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HomeMy WebLinkAboutDry Well i t PRECAST CONCRETE MANHOLE DESIGN ROtOfldo Precast" ROTONDO PRECAST 151 OLD FARMS ROAD 00idcastle AVON, CONNECTICUT 06001 DATE: 1112112000 SHEET # 1 Avery II - A/Z Corporation Dry Well Mohegan Sun (Montville, 0) SEE ROTONDO DWG. #008953• FOR DETAILS INSIDE DIMENSIONS WIDTH 10 FEET LENGTH 20 FEET HEADROOM 22.5 FEET ROOF THICKNESS 12 INCHES FLOOR THICKNESS 12 INCHES SHORT SIDEWALL THICKNESS 12 INCHES LONG SIDEWALL THICKNESS 12 INCHES DESIGNSPECIFICATION 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 1 INCHES DESIGNLOADS LIVE LOAD AASHTO HS20 (30% IMPACT ALLOWANCE) MAXIMUM EARTH COVER 0 FEET (FINISHED GRADE @ ELEVATION 131.00 FEET) MINIMUM EARTH COVER 0 FEET (TOP OF STRUCTURE @ ELEVATION 131.00 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 TO HYDROSTATIC PRESSURE 1.4 ca 'Z CAPACITYREDUCTIONFACTORS ~o. imp SHEAR 0.85 MOMENT 0.90 +~f®NAL s Rotondo Precast" 00ldcastle SHEET # 2 TOP SLAB LOADING CRITICAL LOADING CASE FOR TOP SLAB OCCURS @ 1.0 FT EARTH COVER LIVE LOAD MOMENT (FROMAASHTO 3.24.3) 5 5N{' F4~ 1~ADia(s CASE A QMPRZL► ~ g iW ~l yZ1Z ~.lN L t t~ ~IC~f3 ~ 'ice IAA~b 'eQ~tJS~ LIVE LOAD MOMENT = ((S + 2)/32) * P20 1lRw1 'f S = CLEAR SPAN, P20 = H2O WHEEL @ 16.0 KIPS ((10.00 + 2)/32) * 16.0 = 6.00000 FT KIPS PER FT OF SLAB WIDTH CASE B LIVE LOAD MOMENT = 0.90 * (S) 0.90 * (10.00) = 9.00000 FOOT KIPS PER FOOT OF SLAB WIDTH 9.00000 FOOT KIPS > 6.00000 FOOT KIPS, THEREFORE USE CASE B LIVE LOAD MOMENT = 9.00000 FOOT KIPS PER FOOT OF SLAB WIDTH LIVE LOAD IMPACT LFROM AASHTO 3.8.2.1) IMPACT= 50/(S+125) (MAXIMUM IMPACT = 300/6) 501(10.00 + 125) = 0.37037 0.37037 > 0.30, THEREFORE USE 30% IMPACT LIVE LOAD IMPACT = 0.30 * 9.00000 = 2.70000 FOOT KIPS PER FOOT TOTAL LIVE LOAD MOMENT = 9 + 2.7 = 11.7 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 = 3.375 FOOT KIPS PER FOOT OF SLAB WIDTH TOTAL ULTIMATE MOMENT ULTIMATE MOMENT = 1.3((5/3) * LLM +DLM) 1.3((5/3) * 11.70 + 3.375) = 29.73750 FOOT KIPS PER FOOT OF SLAB TOTAL TOP SLAB ULTIMATE DESIGN MOMENT = 29.73750 FOOT KIPS PER FOOT OF SLAB PAGE Z OF d PROJECT BY PRODUCT DATE ®Idcastle CLIENT CHECKED Precast' DATE AK-A (-S o4. T,4E . _ j ~ w 4 a1- sue, GTC~2 bF (tJCRES~ ; . 1 b7y 60 IS5 S t 5opo (5-75 A5 .i5~~ : y1 vFwku (NC _ [l t . , 00MA~ 1trw. (darn _ L. P w~2~p1b5~1'i~)Zg ?A ~y 2,~3~ r N l 1 OLD 315 - R 10/96 <.,Inl p<q,rr Rotondo Precast* 0Oldcastle SHEET # 3 TOP SLAB REINFORCING DESIGN BENDING 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)) = 0.63589 SQ. INCHES/FT. a = (As * fy)/(0.85 * b* fc) = 0.46757 INCHES SHEAR SHEAR OK PER AASHTO 3.24.4 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 > 0.63589 THEREFORE Asl OK TOP SLAB DISTRIB UTION REINFORCEMENT (FROMAASHTO 3.24.10) DISTRIBUTION REINFORCEMENT PERCENTAGE = 31.62278% DISTRIBUTION REINFORCEMENT REQUIRED = As2 = 0.20109 SQ.INCHES/FT. TOP SLAB MAINREINFORCEMENT (Asti Asl REQUIRED = 0.63589 SQ. INCHES/FT- USE #6's @ 6 INCHES Asl FURNISHED = 0.88358 SQ. INCHES/FT- TOP SLAB DISTRIBUTION REINFORCEMENT (As2) As2 REQUIRED = 0.20109 SQ. INCHES/FT. USE #5's @ 12 INCHES As2 FURNISHED = 0.30680 SQ. INCHES/FT. Rotondo Precast" 0Oidcastie SHEET#4 BOTTOM SLAB LOADING ASSUME BOTTOM SLAB IS SIMPLY SUPPORTED FROM SIDEWALLS CRITICAL CASE FOR BOTTOM SLAB OCCURS @ 0 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 0 FEET OF EARTH COVER STRUCTURE WEIGHT @ 150 PCF = 295.20000 KIPS 0 FEET OF EARTH COVER @ 120 PCF = 0.00000 KIPS DEAD LOAD = 295.20000 KIPS + 0.00000 KIPS = 295.20000 KIPS TOTAL ULTIMATE LOAD ONBOTTOM 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 + 295.20000) / 264.00000 = 1.97889 KIPS/SQ.FT 33 tiP5 -t 34' ).2 jy.iyr,pS + ULTIMATE MOMENT MAXIMUM MOMENT = (w * 1 * 1)/8 (1.97889 * 10 * 10)/8 = 24.73611 FOOT KIPS/FT TOTAL BOTTOM SLAB ULTIMATE DESIGN MOMENT = 24.73611 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)) = 0.52691 SQ. INCHES/FT. a = (As * fy)/(0.85 * b* fc) = 0.38743 INCHES SHEAR CALCULATE SHEAR @ Deff AWAY FROM FACE OF SUPPORT MAXIMUM BOTTOM SLAB LOAD =1.97889 KIPS/SQ. FT. V @ Deff AWAY FROM FACE OF SUPPORT = ((SPAN/2)-(Deff/12))*MAX BOTTOM LOAD (10/2-(10.625/12)) * 1.97889 = 8.14230 KIPS/FT. v actual = V/(b * Deff) 8.14230 KIPS/(12 A 10.625) = 63.86120 PSI v allowable = 0.85 * 2 * SQRT(fc) 0.85 * 2 *SQRT (8000) = 152.05262 PSI 63.86120 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/Fr. 3.42082 > 0.52691 THEREFORE As3 OK BOTTOM SLAB MAINREINFORCEMENT (As3) As3 REQUIRED = 0.52691 SQ. INCHES/FT. USE #6's @ 6 INCHES As3 FURNISHED = 0.88358 SQ. INCHES/FT. BOTTOM SLAB DISTRIBUTIONREINFORCEMENT (As4) As4 REQUIRED = 0.0 SQ. INCHES/FT. USE #5's @ 12 INCHES As4 FURNISHED = 0.30680 SQ. INCHES/FT. _ _ -_I _ PAGE XA OF • PROJECT BY PRODUCT DATE ®ldcastle CLIENT CHECKED Precast® DATE t.f5t~ts t..t~l~ '~'RAN~~ ~~13r►'! i~l~ ~A`~~ . '8t)►ListtJC~; ~~~~4' 1P 1k1P 6D -p6r Fgrr~bo2 aF ~13oYEuiUbt.:.. _ 150 ~s ►f ~;"-p"~ Y4.~ 2-95 2 ~i P5 mmA (~'1o'm~T j . . ' 1M A: w - tC ISyy,,,,n,md,„, OLD 315 - R70/96 ~'ZI' rny<Irdpal,rr PAGE OF PROJECT BY PRODUCT DATE Otdcastle CLIENT CHECKED Precast' DATE a 6('j t0 b25 16, b15 6z ' ~o Wo. o 37.E-~ a. . 41 TH 1!>QlLbMs 01,A lip of: t. M-0 cv OLD 315 - R 10/96 un<lnl puprr i Rotondo Precast" rn # 008954-6 QOldeastle 10'x 20' Section A-B SHEET # 9 CANTILEVER SECTION A 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 * 1 * 1)/2 + (w * 1 * 1Y6 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 - i - 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 * Deff) 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 Pbal = ((.85 * 0.85 * fe) / (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 @7 INCHES = (0:5259 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 PROJECT BY PRODUCT DATE Oldcastle CLIENT CHECKED Precast' DATE i , 11376,2 20! W .`-x'-15 W. S! C-A 3 - - - - - 014 q fYfl, F' WS ;A MF-) _ :-85- . Sft r Via. 17. ,F 36. rN\ p.ino-d M~ ~ OLD 315 - R70l96 nt',rt~lcdrygx~ PAGE 8 OF PROJECT BY PRODUCT DATE ®Idcastle CLIENT CHECKED Precast' DATE gar-~ a 1.31 -..7161 - 1 D as f~ , 14 - - xis A,-'cr. - - - ! J 4. 4 I. oq vxf r ~ . - k 3as 14 primal rqr ,OtD 315 - R10l96 ;~i1~' rrnrlyd pgrr I i PAGE 43F OF i PROJECT BY PRODUCT DATE oldCaS$le CLIENT CHECKED Precast' DATE I:Q 6a I.a5 : X382 }C 9a . ~a 1', ,blur ~$`~I :r _ . -I -7 7 I i. r i s - OLD 375 R70/96 `~l!.' rrcc~ A~xgkr SAP2000 x7.10 File: TANKll Kip-£t 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 0100 -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 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 "{jyyy[[[JJJ~ 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 -eoc 9.,1E-01 -10.24 6.853E-02 -2.22 0.00 -1,6.06 -1.044E-02 Z (ZJ►/ 5 LOAD1 ew) 0.00 -10.70 -6.853E-02 -1.29 0.00 -19.27 -1.044E702 2.3E-01 -10.70 -3.426E-02 -1.06 0.00 -19.00 1.304E-03 . r 4.6E-01 -10.70 0.00 -8.310E-01 0.00 -18.78 5.218E-03 C7 dwft 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 . y 6 LOAD1 Q 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 .y 9.1E-01 -10.67 6.853E-02 1.53 0.00 -19.27 -1.044E-02 Z. 7 LOAD1 V 0.00 -5.50 -1.05 -7.00 0.00 -7.906E-01 -2.45 V 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 0 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 0 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 0100 -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 0100 -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 0100 -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-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 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 O 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-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 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-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 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 0100 -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 619E-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 %•7.10 File: TANKll Kip-ft Units FACE 4 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 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 -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 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 0100 -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 0 11/17/00 16:14:53 ~9,_ 5m ~ 1 2 . co %m W ^ `O Wl r A 9 8 ~ 9 b b~~ SAP2000 v7.10 - File:tankl 1 - r-theta Plane Z=0 - Kip-ft Units SAP2000 ' 11/17/00 16:14:41 o\ \ N v 1 X m 8~ M r - 11162 6- . co 1 SAP2000 v7.10 - File:tankl l - Moment 2-2 Diagram (LOAD 1) - Kip-ft Units U SAP 2 0 0 0 11/17/00 16:14:26 1 2 1, - 1.53 `1053 Lil 2.00 X .00 cc m 2.e --2.0 1.5 '23 -l. • ~q ~ • 29 b2 m CS) SAP2000 v7.10 - File:tankl 1 - Shear Force 3-3 Diagram (LOAD1) - Kip-ft Units SOLIDS Concrete Volume: 3045658.0955 cu in Bounding box: X: 109.1803 3 253.1803 in Y: 138.7209 432.7209 in Z: -264.0000 0.0000 in Centroid: X: 181.8159 in Y: 282.2970 in Z: -133.2233 in Moments of inertia: X: 3.4851E+11 lb sq in Y: 1.8559E+11 lb sq in Z: 3.8129E+11 lb sq in Products of inertia: XY: 1.5660E+11 lb sq in YZ: -1.1508E+11 lb sq in ZX: -7.3683E+10 lb sq in Radii of gyration: X: 338.2752 in Y. 246.8508 in Z: 353.8250 in Principal moments (lb sq in) and X-Y-Z directions about centroid: I: 51750183417.1037 along [0.9999 -0.0136 -0.0069] J: 30807599098.5775 along [0.0130 0.9971 -0.0755] 2A, K: 37938550009.6133 along (0.0079 0.0754 0.9971] W LD o CO o O N O O O N - - - - - - - - - - - - - - - - SOLIDS Outside Volume of structure up to finished grade: 10595262.9173 cu in O Bounding box: X: -134.0992 109.5534 in Y. -40.5953 345.7099 in Z: -283.6457 92.9313 in Q Centroid: X: -12.2729 in U) Y: 152.5573 in I Z: -95.3572 in d" Moments of inertia: X: 4.5818E+11 lb sq in LC) Y. 1.8380E+11 lb sq in M Z: 3.4651E+11 lb sq in 00 Products of inertia: XY. -3.1089E+10 lb sq in O YZ: -1.3651E+11 lb sq in O ZX: 28312006202.4278 lb sq in Radii of gyration: X: 207.9523 in 6 1-11 U) Y. 131.7087 in y4 Z: 180.8431 in Principal moments (lb sq in) and X-Y-Z directions about centroid: I: 1.3263E+11 along [0.7463 0.3843 -0.5435] J: 73397714291,5464 along [0.0000 0.8165 0.5773] C: K: 93401034845.7277 along [0.6657 -0.4308 0.6093] O O (n 0- E 0 ryry' Q) O L U / o p z CUSTOMER: A Z CORPORATION D° m~ Rotondo Precast i X x Oldcastte ` o X X X 151 OLD FARMS ROAD PROJECT: PUMP STATION- DRY WELL o y p m X AVON. CONNECTICUT 06001 MOHEGAN SUN TELEPHONE (860) 673-3291 W Li PAGE OF PROJECT BY PRODUCT DATE Oldcastle CLIENT CHECKED Precast' DATE . o~u..: ` + 131, b IwtV QF Tfn1Y _41~f p `j J~i, gl-(ZA ~ - 131 r [ t f i 51 3-82 . ISIV A.6/• LF AM, 17 L-0 W T_l R10/96 OLD 315 • pfi- b.: 1 PAGE 19 DF PROJECT BY PRODUCT DATE Ol stle CLIENT CHECKED - Precast' DATE Co~c Vii: _To . CP._. t , ~p ' 4. t ' I , -ow J 1 _ prinvdm ,Ow 315 -R 10/96 rmrhAlnp.rr e PAGE OF T PROJECT BY j PRODUCT DATE Oldcav tle CLIENT CHECKED Precast' DATE ithpiK - P-5 i ter k WWI : : 92 12 , t : y.i prironl.,n 'OLD 315 - Rl M5 ~~r~+ rtrwlnf pM,rr B PAGE-41 OF r PROJECT BY PRODUCT DATE ®Idcastle CLIENT CHECKED Precast' DATE L R9L 14aO Ko = .33 - Dry soiF wt. 120 Sat. soil wt.= 120 Dry earth ultimate equivalent fluid pressure (psf/ft) Ka Soil unit weight .7 = 67.32 Sc turated earth ultimatege uivalent fluid pressure (psf/ft) Ka * (Soil unit weight-;62.4J 1.7 + (62.4 * 1.4),= 119.67 i2'=0" Lure I:oad surchar e~(psf) KaSail'unit weight * 1.3 * 5/3' = 171.:6' f f 19 . ~~~y~lf! 299.[8. _ _ ; Z,_~,• t7/ U gS,36i.~5 i`7ib "a 951~36 1.375N { 1 A 23' 5311 p prixq,d rnOLD 315 - R10156