37 -3.426E-02 -6.91 0.00 -5.29 1.304E-03 4.6E-01 -6.37 0.00 -6.68 0.00 -3.74 5.218E-03 6.9E-01 -6.37 3.426E-02 -6.45 0.00 -2.24 1.304E-03 9.1E-01 -6.37 6.853E-02 -6.22 0.00 -7.906E-01 -1.044E-02 2 LOAD1 0.00 -8.00 -6.853E-02 -6.16 0.00 -12.10 -1.044E-02 2.3E-01 -8.00 -3.426E-02 -5.93 0.00 -10.72 1.304E-03 4.6E-01 -8.00 0.00 -5.70 0.00 -9.39 5.218E-03 6.9E-01 -8.00 3.426E-02 -5.47 0.00 -8.12 1.304E-03 9.1E-01 -8.00 6.853E-02 -5.24 0.00 -6.89 -1.044E-02 3 LOAD1 0.00 -9.32 -6.853E-02 -4.79 0.00 -16.06 -1.044E-02 2.3E-01 -9.32 -3.426E-02 -4.56 0.00 -15.00 1.304E-03 4.6E-01 -9.32 0.00 -4.34 0.00 -13.98 5.218E-03 6.9E-01 -9.32 3.426E-02 -4.11 0.00 -13.01 1.304E-03 9.1E-01 -9.32 6.853E-02 -3.88 0.00 -12.10 -1.044E-02 4 LOAD1 G) co i 0.00 -10.24 -6.853E-02 -3.13 0.00 -18.51 -1.044E-02 2.3E-01 -10.24 -3.426E-02 -2.90 0.00 -17.82 1.304E-03 4.6E-01 -10.24 0.00 -2.67 0.00 -17.18 5.218E-03 6.9E-01 -10.24 3.426E-02 -2.45 0.00 -16.60 1.304E-03 9.1E-01 -10.24 6.853E-02 -2.22 0.00 -16.06 -1.044E-02 Z 5 LOAD1 0.00 -10.70 -6.853E-02 -1.29 0.00 -19.27 -1.044E-02 2.3E-01 -10.70 -3.426E-02 -1.06 0.00 -19.00 1.304E-03 . Gr 4.6E-01 -10.70 0.00 -8.310E-01 0.00 -18.78 5.218E-03 6.9E-01 -10.70 3.426E-02 -6.026E-01 0.00 -18.62 1.304E-03 ~j 9.1E-01 -10.70 6.853E-02 -3.742E-01 0.00 -18.51 -1.044E-02 6 LOADI 0.00 -10.67 -6.853E-02 6.124E-01 0.00 -18.29 1.044E-02 2.3E-01 -10.67 -3.426E-02 8.408E-01 0.00 -18.46 1.304E-03 4.6E-01 -10.67 0.00 1.07 0.00 -18.67 5.218E-03 6.9E-01 -10.67 3.426E-02 1.30 0.00 -18.95 1.304E-03 9.1E-01 -10.67 6.853E-02 1.53 0.00 -19.27 -1.044E-02 7 LOAD1 ~O 0.00 -5.50 -1.05 -7.00 0.00 -7.906E-01 -2.45 3.50 -5.50 -5.250E-01 -3.50 0.00 17.58 3.063E-01 7.00 -5.50 0.00 0.00 0.00 23.71 1.23 10.50 -5.50 5.250E-01 3.50 0.00 17.58 3.063E-01 14.00 -5.50 1.05 7,00 0.00 -7.906E-01 -2.45 8 LOAD1 0.00 -10.50 -3.000E-01 -2.00 0.00 -18.29 -2.000E-01 1.00 -10.50 -1.500E-01 -1.00 0.00 -16.79 2.500E-02 2.00 -10.50 0.00 0.00 0.00 -16.29 1.000E-01 SAP2000 v7.10 File: TANK11 KiP-ft Units PAGE 2 11/17/00 16:15:19 Engineering/Analysis Corporation F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 3.00 -10.50 1.500E-01 1.00 0.00 -16.79 2.500E-02 4.00 -10.50 3.000E-01 2.00 0.00 -18.29 -2.000E-01 9 LOAD1 0.00 -5.50 -1.05 -7.00 0.00 -7.906E-01 -2.45 3.50 -5.50 -5.250E-01 -3.50 0.00 17.58 3.063E-01 7.00 -5.50 0.00 0.00 0.00 23.71 1.23 10.50 -5.50 5.250E-01 3.50 0.00 17.58 3.063E-01 14.00 -5.50 1.05 7.00 0.00 -7.906E-01 -2.45 10 LOAD1 0.00 -10.50 -3.000E-01 -2.00 0.00 -18.29 -2.000E-01 1.00 -10.50 -1.500E-01 -1.00 0.00 -16.79 2.500E-02 2.00 -10.50 0.00 0.00 0.00 -16.29 1.000E-01 3.00 -10.50 1.500E-01 1.00 0.00 -16.79 2.500E-02 4.00 -10.50 3.000E-01 2.00 0.00 -18.29 -2.000E-01 45 LOAD1 0.00 -10.67 -6.853E-02 -1.53 0.00 -19.27 -1.044E-02 2.3E-01 -10.67 -3.426E-02 -1.30 0.00 -18.95 1.304E-03 4.6E-01 -10.67 0.00 -1.07 0.00 -18.67 5.218E-03 6.9E-01 -10.67 3.426E-02 8.408E-01 0.00 -18.46 1.304E-03 9.1E-01 -10.67 6.853E-02 -6.124E-01 0.00 -18.29 -1.044E-02 46 LOAD1 0.00 -10.70 -6.853E-02 3.742E-01 0.00 -18.51 -1.044E-02 2.3E-01 -10.70 -3.426E-02 6.026E-01 0.00 -18.62 1.304E-03 4.6E-01 -10.70 0.00 8.310E-01 0.00 -18.78 5.218E-03 6.9E-01 -10.70 3.426E-02 1.06 0.00 -19.00 1.304E-03 9.1E-01 -10.70 6.853E-02 1.29 0.00 -19.27 -1.044E-02 47 LOAD1 0.00 -10.24 6.853E-02 2.22 0.00 -16.06 -1.044E-02 2.3E-01 -10.24 -3.426E-02 2.45 0.00 -16.60 1.304E-03 4.6E-01 -10.24 0.00 2.67 0.00 -17.18 5.218E-03 6.9E-01 -10.24 3.426E-02 2.90 0.00 -17.82 1.304E-03 9.1E-01 -10.24 6.853E-02 3.13 0.00 -18.51 -1.044E-02 48 LOAD1 0.00 -9.32 -6.853E-02 3.88 0.00 -12.10 -1.044E-02 2.3E-01 -9.32 -3.426E-02 4.11 0.00 -13.01 1.304E-03 4.6E-01 -9.32 0.00 4.34 0.00 -13.98 5.218E-03 6.9E-01 -9.32 3.426E-02 4.56 0.00 -15.00 1.304E-03 9.1E-01 -9.32 6.853E-02 4.79 0.00 -16.06 -1.044E-02 49 LOAD1 0.00 -8.00 -6.853E-02 5.24 0.00 -6.89 -1.044E-02 2.3E-Ol -8.00 -3.426E-02 5.47 0.00 -8.12 1.304E-03 4.6E-01 -8.00 0.00 5.70 0.00 -9.39 5.218E-03 6.9E-01 -8.00 3.426E-02 5.93 0.00 -10.72 1.304E-03 9.1E-01 -8.00 6.853E-02 6.16 0.00 -12.10 -1.044E-02 50 LOAD1 SAP2000 v7.10 File: TANK11 Kip-ft Units PAGE 3 , 11/17/00 16:15:19 Engineering/Analysis Corporation F R A M E E L E M E N T F 0 R C E S FRAME LOAD LOC P V2 V3 T M2 M3 0.00 -6.37 -6.853E-02 6.22 0.00 -7.906E-01 -1.044E-02 2.3E-01 -6.37 -3.426E-02 6.45 0.00 -2.24 1.304E-03 4.6E-01 -6.37 0.00 6.68 0.00 -3.74 5.218E-03 6.9E-01 -6.37 3.426E-02 6.91 0.00 -5.29 1.304E-03 9.1E-01 -6.37 6.853E-02 7.14 0.00 -6.89 -1.044E-02 57 LOAD1 0.00 -10.67 -6.853E-02 -1.53 0.00 -19.27 -1.044E-02 2.3E-01 -10.67 -3.426E-02 -1.30 0.00 -18.95 1.304E-03 4.6E-Oi -10.67 0.00 -1.07 0.00 -18.67 5.218E-03 6.9E-01 -10.67 3.426E-02 -8.408E-01 0.00 -18.46 1.304E-03 9.1E-01 -10.67 6.853E-02 -6.124E-01 0.00 -18.29 -1.044E-02 58 LOAD1 0.00 -10.70 -6.853E-02 3.742E-01 0.00 -18.51 -1.044E-02 2.3E-01 -10.70 -3.426E-02 6.026E-01 0.00 -18.62 1.304E-03 4.6E-01 -10.70 0.00 8.310E-01 0.00 -18.78 5.218E-03 6.9E-01 -10.70 3.426E-02 1.06 0.00 -19.00 1.304E-03 9.1E-01 -10.70 6.853E-02 1.29 0.00 -19.27 -1.044E-02 59 LOAD1 0.00 -10.24 -6.853E-02 2.22 0.00 -16.06 -1.044E-02 2.3E-01 -10.24 -3.426E-02 2.45 0.00 -16.60 1.304E-03 4.6E-Ol -10.24 0.00 2.67 0.00 -17.18 5.218E-03 6.9E-01 -10.24 3.426E-02 2.90 0.00 -17.82 1.304E-03 9.1E-01 -10.24 6.853E-02 3.13 0.00 -18.51 -1.044E-02 60 LOAD1 0.00 -9.32 -6.853E-02 3.88 0.00 -12.10 -1.044E-02 2.3E-01 -9.32 -3.426E-02 4.11 0.00 -13.01 1.304E-03 4.6E-01 -9.32 0.00 4.34 0.00 -13.98 5.218E-03 6.9E-01 -9.32 3.426E-02 4.56 0.00 -15.00 1.304E-03 9.1E-01 -9.32 6.853E-02 4.79 0.00 -16.06 -1.044E-02 61 LOAD1 0.00 -8.00 -6.853E-02 5.24 0.00 -6.89 -1.044E-02 2.3E-01 -8.00 -3.426E-02 5.47 0.00 -8.12 1.304E-03 4.6E-01 =8.00 0.00 5.70 0.00 -9.39 5.218E-03 6.9E-01 -8.00 3.426E-02 5.93 0.00 -10.72 1.304E-03 9.1E-01 -8.00 6.853E-02 6.16 0.00 -12.10 -1.044E-02 62 LOAD1 0.00 -6.37 -6.853E-02 6.22 0.00 -7.906E-01 -1.044E-02 2.3E-01 -6.37 -3.426E-02 6.45 0.00 -2.24 1.304E-03 4.6E-01 -6.37 0.00 6.68 0.00 -3.74 5.218E-03 6.9E-01 -6.37 3.426E-02 6.91 0.00 -5.29 1.304E-03 9.1E-01 -6.37 6.853E-02 7.14 0.00 -6.89 -1.044E-02 87 LOAD1 0.00 -6.37 -6.853E-02 -7.14 0.00 -6.89 -1.044E-02 2.3E-01 -6.37 -3.426E-02 -6.91 0.00 -5.29 1.304E-03 4.6E-01 -6.37 0.00 -6.68 0.00 -3.74 5.218E-03 6.9E-01 -6.37 3.426E-02 -6.45 0.00 -2.24 1.304E-03 N SAP2000 v7.10 File: TANK11 Kip-ft Units PAGE 4 - 11/17/00 16:15:19 Engineering/Analysis Corporation FRAME E L E M E N T F O R C E S FRAME LOAD LOC P V2 V3 T M2 M3 9.1E-01 -6.37 6.853E-02 -6.22 0.00 -7.906E-01 -1.044E-02 88 LOAD1 0.00 -8.00 -6.853E-02 -6.16 0.00 -12.10 -1.044E-02 2.3E-01 -6.00 -3.426E-02 -5.93 0.00 -10.72 1.304E-03 4.6E-01 -8.00 0.00 -5.70 0.00 -9.39 5.2189-03 6.9E-01 -8.00 3.426E-02 -5.47 0.00 -8.12 1.304E-03 9.1E-01 -8.00 6.853E-02 -5.24 0.00 -6.89 -1.044E-02 89 LOAD1 0.00 -9.32 -6.853E-02 -4.79 0.00 -16.06 -1.044E-02 2.3E-01 -9.32 -3.426E-02 -4.56 0.00 -15.00 1.304E-03 4.6E-01 -9.32 0.00 -4.34 0.00 -13.98 5.218E-03 6.9E-01 -9.32 3.426E-02 -4.11 0.00 -13.01 1.304E-03 9.1E-01 -9.32 6.853E-02 -3.88 0.00 -12.10 -1.044E-02 90 LOAD1 0.00 -10.24 -6.853E-02 -3.13 0.00 -18.51 -1.044E-02 2.3E-01 -10.24 -3.426E-02 -2.90 0.00 -17.82 1.304E-03 4.6E-01 -10.24 0.00 -2.67 0.00 -17.18 5.218E-03 6.9E-01 -10.24 3.426E-02 -2.45 0.00 -16.60 1.304E-03 9.1E-01 -10.24 6.853E-02 -2.22 0.00 -16.06 1.044E-02 91 LOAD1 0.00 -10.70 -6.853E-02 -1.29 0.00 -19.27 -1.044E-02 2.3E-01 -10.70 -3.426E-02 -1.06 0.00 -19.00 1.304E-03 4.6E-01 -10.70 0.00 -8.310E-01 0.00 -18.78 5.218E-03 6.9E-01 -10.70 3.426E-02 -6.026E-01 0.00 -18.62 1.304E-03 9.1E-01 -10.70 6.853E-02 -3.742E-01 0.00 -.18.51 -1.044E-02 92 LOAD1 0.00 -10.67 -6.853E-02 6.124E-01 0.00 -18.29 -1.044E-02 2.3E-01 -10.67 -3.426E-02 8.408E-01 0.00 -18.46 1.304E-03 4.6E-01 -10.67 0.00 1.07 0.00 -18.67 5.218E-03 6.9E-01 -10.67 3.426E-02 1.30 0.00 -18.95 1.304E-03 9.1E-01 -10.67 6.853E-02 1.53 0.00 -19.27 -1.044E-02 SAP 2 ®0 0 11/17/00 16:14:53 a9- 5~ 7 1 t i j t f r . loo~ 1 W 9 8 9 6 b SAP2000 v7.10 - File:tankl l - r-theta Plane Z=0 - Kip-ft Units S P 2 0 0 0 11/17/00 16:14:41 N~ CO r 7 mb c~ N 17 1 X . m 1 8 ~ 62 61 m SAP2000 v7.10 - File:tankll - Moment 2-2 Diagram (LOAD 1) - Kip-ft Units tee. (d~,~,s SAP 2 O O O 11/17/00 16:14:26 1 1.53 ,3 ` 1.53 Lr) 2.00 .00 Co m 2. 0 -2. 1.5 •29 3 -1• • ~q ~ • 29 q ~I 62 m ~ m SAP2000 v7.10 - File:tankl l - Shear Force 3-3 Diagram (LOAD 1) - Kip-ft Units f° r. 'pdp _ C3' Rotondo Precast" 00ldcast[e Dwg # 008954-5 ti zo Sec x D-E SHEET # 1-7 Sec CANTILEVER SECTION D E DESIGN TOTAL HEIGHT OF WALL = 0.5 FT. WALL THICKNESS OF LONG SPAN = 12 INCHES TOTAL WEIGHT OF WALL = 2.40 TONS WALL THICKNESS OF SHORT SPAN =12 INCHES FINISH GRADE IS 3.00000 FEET ABOVE TOP OF WALL GROUND WATER IS 3.00000 FEET ABOVE TOP OF WALL TOP SECTION ULTIMATE MOMENT SUM THE MOMENT @ THE CORNER = (w * 1 * 1)/2 + (w * 1 * 1)/3 Mu = ((359.02080 + 171.864 surcharge) * 0.5* 0.5)/2 + (59.83680 * 0.5 * 0.5)/3 Mu = DESIGN MOMENT = 71.34700 FT-#/FT. BENDING Deff = SIDEWALL THICKNESS - CONCRETE COVER - REBAR DIA./2 Deff =12 - 1 - 0.25 10.75 INCHES a =DE - SQRT(DE SQ - 4*.5*(MU /.9 *.85 * 8)) = 0.00108 INCHES C =.85 * 8 * 12 * a= 0.08850 KIPS As = C / Fy = 0.00147 SQ. INCHES/FT. -t SHEAR CALCULATE SHEAR @ Deff AWAY FROM FACE OF SUPPORT V @ Deff AWAY FROM FACE OF SUPPORT = (SPAN - (Dell/ 12)) * MAX. LOAD (sib) - 25~. 22. (37-84'1- 359, 01 4- 111,16) v actual = V/ (b * Deff) V-D, zz :*f (IZ iI 10,75) ' 226 tai v allowable =.85 * 2 * SQ RT (Fc) = 152.05262 PSI 2.2f3 PSI < 152.05262 PSI THEREFORE SHEAR OK MAXALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pbal = ((.85 * 0.85 * fc) / (fy)) *(87000/87000 + fy)) = 5.70136% MAX SINGLE REINFORCEMENT = 0.5 * 5.70136 % * b * Deff = 3.67738 SQ. INCHES/FT. 3.67738 > 0.00147 THEREFORE OK REINFORCEMENT MAIN REINFORCEMENT As REQUIRED = 0.00147 SQ. INCHES/FT. THEREFORE USE #4's @ 9 INCHES = (0.26183 SQ. INCHES/FT.) DISTRIBUTION REINFORCEMENT As REQUIRED = 0.0 SQ. INCHES/FT. THEREFORE USE #5's @ 12 INCHES = (0.30684 SQ. INCHES/FT.) Rotondo Precasts 0Oldcastle 4'x 6' g 3X4+ ~i 4 x~! ~ ~ _ SHEET # SHIM SECTION. E-6 DESIGN WALL, THICKNESS WALL LENGTH MOMENT OF INERTIA STIFFNESS (INCHES) (FEET) (INCHES^4) 8 6.66667 512.000 307.200 8 4.66667 512.000 438.857 8 6.66667 512.000 307.200 8 4.66667 512.000 438.857 TOTAL HEIGHT OF SHIM = 2.00000 FT. TOTAL WEIGHT OF SHIM = 2.26667 TONS FINISH GRADE IS 0.00000 FEET ABOVE TOP OF SHIM GROUND WATER IS 0.00000 FEET ABOVE TOP OF SHIM UNIFORM LOAD = w = 331.16480 PSF FIXED END MOMENTS = (w * L * L / 12) FEM FOR 6.66667 FOOT SPAN = -1,226.53630 FT-#/FT. FEM FOR 4.66667 FOOT SPAN = -601.00279 FT-#/FT. FEM FOR 6.66667 FOOT SPAN = -1,226.53630 FT-#/FT. FEM FOR 4.66667 FOOT SPAN = -601.00279 FT-#/FT. MOMENT DISTRIBUTION JOINT A B C D 0.41 0.59 0.59 0.41 0.41 0.59 0.59 0.41 -1226.54 601.00 -601.00 1226.54 -1226.54 601.00 -601.00 1226.54 257.57 367.96 -367.96 -257.57 257.57 367.96 -367.96 -257.57 -128.79 -183.98 183.98 128.79 -128.79 -183.98 183.98 128.79 128.79 183.98 -183.98 -128.79 128.79 183.98 -183.98 -128.79 -968.96 968.96 -968.96 968.96 -968.96 968.96 -968.96 968.96 NOTE: THE ROW UNDER THE JOINTS ARE DISTRIBUTION FACTORS. THE NEXT ROW DOWN CONTAINS THE FIXED END MOMENTS. THE FINAL ROW CONTAINS CORNER MOMENTS. COMPAHY•aww a inOldcastle 4'x 6' SHEET 4 tg CORNER DESIGN Mu = ULTIMATE DESIGN MOMENT = 968.96367 FT-#/FT. BENDIN.S Deff = SIDEWALL SLAB THICKNESS - CONCRETE COVER - REBAR DIA./2 Deff= 8 -1- 0.25 = 6.75 INCHES a =DE - SQRT(DE SQ - 4*.5*(MU /.9 *.85 * 8)) = 0.02350 INCHES C=.85*8* 12*a=1.91734 KIPS As = C / FY = 0.03196 SQ. INCHES/FT. MAXALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pbal = ((.85 * 0.85 * fc) / (fy)) *(87000/87000 + fy)) = 5.70136% MAX SINGLE REINFORCEMENT = 0.5 * 5.70136 % * b * Deff = 2.30905 SQ. INCHES/Fr- 2,30905 > 0.03196 THEREFORE OK REINFORCEMENT MAIN REINFORCEMENT As REQUIRED = 0.03196 SQ. INCHES/FT. 12,10, 4 W41 W+ r-c p,iv2wr>A6D = 0.1211%r. Rotondo Precast® 0Oldeastle 4'x 6' SHEET # 2t) LONG SPAN DESIGN Mu = ULTIMATE MOMENT @ CENTER FOR 6 FOOT INSIDE SPAN = 870.84077 FT-#/FT. SENDING Deff= SIDEWALL SLAB THICKNESS - CONCRETE COVER - REBAR DIA./2 Deff= 8 - 1 - 0.25 = 6.75 INCHES a =DE - SQRT(DE SQ - 4*.5*(MU /.9 * .85 * 8)) = 0.02111 INCHES C =.85 * 8 * 12 * a =1:72287 KIPS As = C / FY = 0.02871 SQ. INCHES/FT. SHEAR CALCULATE SHEAR @ Doff AWAY FROM FACE OF SUPPORT V @ Deff AWAY FROM FACE OF SUPPORT = (SPAN - (Deff / 12)*2) * MAX. LOAD *.5 V = (6 - (6.75 /12) * 2) *331.1648 *.5 = 807.21420 #/FT. v actual = V/ (b * Deft) 807.21420 # / (12* 6.75) = 9.96561 PSI v allowable =.85 * 2 * SQ RT (Fc) = 152.05262 PSI 9.96561 PSI < 152.05262 PSI THEREFORE SHEAR OK MAX ALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pbal = ((.85 * 0.85 * fc) / (fy)) *(87000/87000 + fy) = 5.70136% MAX SINGLE REINFORCEMENT = 0.5 * 5.70136 % * b * Deff= 2.30905 SQ. INCHES/FT. 2.30905 > 0.02871 THEREFORE OK REINFORCEMENT MAIN REINFORCEMENT As REQUIRED = 0.02871 SQ. INCHES/Fr. U56 4'' 4" w 4 f w4 WELtO W)XC CDMPANY-me m C iOldcastle 4'x 6' SHEET #g I SHORT SPANDESIGN Mu = ULTIMATE MOMENT @ CENTER FOR 4 FOOT INSIDE SPAN = -67.45950 FT-#/FT. BENDING Deff = SIDEWALL SLAB THICKNESS - CONCRETE COVER - REBAR DIA./2 Deff = 8 - 1 - 0.25 = 6.75 INCHES a =DE - SQRT(DE SQ - 4*.5*(MU /.9 * .85 * 8)) = 0.00163 INCHES C =.85 * 8 * 12 * a = 0.13327 KIPS As = C / Fy = 0.00222 SQ. INCHES/FT. SHEAR CALCULATE SHEAR @ Deff AWAY FROM FACE OF SUPPORT V @ Deff AWAY FROM FACE OF SUPPORT = (SPAN - (Deff / 12)*2) * MAX. LOAD *.5 V = (4 - (6.75 / 12) * 2) *331.1648 *.5 = 476.04940 #/FT. v actual = V/ (b * Deff) 476.04940 # / (12* 6.75) = 5.87715 PSI v allowable =.85 * 2 * SQ RT (Fc) = 152.05262 PSI 5.87715 PSI < 152.05262 PSI THEREFORE SHEAR OK MAX ALLOWABLE SINGLE REINFORCEMENT MAX ALLOWABLE SINGLE REINFORCEMENT = 0.5 * Pbal * AREA OF CONCRETE Pbal = ((.85 * 0.85 * fc) / (fy)) *(87000/87000 + fy)) = 5.70136% MAX SINGLE REINFORCEMENT = 0.5 * 5.70136 % * b * Deff= 2.30905 SQ. INCHES/FT. 2.30905 > 0.00222 THEREFORE OK REINFORCEMENT MAIN REINFORCEMENT As REQUIRED = 0.00222 SQ. INCHES/FT. use 9'x4" Wlw+ vaba> w)'r1-"1,(:5; 1~Sfi'~r t~S 0. I Z "4z I Fj- ZZ SOLIDS /1 6 Concrete Volume: 2973148.6670 cu in Bounding box: X: 51.0007 195.0007 in Y: -266.8064 33.1936 in Z: -164.0000 100.0000 in Centroid: X: 122.9257 in Y: -128.8281 in Z: -32:0000 in Moments of inertia: X: 99744617489.7357 lb sq in Y: 77187074828.0977 lb sq in Z: 1.2847E+11 lb sq in Products of inertia: XY: -4.7116E+10 Ib sq in YZ: 12256801693.5123 lb sq in ZX: -1.1695E+10 lb sq in Radii of gyration: X: 183.1624 in Y: 161.1254 in Z: 207.8708 in Principal moments (lb sq in) and X-Y-Z directions about centroid: 1: 47355786735.0932 along [1.0000 0.0018 0.0000] 11''6 J: 29216062448.2428 along [-0.0018 1.0000 0.0000] K: 34199782099.3677 along [0.0000 0.0000 1.0000] a O M O \ u N SOLIDS \ Outside Volume of structure up to finished grade: 9875049.0729 cu in Bounding box: X: -159.5451 84.1074 in Y. -250.9597 115.7496 in p Z:-240.4749 122.2457 in Centroid: X: -37.7528 in Y: -65.8630 in Z: -57.8457 in f) Moments of inertio: X: 1.7392E+11 lb sq in Y. 1.2354E+11 lb sq in Z: 1.4204E+11 lb sq in Products of inertia: XY: 14211921692.7741 lb sq in L17 YZ: 50063843147.3985 lb sq in M ZX: 36108316494.8597 lb sq in 00 Radii of gyration: X: 132.7112 in O Y: 111.8489 in Q Z: 119.9317 in / Principal moments (lb sq in) and X-Y-Z directions about centroid: (n I: 1.1396E+11 along [0.7462 0.3855 -0.5427] C7) J: 67593289871.8536 along [-0.0010 0.8160 0.5781] K: 78035860556.3637 along [0.6657 -0.4308 0.6093] C O V) my/O n ; ~o / N L U C 0 ° CUSTOMER: 0 z Rotondo Precmt OI' A/Z CORPORATION ~ a A 00 m x m x OtClc¢stte' L71 X x x 151 OLD FARMS ROAD PROJECT: AVERY II - PUMP STATION - WET WELL g .A m AVON, CONNECTICUT 08001 MOHEGAN SUN " TELEPHONE (860) 673-3291 W L.~ 9 PAGE '1"~) OF PROJECT BY PRODUCT DATE OtdcaStle CLIENT CHECKED Preca.St® DATE t ; t , T ~ 1 t , . .Q, t.: ; . r : _ : is ~ VIP W'_11 L_` f I 1 - i f f 4 ' i p. ..1 ..~Jl u _ ..1 _ I PrIn r , O.At i , E a t , a , i ' A'•; rcnhm OLD M - R I Ol96 rrgr7nlryq,rr s PAGE.:. s. j OF PROJECT BY PRODUCT DATE ILI 01dcaSfie CLIENT CHECKED Precast® DATE N_n .a%Q~i." GAP : tit [ ..6- we.. H L~~l IF t ar l_* ~ l . _ t... i a L t...~ - r S r , f i ~t ' C G~ . t FF r T 411 1 !!J'~.~.,s►~R : + ~OLO 375 -~R10/96 ,~A~i Priurrcl m ,.cmleJi~rrr• PAGE' OF m PROJECT BY PRODUCT DATE Otdcastle CLIENT CHECKED Precast' DATE , Al. PT , r I # V t T , T-7 . I t t : ' ~ ~ ~ ~ , 1. .i ~ I I : x yrimeAmr OLD 315 - R10/96 ~~f! rn:wlcJiny><r PAGE Zj OF PROJECT BY PRODUCT DATE Oidcastle CLIENT CHECKED Precast' DATE . Ktz = .33 4ry snit wt. _ 120 50t. soil wt = 120 - Dry earth ultimate equivalent fluid pressure (psf/ft) Kn, * Soi:l... unit.w..eight * 1.7 = 57 ; 32 5aturat-gd earth ult mateeguivalent fluid pressure (psf/ft) Kai * Soir unit wer ht-62 ?4) * 1.7 (62 *'.1.4 - 119.67 ~ 2 0" Live Load surahar: eq (t~sf) *-,Ka Soil unif weight * 1.3 * 5/3 - 171.6 . V73~ F I~Irb 'a 95!.36 14l$$`~S_ I►b c : 957-36, 1376.2fl 3 14 784 33.565 a 23 I► nrd nn OLD 315 - R10196