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HomeMy WebLinkAboutStormDrainCalcsCIPCP(May6,1999) TERRAIN .c Engineering,~lnc. 25740 Washington Ave. . Murrieta, California 92562 . Ph: (909) 698.8471 . FAX: (909) 698.7898 6940 Tremont Rd. . Dixon, Caiifornia 95620 . (707) 678-3063 . FAX: (707) 678-4613 May 6, 1999 Mr. Clement Jimenez City of Temecula Engineering Department 43200 Business Park Drive Temecula, CA 92589-9033 RECEIVED JUN 71999 CITY OF TEMECULA ENGINEERiNG DEPARTMENl Re: Tract 23143-2 and 4 5torm Drain, Temecula, CA Dear Mr. Jimenez: , KIP Incorporated the storm drain contractor for the subject development is requesting the use of cast-in-place concrete pipe (CIPCP) in lieu of the specified RCP for portions of the subject storm drain line on plans by Ranpac, dated May 20, 1997. Hydraulic calculations increasing the "n" factor from 0.013 (RCP) to 0.014 C1PCP are enclosed and support the in lieu use of CIPCP. A structural analysis, similar to that performed May 20, 1999 for Crown Hills Parkway Storm Drain support the use of C1PCP. The most severe design loading situations analyzed are as shown in the following table: Hgl (ft Invert Dill. H (ft) above Vel F'c Added 5afety Tract Line (in.) cove pipe (fps (psi) cover (in factor 23143-2 Via Anqeles 36" 6.7 0 24.( 400C 2" 3.66 23143.4 Line A 30" 6.1 1.6 11.~ 400C 0 3.85 23143-4 Line A 30" 3.3 0 15.2 400C 0 2.58 ~~ The table includes requirements for concrete strength and extra cover at the invert due to velocity. Underground Engineering Consultants and Constructors General Engineering Contractors License A 609098 \ The soils in the area from information supplied by Petra Geotechnical are competent for CIPCP construction. A letter from Petra supporting CIPCP usage will be sent under separate cover. For the calculations the soil angle of internal friction 0 is taken at a conservative 300. Since C1PCP requires soil-structure interaction, the passive restraint from the soil is employed to provide the reinforcement required to keep the tensile stresses in the pipe from exceeding that of plain concrete (modulus of rupture). While soil having 0 at 300 develops full passive pressure of up to kp = 3.0 only that restraint needed to sustain the maximum stress with a safety factor of 1.5 minimum against the modulus of rupture used. In this case the minimum passive restraint coefficient: of 0.5 (kp at rest) is used. The maximum stress in the pipe ring is compared to the modulus of rupture of f'c = 4000 psi to calculate the safety factors. The calculations indicate safety factors of greater than 1.5 minimum with kp at 0.5 and f'c at 4000 psi, and support the use of C1PCP in the subject reaches. Enclosed with the calculations are technical data concerning C1PCP and the computer program used to perform the calculations. Should you have any questions please call me. eWG\ vg Sincerely yours, Curtiss W. Gilley, .E. enclosure 2- Circular Channel Analysis & Design Solved with Manning'S Equation Open Channel - Uniform flow Worksheet Name: TRACT 23143-2 Comment: CIPCP design check Via Angeles 36" SD Solve For Actual Depth Given Input Data: Diameter.......... Slope. . . . . . . . . . . . . Manning'S n.. ..... Discharge......... Computed Results: Depth. . . . . . . . . . . . . Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.00 ft 0.0651 ft/ft 0.014 90.70 cfs 1.63 ft- 23.12 fps 3.92 sf 2.85 ft 0.0186 ft/ft 54.32 % 158.02 cfs 169.99 cfs 3.56 (flow is Supercritical) Open Channel Flow Module, Version 3.12 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 JUN-83-99 as :14 PM DAVID NISHIMURA 8854973859 p.es 1'114' ! YATER SURFACt PROFILE LISTING liNE "A" - CAST-IN-PLACE PIPE ALTERNATE 100-TEAR fREQUENCY, (~IPAl 6/J/!J9 Prcparc:d By: Kip, Inc. $TATlON INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl lL NO AVBPR ELtv OF FLOY ELEV HtAD GRD.EL. €lEV DEPTH DlA ID NO. PIER L/HEH SO SF AVE HF NORM DEPTH ZR ~..~Y..~~~~%~:..~'tT..........t.t....t..................~~......'......'.......**'*~"**.*'*"~.A'lAA1~AA'A'""""A1A4441114_.'.. 3227.85 1217.44 1.85 1219.29 50.0 11.81 2.55 1111.84 .00 2.30 2.50 .00 .00 0 .00 11.08 .03311 .01011 .11 1.57 .00 3138.93 1117.81 1.94 1119.75 50.0 11.21 2.31 1121.07 .00 2.30 2.50 .00 .00 0 .00 1.45 .03311 .01814 .14 1.57 .00 3140.311 1118.05 1.04 1110.10 50.0 11.65 2.11 1221.20 .00 2.30 2.50 .00 .00 0 .00 4.71 .03311 .016&1 .08 1.57 .00 3251.0S 121B.21 1.16 1110.37 50.0 11.11 1.91 1111.28 .00 1.30 1.50 .00 .00 0 .00 1.83 .03311 .01543 .03 1.57 .00 l1$Ul 1118.27 2.30 1110.57 50.0 10.59 1.74 1111.31 .00 1.30 2.50 .00 .00 0 .00 JUNCT S TR .00000 .01086 .00 .00 3152.91 1118.17 3.94 1111.11 31.3 6.38 .63 1221.84 .00 1.91 1.50 .00 .00 0 .00 115.00 .01678 .00675 .18 1.44 .00 3367.92 1110.10 1.79 1111.99 31.3 6.38 .63 I22J.61 .00 1.91 1.50 .00 .00 0 .00 JUNCT Slll .00000 .00426 ,00 .00 33l'/.91 1/10.70 1.15 1/13 d~~ 16.0 5.09 .40 1/13.86 .00 1.44 1.00 .00 .00 0 .00 7.7.13 .0169G .00500 .14 LOS .00 3395.05 1221.16 1.43 1/13.59 16.0 5.09 .40 1113.99 .00 1.44 2.00 .00 .00 0 .00 WALL ENTRANCE .00 3395.05 1/11.16 3.23 1214.39 16.0 ,J5 .00 1114.39 .00 .3. 6.00 14.00 .00 0 .00 :3 JUN-S3-99 05:13 PM DAVID NISHIMURA STATlDN INVERT [L[V L/ELE~ 50 WW..~...~~........~~~~..A~~..~~A..~..~..~......~~.~..,.~......'~~~~~~~c.~~.~.~...........~....................................~..* 1857.14 P05 33 10.48 .03165 1171.611105.98 HYD;(AlillC JlIMP Z872.62 120S.~8 15.01 .03165 1897.64 1106.77 SL31 .03141 1946.96 110.1.36 119.93 .03141 3066.69 1212.15 3.11 .0'160 3012.00 1212.28 .00 .0'160 3071.00 1111.28 63.12 .03311 3135.11 121'.37 50.13 .03311 3165.15 1216.03 26.13 .03311 3111.38 1116.89 16." .03.l11 8854973859 VATER SURFACE PROFILt LISTIHG liNE "A" - CAST-IN-PLACE PIPE ALTERNATE IOO-YeAR FRrQUCNCY, (~IPA) 6/3/99 Prep~red Oy: Kip. Inc. DEPTH OF FI.OW v.s. nrv J.67 1209.00 3..J1 1209.30 1.58 1207.56 1. 60 1106.37 1.60 1109.98 1.59 1213.7' 1.59 1113.87 1.59 1213.87 1.63 1116.00 1.10 1211.73 1. 71 11l8.0J o 50.0 1019 50.0 10.19 50.0 IS.31 50.0 15.07 50.0 15.07 50.0 15.11 50.0 15.14 50.0 15.14 50.0 14.18 50.0 14.09 50.0 13." VEl. VEL HEAD SF AVE .01466 ENERGY ORO. EL. HF 1.61 1210.61 1.61 1210.91 .02711 3.6. 1111.10 3.53 1111.90 .03150 1.62 3.53 1113.S1 3.81 .03189 3.00 1117.3' .10 .03208 3.50 1111.44 .00 .03181 3.56 1m." 1.95 .03094 3.40 1219.39 1.42 . 01835 3.09 11/0.81 .66 .01524 2.81 1211.47 .31 .02254 SUPER CRlTrCAL ElEV DEPTH .30 .69 .00 130 .00 1.30 .00 1.3D .00 1.30 .00 1.30 .DD 2.30 .00 2.30 .00 2.30 .00 1.30 .00 2.30 .00 2.30 NORM OEPTH 1.60 1.46 1.46 1. 51 1.51 1.57 I.S7 HGTI OIA 1.52 2.50 2.50 1.51 2.50 1.60 2.50 2.50 2.50 1.50 1.50 2.50 2.50 eASEl fD NO. ZL ZR 1.50 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .DO .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 D .00 .00 .00 0 .00 P.84 PAGE 1 ND AV6PR PIER .00 .00 .00 .00 .00 .DO .00 .00 .00 .00 .00 '\ JUN-83-99 85:13 PM DAVID NISHIMURA 8854973859 P.03 ~.lAt Nb ~ WATER SURFACE P~OFIlE - ELEMENT CARD lISTING ELEHENT NO 1 IS A SYSTEH OUTLET . . . U!I DATA STAflON INVCRT SECT W S ELEV 2852.14 1205.33 3D 1209.00 ELENEN f. NO 2 IS A REACH . . U/S DATA STATION INVERT SECT N MOIUS ANGLE A~G PT HAN H 2897.64 1206.77 30 .013 .00 .00 .00 0 ELEHENT NO 3 IS A REACH . . . U!S UAli\ STATION I Nv[RT SCCT N RADIUS ANGLE ANG PT HAN II JOOfl.80 1112.15 3D .014 .00 .00 .00 0 n ENCNT NO 4 IS A REACII . . . U/S DATA STATION INVERT SECT N RAOIUS ANGlr ANG PT HANH 3072.001112.18 30 .014 .00 .00 .00 I ELENE'T NO 5 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGIC ANG PT MANH J252.92 1118.27 30 .014 .00 .00 .00 0 ELEHENTNO 6 IS A JUNCTlO' . . . . . . U/S DATA STATION INvEln SECT IAT-! LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 3151.01 1210.27 JO 18 18 .014 12.0 6.7 1218.82 1118.87 45.00 45.00 [l[H[flT 'NO ] 15 A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT HM H 3367.91 1120.20 30 .014 .00 .00 .00 0 ClCMENT NO II IS A JUNCTION . . . . . . u/S DATA STATION INVERT SECT LAT-I tAT-2 N 03 Q4 INVERT-3 INVERH PHI 3 PHI 4 3367.92 1120.70 JO 18 0 .014 15.3 .0 1211.10 .00 45.00 .00 VARNING -,ADJACENT SECTIONS ARE NOT 10ENTICAL . SEE SECTION NIiMOCRS AND CHANNEL OEFlNITIONS ELEMENT NO 9 IS A REACH . . . U/S DATA STATION INVERT SECT N RAe I US ANGLE ANO PT NAN H 3395.D5 1121.16 24 .013 .00 .00 .00 0 H[M[NT NO . 10 IS A WAll fllTRANCE . VIS DATA STATION INVeRT SECT pp 3355. OS 1221.16 1 .200 EWIENT NO II IS A SVSTEK HEAOWORKS . . U/S DATA STATION INVERT SECT V 5 ELEV 33SS.05 1221.16 1 .00 NO fDIT E~RO~S ENCOUNTERED-COKPUfATION IS NVW aEGINNING .. WA<N1NG ND. 1 .. - YATER SVR,ACE fLfVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN IIOVKOS. Y.S.eLEV = INV + DC =5 JUN-83-99 85:L2 PM DAVID NISHIMURA 8854973859 P_82 STORM DRAIN ANALYSIS PLUS Orl;tnal,vers1on by Lot Angeles County PubliC Works Pur'lons.Copyrlght.~ by CIVIL50fT, 1986. 1987, 19B9 VerslQn 1.20 5erl., N,mber 07010175 Jun 3. 1999 17:/6:59 Input fil. : klp4.d.t Outp~t file: ~'ra.out INPUT FILF LISTING 11 '.INE "A" . CAST-IN-PLPCf PIPE ALTERNATE TI 10D.YEAR FREQUlNCT, 13 Prepared 8y: Kip, In~. SO 165/.I.II05.3J JO .013 R 2697.6'120G.77 30 .013 R 3068.691212.1' 30 .01' R 3072.001111.1830 .01' R 315/.921218.17 30 .01. JX 3251.911118./7 30 18 18.01' 11.0 R 3367.nmO.20 30 .014 JX J357.921110.70 30 18 .01. 15.3 R 3395.051111.16 I. .013 ~E 1 .100 S~ 1 ("IPA) 613/99 1109.00 6.71218.811218.67.5.0 4,.0 1//1.20 .5.0 SP WATER SURFACE PROfiLE - CHANNEL OEFlNlTlON LISTING PAGE CARO SECT CHN NO or AVf PIER HEIGHT 1 BASE ZL ZR UV YO) Y(ll Y(3) y(.) Y(5) Y(6) Y(T) Y(8) Y(9) YIIO) COOL NO TYPE I'IERS WIDTH OIAMETER ~JDTH DRQP CO :1 3 0 .00 6.00 14.00 .00 .00 .00 CD 18 4 1.50 CD 30 4 2.~O CD 24 4 /.00 c, JUH~e3-99 05:1'5 PM ...J LJ I DAVID HISHIMURA 8054973059 P.B6 . . !.., ........ ........~... ....n.........~.... _.n.... .91-r~:!i. '1'I:~1]" __....... '! ........,..........~.................. ; : T~it::r.P."-m-; ! : : I : : : : : ~: '--.:~r~;,^:~L ! I -u ~:cr-;;s :...................~...tr """": ................ .: o o . " M o "' .. . '" M . . .. n_ n... ..-. -~... ... _ --. _.... _h .1--..... _ __ __ u.... , : : \ I. : : : : : I ~ : : , . . \ I '0. . . . . , '<i' . , . ~M"""" -. ....... .~........+.. ,.,.. J.~ ......., ..n...!........ .n.. ......:.................. i..... h........... ' . I' . , . ' : !;VI . . . : I : . II ' I g . "" M . . a'QI21 ".IiJ: : ./"'C a.."">~ ,,,: _...... .....:;;-........;....l."ZW.:..(..",.,4J: 2bC:'o;;-C;~ o~s: o "' . '" M . . !..............h...~ ... '" M + '" C", \' \ ...)\"~ \ :-..................:..................'......\........ : ' . r----. : ... \ ' ':l : '" !...............n..; n .<J1 , ;;; I: o .p 2 (j .,', +' M(I) /.. .-~~, ez-al.~1 "013 oo'~-z:'bl;.-o,ii-;- .l'll('! "'''13 ';'A'M';t,"r'M~'i.r M In + ~. ,., \ \ o .., . o ,., ~., '" , '" '" . . ,.... ....................... ,. ........~...... ... ............... ......... -! l'J W ---,...---..-. u o '"' '" o ,., ~ '" ,u ~ o (\J ~ If) o ~ v, ~ M ~ o ... ~ UO!+OA-31J 1 resultnew.dat TERRAIN ENGINEERING INC. 25740 WASHINGTON AVE. MURRIETA,CA 92560 CAST-IN-PLACE EARTH REINFORCED CONCRETE PIPE STRUCTURAL ANALYSIS CAPLCOP v. 3.00 TITLE: TRACT NO. 23143-2, VIA ANGELES 36" SD LOCATION: TEMECULA, CA DATE: 6- 3-l999 TIME: l7: 17 NOMINAL DIAMETER (in)= MIN. WALL THICKNESS (in)= X-SECT. MIN AREA (in**2)= MOMENT OF INTERIA (in**4)= AREA FOR STRESS CALC (in**2)= DISTANCE FROM MID-SEC TO NA (in)= PIPE DATA 36 3.5 434 3.6 3.5 .1 LIVE LOAD DATA DESCRIPTION= AASHTO CULVERT, HS20 POINT LOAD (LBS)= 16000.0 SOIL DISTRIBUTION= 7.00 ACROSS - 8.00 DOWN PAD ANGLE= 1.57radians UNIFOffi1 LOAD ON THE PIPE (psi)= .8 WIDTH OF UNIFORM LOAD (in)= 43.0 TRENCH HEIGHT (ft)= TOTAL COVER HEIGHT (ft)= UNIT WEIGHT OF FILL SOIL (pcf)= UNIT WEIGHT OF IN-SITU SOIL (pcf)= RANKINE COEFFICIENT OF IN-SITU SOIL= MARSTON LOAD (psi)= CONCRETE STRENGTH (psi)~ MODULUS RUPTURE (psi)= WATER HEIGHT OVER PIPE CROWN (ft)= UNIT WEIGHT OF CONCRETE (pcf)= UNIT WEIGHT OF WATER (pcf)~ Page 1 SOIL DATA 2.0 6.7 130 120 .5 5.2 MISC DATA 4000 569 .0 150 62.4 B resultnew.dat TRACT NO. 23143-2, VIA ANGELES 36" SD LOCATION (deg from crown) .0 15.0 30.0 45.0 60.0 75.0 90.0 l05.0 120.0 135.0 150.0 165.0 l80.0 RESULTS OF ANALYSIS MOMENTS AT LOCATIONS IN PIPE CROSS SECTION MOMENT MARSTON (in-lbs/in) 506 438 252 -2 -256 -442 -510 -442 -256 -2 252 438 506 MOMENT LATERAL (in-lbs/in) -337 -294 -175 -9 161 291 346 308 184 6 -175 -310 -360 MOMENT DEAD (in-lbs/in) 41 36 23 4 -l6 -35 -46 -44 -29 -3 23 44 52 MOMENT LIVE (in-lbs/in) 78 68 39 o -39 -68 -78 -68 -39 o 39 68 78 MOMENT WATER (in-lbs/in) 52 46 30 6 -19 -43 -57 -57 -40 -10 26 6l 87 RING THRUSTS AT LOCATIONS IN PIPE CROSS SECTION LOCATION THRUST THRUST THRUST THRUST THRUST (deg from MARSTON LATERAL DEAD LIVE WATER crown) (lbs/in) (lbs/ in) (lbs/ in) (lbs/in) (lbs/in) . 0 0 -64 1 0 9 15.0 -6 -60 1 0 8 30.0 -25 -49 0 -3 8 45.0 -51 -33 -2 -7 6 60.0 -76 -17 -4 -11 5 75.0 -95 -4 -6 -14 4 90.0 -102 0 -8 -15 3 105.0 -95 -3 -9 -14 4 120.0 -76 -17 -8 -11 6 135.0 -51 -35 -6 -7 10 l50.0 -25 -55 -3 -3 14 165.0 -6 -69 -1 0 18 180.0 0 -75 0 0 20 Page 2 q, resultnew.dat TRACT NO. 23143-2, VIA ANGELES 36" SD SHEARS AT LOCATIONS IN PIPE CROSS SECTION LOCATION SHEAR SHEAR SHEAR SHEAR SHEAR (deg from MARSTON LATERAL DEAD LIVE WATER crown) (lbs/in) (lbs/ in) (lbs/in) (lbs/ in) (lbs/in) .0 0 0 0 0 0 15.0 -25 17 -1 5 -1 30.0 -44 36 -2 9 -3 45.0 -51 58 -3 10 -4 '60.0 -44 82 -3 10 -4 75.0 -25 107 -2 7 -3 90.0 0 129 0 3 -1 105.0 26 l42 2 0 2 120.0 45 l43 4 -5 5 135.0 52 129 5 -11 7 150.0 45 97 5 -18 7 165.0 26 53 3 -25 6 180.0 0 0 0 -31 4 TOTALS (without water loading) LOCATI ON (deg) .0 :15.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 l80.0 MOMENT (in-lbs/in) 287 247 138 -8 -153 -256 -290 -248 -142 o 138 238 275 THRUST (lbs/ in) -63 -68 -79 -95 -111 -122 -127 -l25 -115 -102 -89 -79 -76 SHEAR (lbs/ in) o -4 -2 13 44 86 131 169 l86 173 128 55 -31 Page 3 \0 resultnew.dat T.RACT NO. 23143-2, VIA ANGELES 36" SD STRESSES (p.s.i.) - without head & water Load Tension (+); Compression (-) LOCATION OD FIBER SAFETY FACTOR ID FIBER SAFETY FACTOR .0 -162 24.55 118 4.83 15.0 -143 27.79 98 5.83 30.0 -91 43.32 42 13.40 45.0 -22 176.13 -31 125.27 60.0 46 12.49 -104 38.09 75.0 94 6.05 -156 25.45 90.0 110 5.17 -174 22.85 105.0 90 6.35 -153 25.93 120.0 39 14.70 -100 39.65 135.0 -28 138.33 -29 134..29 150.0 -94 42.00 40 14.24 165.0 -142 27.95 90 6.30 180.0 -160 24.92 l09 5.24 MINIMUM ~~CTOR OF SAFETY= 4.83 STRESSES (p.s.i.) - with head & water load Tension (+); Compression (-) LOCATION .0 15.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 180.0 OD FIBER -186 -164 -104 -23 57 117 l40 120 61 -20 -103 -168 -198 MINIMUM FACTOR OF SAFETY= SAFETY FACTOR 21. 42 24.26 37.96 l65.58 9.96 4.86 4.05 4.74 9.28 194.13 38.3l 23.68 20.13 Page 4 ID FIBER l45 122 59 -26 -112 -176 -201 -180 -118 -31 57 124 155 3.66 SAFETY FACTOR 3.92 4.66 9.66 147.79 35.36 22.61 19.81 22.10 33.67 124.79 10.07 4.57 3.66 \\ ,- --- Cd) '0 co '0 'Q. (]) co .c (]) ,- ~ J::. ,Cd) ~ ~ ~ (]) ~ (]) ~ ,Q) ,Q (]) ,Q (J) u.. .0 u.. ,Q I Cd) Q i.i: Q u.. I Cd) 0 Q 0 Q IQ) I ' .... ,..., <>> tJ) , <>> (;) - <D \2.- resultnew.dat TERRAIN ENGINEERING INC. 25740 WASHINGTON AVE. MURRIETA,CA 92560 Cl,ST-IN-PLACE EARTH REINFORCED CONCRETE PIPE STRUCTURAL ANALYSIS CAPLCOP v. 3.00 TITLE: TRACT NO. 23143-4, FOX ROAD LINE A 30"(a) LOCATION: TEMECULA, CA DATE: 6- 3-l999 TIME: 17: 1 NOMINAL DIAMETER (in)= MIN. WALL THICKNESS (in)= X-SECT. MIN AREA (in**2)= MOMENT OF INTERLA (in**4)~ AREA FOR STRESS CALC (in**2)~ DISTANCE FROM MID-SEC TO NA (in)= PIPE DATA 30 3.0 311 2.3 3.0 . 0 LIVE LOAD DATA DESCRIPTION= AASHTO CULVERT, HS20 POINT LOAD (LBS)= 16000.0 SOIL DISTRIBUTION= 7.00 ACROSS 8.00 DOWN PAD ANGLE= 1.57radians UNIFORH LOAD ON THE PIPE (psi)= 1.0 WIDTH OF UNIFORM LOAD (in)~ 36.0 TRENCH HEIGHT (ft)= TOTAL COVER HEIGHT (ft)= UNIT WEIGHT OF FILL SOIL (pcf)= UNIT WEIGHT OF IN-SITU SOIL (pcf)= RANKINE COEFFICIENT OF IN-SITU SOIL= MARSTON LOAD (psi)= CONCRETE STRENGTH (psi)~ MODULUS RUPTURE (psi)= WATER HEIGHT OVER PIPE CROWN (ft)= UNIT WEIGHT OF CONCRETE (pcf)= UNIT WEIGHT OF WATER (pcf)= Page 1 SOIL DATA 2.0 6.l 130 120 .5 4.7 MISC DATA 4000 569 1.6 150 62.4 \3> resultnew.dat TRACT NO. 23143-4, FOX ROAD LINE A 30"(a) LOCATION (deg from crown) .0 15.0 30.0 45.0 60.0 75.0 90.0 105.0 l20.0 135.0 150.0 165.0 180.0 RESULTS OF ANALYSIS MOMENTS AT LOCATIONS IN PIPE CROSS SECTION MOMENT MARSTON (in-lbs/in) 316 273 157 -1 -159 -276 -318 -276 -159 -1 157 273 316 MOMENT LATERAL (in-lbs/in) -211 -184 -109 -5 101 182 216 192 114 4 -109 -193 -224 MOMENT DEAD (in-lbs/in) 24 21 14 2 -9 -21 -27 -26 -17 -2 14 26 31 MOMENT LIVE (in-lbs/in) 66 57 33 o -33 -57 -66 -57 -33 o 33 57 66 MOMENT WATER (in-lbs/ in) 30 27 18 4 -11 -25 -33 -33 -23 -5 15 36 51 P.ING THRUSTS AT LOCATIONS IN PIPE CROSS SECTION LOCATION THRUST THRUST THRUST THRUST THRUST (deg from MARSTON LATERAL DEAD LIVE WATER crown) (lbs/in) (lbs/in) (lbs/in) (lbs/in) (lbs/ in) .0 0 -48 1 0 6 l5.0 -4 -45 0 0 6 30.0 -18 -36 0 -3 5 45.0 -37 -24 -1 -7 4 60.0 -57 -12 -3 -11 3 75_0 -71 -3 -4 -14 3 90.0 -76 0 -6 -15 2 l05.0 -71 -2 -6 -14 3 120.0 -57 -12 -6 -11 4 135.0 -37 -26 -4 -7 7 150.0 -l8 -41 -2 -3 lO l65.0 -4 -51 0 0 12 l80.0 0 -55 0 0 14 Page 2 \'\ resultnew.dat TRACT 'NO. 23143-4, FOX ROAD LINE A 30"(a) SHEARS AT LOCATIONS IN PIPE CROSS SECTION LOCATION SHEAR SHEAR SHEAR SHEAR SHEAR (deg from MARSTON LATERAL DEAD LIVE WATER crown) (lbs/ in) ( lbs/in) (lbs/in) (lbs/in) (lbs/in) . 0 0 0 0 0 0 15.0 -18 13 0 5 -1 30.0 -32 27 -l 9 -2 45.0 -37 44 -2 10 -3 .60.0 -32 62 -2 10 -3 75.0 -l8 81 -1 7 -2 .90.0 0 97 0 3 0 105.0 19 l07 1 0 1 120.0 33 108 3 -5 3 135.0 38 96 4 -11 5 150.0 33 73 4 -18 5 165.0 19 39 2 -25 4 180.0 0 0 0 -31 3 TOTALS (without water loading) LOCATION (deg) .0 l5.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 l80.0 MOMENT (in-lbs/in) 194 167 94 -5 -103 -173 -197 -169 -96 o 94 162 187 THRUST (lbs/ in) -47 -51 -60 -73 -85 -95 -99 -96 -89 -78 -67 -59 -56 SHEAR (lbs/in) o -2 o 13 36 67 99 126 138 l27 91 35 -31 Page 3 \C;- resultnew.dat TRACT NO. 23143-4, YOX ROAD LINE A 30"(a) STRESSES (p.s.i.) - without head & water Load Tension (+); Compression (-) LOCATION OD FIBER SAYETY YACTOR ID YIBER SAFETY FACTOR .0 -l48 26.76 109 5.20 15.0 -131 30.30 91 6.27 30.0 -84 47.27 40 14.20 45.0 -20 194.51 -27 140.67 -60.0 42 13.40 -95 4l.70 75.0 87 6.51 -143 27.72 90.0 l03 5.55 -160 24.83 105.0 84 6.77 -141 28.15 120.0 37 l5.35 -92 43.l0 135.0 -24 156.97 -26 148.86 l50.0 -86 45.97 38 14.97 165.0 -131 30.41 85 6.70 180.0 -l47 27.07 102 5.58 MINIMUM YACTOR OY SAYETY= 5.20 STRESSES (p.s.i.) - with head & water load Tension (+); Compression (-) LOCATION .0 15.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 180.0 OD YIBER -159 -139 -86 -12 60 114 135 117 63 -9 -85 -l43 -169 MINIMUM YACTOR OY SAYETY~ SAYETY FACTOR 25.00 28.50 46.16 298.98 9.49 4.99 4.22 4.88 8.97 382.66 46.57 27.84 23.55 Page 4 ID FIBER 139 119 62 -15 -93 -151 -173 -154 -98 -19 60 121 148 3.85 SAYETY YACTOR 4.08 4.80 9.25 246.97 42.55 26.39 22.98 25.81 40.52 196.57 9.56 4.72 3.85 \(0 ,- ,.- en -0 I1l -0 Q. OJ I1l .c OJ ,- ~ .c en '- "- ~ OJ "- OJ "- (1) ..c OJ ,Q OJ l.L ,Q l.L ..c en 0 l.L 0 u: en 0 0 0 0 (1) I ... ,..., Ol ICI) Ol - M - co \1. resultnew.dat TERRAIN ENGINEERING INC. 25740 WASHINGTON AVE. MURRIETA,CA 92560 CAST-IN-PLACE EARTH REINFORCED CONCRETE PIPE STRUCTURAL ANALYSIS CAPLCOP v. 3.00 TITLE: TRACT NO. 23143-4, FOX ROAD LINE A 30"SD LOCATION: TEMECULA. CA DATE: 6- 3-1999 TIME: 16: 42 NOMINAL DIAMETER (in)= MIN. WALL THICKNESS (in)= X-SECT. MIN AREA (in**2)= MOMENT OF INTERIA (in**4)~ AREA FOR STRESS CALC (in**2)= DISTANCE FROM MID-SEC TO NA (in)= PIPE DATA 30 3.0 311 2.3 3.0 .0 LIVE LOAD DATA DESCRIPTION= AASHTO CULVERT, HS20 POINT LOAD (LBS)= 16000.0 SOIL DISTRIBUTION= 7.00 ACROSS 8.00 DOWN PAD ANGLE~ 1.57radians UNIFORM LOAD ON THE PIPE (psi)= 3.3 WIDTH OF UNIFORM LOAD (in)= 36.0 TRENCH HEIGHT (ft)= TOTAL COVER HEIGHT (ft)= UNIT WEIGHT OF FILL SOIL (pcf)= UNIT WEIGHT OF IN-SITU SOIL (pcf)= RANKINE COEFFICIENT OF IN-SITU SOIL= MARSTON LOAD (psi)= CONCRETE STRENGTH (psi)= MODULUS RUPTURE (psi)= WATER HEIGHT OVER PIPE CROWN (ft)~ UNIT WEIGHT OF CONCRETE (pcf)= UNIT WEIGHT OF WATER (pcf)= Page 1 SOIL DATA 2.0 3.3 130 120 .5 2.8 MISC DATA 4000 569 . 0 150 62.4 18 resu1tnew.dat TRACT NO. 23l43-4, FOX ROAD LINE A 30"SD LOCATION (deg from crown) .0 15.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 180.0 RESULTS OF ANALYSIS MOMENTS AT LOCATIONS IN PIPE CROSS SECTION MOMENT MARSTON (in-lbs/in) 192 166 95 o -96 -167 -193 -167 -96 o 95 166 192 MOMENT LATERAL (in-lbs/in) -131 -114 -69 -5 6l 114 137 123 75 4 -69 -124 -144 MOMENT DEAD (in-lbs/in) 24 21 14 2 -9 -21 -27 -26 -17 -2 14 26 31 MOMENT LIVE (in-lbs/in) 226 195 112 o -114 -197 -227 -197 -114 o 112 195 226 MOMENT WATER (in-lbs/in) 30 27 l8 4 -11 -25 -33 -33 -23 -5 15 36 51 RING THRUSTS AT LOCATIONS IN PIPE CROSS SECTION LOCATION THRUST THRUST THRUST THRUST THRUST (deg from Ml\..RSTON LATERAL DEAD LIVE WATER crown) (lbs/in) (lbs/in) (lbs/in) (lbs/ in) (lbs/inJ . 0 0 -29 1 0 6 15.0 -2 -27 0 -3 6 30.0 -11 -22 0 -13 5 45.0 -22 -15 -1 -26 4 60.0 -34 -7 -3 -40 3 75.0 -43 -1 -4 -50 3 90.0 -46 0 -6 -54 2 105.0 -43 -1 -6 -50 3 120.0 -34 -7 -6 -40 4 135.0 -22 -17 -4 -26 7 150.0 -11 -26 -2 -l3 10 165.0 -2 -33 0 -3 12 180.0 0 -36 0 0 14 Page 2 \,\ resultnew.dat TRACT 'NO. 23143-4, FOX ROAD LINE A 30"SD SHEARS AT LOCATIONS IN PIPE CROSS SECTION LOCATION SHEAR SHEAR SHEAR SHEAR SHEAR (deg from MARSTON LATERAL DEAD LIVE WATER crown) (lbsl in) (lbsl in) (lbs/in) (lbsl in) (lbsl in) .0 0 0 0 0 0 15.0 -11 8 0 17 -1 30.0 -19 16 -1 30 -2 45.0 -22 26 -2 36 -3 60.0 -19 37 -2 34 -3 75.0 -11 48 -1 25 -2 90.0 0 58 0 '12 0 105.0 12 65 1 -2 1 l20.0 20 66 3 -20 3 135.0 23 60 4 -41 5 150.0 20 45 4 -65 5 165.0 12 25 2 -88 4 180.0 0 0 0 -109 3 TOTALS (without water loading) LOCATION (deg) .0 15.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 180.0 MOMENT (in-lbs/in) 309 267 151 -5 -160 -272 -312 -268 -l54 o 152 262 303 THRUST (lbsl in) -28 -33 -48 -68 -87 -102 -107 -103 -90 -72 -54 -42 -37 SHEAR (lbs/in) o 12 24 36 48 59 69 74 68 45 4 -50 -109 Page 3 20 resultnew.dat TRACT NO. 23143-4, FOX ROAD LINE A 30"SD STRESSES (p.s.i.) - without head & water Load Tension (+); Compression (-) LOCATION OD FIBER SAFETY FACTOR ID FIBER SAFETY FACTOR . 0 -221 l8.00 190 2.99 15.0 -194 20.53 161 3.53 30.0 -119 33.28 82 6.98 45.0 -18 210.95 -26 150.89 60.0 81 7.01 -132 29.96 75.0 153 3.71 -210 18.98 90.0 179 3.19 -237 16.80 105.0 150 3.79 -208 19.17 120.0 76 7.50 -129 30.68 135.0 -23 167.51 -24 160.34 150.0 -122 32.63 79 7.16 165.0 -193 20.58 155 3.66 180.0 -220 l8.14 183 3.11 MINIMUM FACTOR OF SAFETY= 2.99 STRESSES (p.s.i.) - with head & water load Tension (+); Compression (-) LOCATION .0 15.0 30.0 45.0 60.0 75.0 90.0 105.0 120.0 135.0 150.0 165.0 180.0 OD FIBER -240 -210 -130 -l9 90 l72 203 174 94 -l6 -129 -214 -250 SAFETY FACTOR 16.59 18.91 30.64 199.04 6.29 3.31 2.81 3.27 6.06 232.96 30.82 18.62 15.94 MINIMUM FACTOR OF SAFETY= Page 4 ID FIBER 212 181 95 -22 -139 -225 -258 -229 -144 -26 93 l83 220 2.58 SAFETY FACTOR 2.68 3.15 6.01 177.06 28.59 l7.67 15.41 17.41 27.66 149.57 6.14 3.12 2.58 "Z..~ ,- ,.- en "C ro "C C. Q) ro .c Q) ,- ~ .c en '-- '-- ~ Q) '-- Q) '-- CD .a Q) .a Q) u.. .a u.. .a en 0 u.. 0 u:: en 0 0 0 0 CD I ... ,~ 0) 1(1) ~ ~ '" 2..2- ---'- ". -. STRUCHTRU A..'iAlYSIS A cast-in-place ~3I'JJ. reinforced concrete pipe system is constructed as a cantinllaus s'u'1gle.. st:lge monoEtbic CastiI1g in a round bottom tre:lch excav~ted to the des1gTI oute: di2!ilet=: ofd1e pipe. Tne tre;,.ch is actually a tre;,.ch for:n for a self propelled c:!Stlng mac:une to slip for.n the pipe directly in the tre:!ch "neat" to the excavated trench wall and invert. This is in contr'...st to a reL..llorced concrete pipe system, which is constructed by placing factory-manufactured pipe in an excavated trench with bedding a!ld pbceme:!t of compacted back.'ill material arou:ld and over the p"pe. Cast-in-Place E3I'J1 Reinforced Concrete Pipe is a soil str"Jcture interaction depe::u!ent product that relies upon competent soils for the development of the lateral force field needed to contain the ma'tUnum te::LSile stress in the pipe r'illg to that which is safely less than that of the rupture stress of the concrete. TIDs is in contrast to steel reinforced concrete pipe where reinforcing steel in the pipe rh'1g is utilized \\ith compacted bedding to provide the force field necessa'j" to keep the tensile stresses in the pipe ring from exceeding the allowable desig:l stresses for the pipe_ . The analysis of earJ1 reLiuorced cast-in-pbce concrete pipe falls in the category of smaIl deflection theory. The structural computational program employs classical principles of t\vo dimensional plane strain utili7ing Roark's Formulas for Stress and Strain (el-' Edition by Warren C. Young, 1989, Circular ri.TJgs and arches, Chapter8.) Tne structu.-al analysis program used is CAPLCOP ST 1.04. .': These calculations are prepared on the worst case situations wh~re imposition of the most severe loadings is used to abci'1 the hi~1est stresses 'Within the pipe. A st::'Jctl4-al analysis supporting the use afCast-In-Place EarJJ. Reinforced Concrete Pipe (CIPCP) as an alternative to the reiruorced concrete pipe (RCP) specified for the star.n <L~ systeUl for the subject project has b= perforwed.. Tnese calculations and references data for CAPLCOP computation follow ~js discussion. Tne vertical loading applied is a combination of:vrarston earJ110ad with HS20 .:\.:\SHTO live loading. A..l.SHTO live load impact is included where the cover is 3' or les5. Th ac:u.:.llive load applied is a 16,OOO-lb. whe:llaad talcen as a point load (more conservative tha'i the A.:\SHTO 2.?::> ..' -~-.- 'footpr'..i1t load) spre~d to the pipe at 7H: 8V. T.~e de~d weight of the pipe is included. T.'le stress . calculations are made ",il~ the pipe empty and full of water. Hydr:)stztic loading is incluced where . the hydraulic grade line is above the pipe soffit The lateralloadlng applied, which pro,ides the cOtmter mOwe:!ts to resist the moments result'illg from the vertic:1110ad, relies upon the pr'u'lcip1es of soil structure inter.lction si;:ce the pipe : is c:ost in a trench having vertical side walls and an inve:t area shaped to the pipe outside diameter , (ear-J1 reinforcement). For CIPCP, the vertical loading pusllli'lg downward causes the pipe to ddIect . out.vard to the trench walls (structure pushes to soil, passive move:ne:1t). This passive movement : activates the passive pressure chm.cteristic of the soil, Kp. ,: Rar-Jdne theory for the development of the lateral pressure coefficient depem!s on the soil : angle of i!1temal friction 0. This value for CIPCP v",-ies from a lower limit, Kp = 1 - Sin 0, "at rese', to an upper limit of Kp =1 + Sin 0/ 1 - Sin 0. Tne amount of the available Iate,a! force activated depends on the ratio of anticipated will movement to wall heig.~t and the internal angle of mction of the soil. Tne better the soil the less movement req,uired to activate higher lateral resisting . ,forces (reference the enclosed figure, Relationship between wall movement a.nd ear".n pressu.~, Clough, G_W., a.nd Ducan, JM.199 1. E2.r'.n Pressures. FOIl!l&tion Ent_neer'wgoa.ndbook, ed. R-Y Fang, pp 224,235). For this CIPCP design, a very conservative pressure coefficient for design ranges from 0.5 to amaxllnum on.o. Tile values used in these analysis are those that constrain the tensile stresses in the pipe ring to that of the modulus ofropture with a miriml!Ill safety fuetor of1.5. These conservative Kp for latera! pressure combined ",ith the selection of a'! appropriate concrete streng"J1 'provide the criteria used to calculate design stresses in the pipe r.ng. Tne progra."1l at user selected points pfthe pipe's cross-section, determines mome:!ts, thr<lSt (ring, compression), and shears. The program queries the user for the following infoffi1ation: nodnal dia.rneter, dista.nce from top of crOWll to top of trench, total fill height, lli-llt wetg.i.t of the sait Rankine coefficient oflat~:-a! pressure, ul1i-nate streng":.h a..l1d modu.lus ofruptLrr-e of the concrete~ live load, hydrostatic head above crown (if full), and the number of points of the cross-section, between cro\\n a.'!d inve:t, the user ",ishes to have a'1alyzed. UsuaUy 5 pOL'!ts (45 degrees) a..re used, but e:l.cn 5 degrees ca~ be selected which provide 37 points from crown to i,.,'ert. :: z.~ --...-.'.... '. _..-r. -''- :_". Tne progrom m3lyzes the cross-section for line:!! (R:m.lcine) lateral loads from outer invert to top ofha1l.'1ch, (a more conservative loading than from top of pipe) and for hor',zontaI distribution of vertical loads at crO\\ll a.'1d invert. Tne outputs are the stresses, and the associated factors of safety at the inner and outer pipe surface at the user selected points. For this analysis, the stresses and associated factors of safety are computed at 5 POL-'1ts from crO\l<ll (0 degrees) to invert (180 degrees.) For these design situations, the stresses are measured ag2.inst the modulus of rupture to obtain a safety factor. Tne minimum recommended safety factor is 1.5. The analysis show :mipimlL'TI safety factors .that exceed \.5. As 2>.'1 additional safety factor, the soils .2Ie capab~e of provic!il1g for more support than that used in these c3lculations, i.e., bJcine of 0.5 minim= to that value providing the ma:'CimlL'Il recommended passive pressure. i ., For additional information reg",-ding structILral capability of ClPCP, refer to papers,prep2red by myself 2.c'1d Lester G2briel, P .E., Ph.D. Tne paper entitled "Field Test of i2" Diameter Cast-in- Place Concrete Pipe" was published in the ASCE JOlL11lal of Tra!!Sporultion Ent.neering, Janua..-y1F ebr.Jary 1992. The paper entitled "Fi.eld Performance of Structures and Nondestructive ::Evaluation of Subsurface Inu"-astructure" was published in the Tr2!!Spor.E.tion Rese2!ch Recore!, No. .1415, Soils, Geology, and Foundations, Washington, D.C., in 1993. 25 ::i rn-TIJIJ.' ~ ~ ~ YfN~_ \ j .1. . I /1~'"' " 1--- ~I! ~ ' . . . ;\ 'YJ ~ ;> ~ ~. , , ~..J. lllfIIUJ- , ,. .' , N-' 10 c:~+ . !... 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