Loading...
HomeMy WebLinkAboutStorm Drain Line B' ,- ~ ~ TERRAIN ENGINEERING, INC. 25740 Washington Avenue Murrieta, CA 92562 Tel: 909.698.789Q Fa~c: 909.698.7898 January 25, 2001 Clement M. Jimenez, P.E. City of Temecula, Dept. of Public Works 43200 Business Park Drive Temecula, CA 92589-9033 Re: Harveston School, Storm Drain Line B, 24" Sta 3+89 to 5+61 Dear Mr. Timenez, The Contractor for the storm drain portion of this project has requested cast-in-place concrete pipe be used in lieu of RCP for that portion of 24" storm drain tine B, from station 3+89 to 5+61. A structural analysis similar to that performed for Tract 23143-2 & 4 and North Plaza Parcel Map, is enclosed to support the use of cast-in-place concrete pipe (CIPCP). The Geotechnical Engineer for this project is Leighton & Associates. The Civil Engineer is RBF Consulting Engineers. A review of the plans show that the pipe will be constructed entirely in engineered fill. The soil situation created by this fill construction will readily accommodate the construction of CIPCP and provide the earth reinforcement needed for the structural performance of the pipe. CIPCP obtains its strength to sustain vertical loads generated by HS20 live load, earth dead load, and water load from the stiffness of the adjacent soil through soil structure interaction. Through this soil structure interaction, lateral restraint is generated. This lateral force provides the necessary counter moment and thrust to keep the tensile stresses in the pipe ring to those that can be sustained by plain concrete using a minimum safety of factor against ruptwe of i.5. ~ ~ The lateral restraint (force) generated ranges from a minimum of I{o, at rest pressure, to KP, full passive presswe. These are Rankine soil pressure coefficients, where Ko is determined from the formula I~ = 1+ sine ~p, cp being the soil angle of internal friction. The full passive pressure is determined by ICP = 1+ sine cp / 1- sine cp. For these calculations cp is taken at a conservative 28°. I{a is a conservative 0.5. Since the calculations based on f ~ of 4000 psi. show safety factors of 6 and higher; it is not necessary to employ more than the minimum lateral pressure. For definition, the at rest condition is that where lateral pressure transitions from active (soil pushes to pipe) to passive (pipe pushes to soil). Two situations representing the most severe loadings have been calculated and aze enclosed, The first is at station 3+59 where the height of cover is 9.0 ft and the HGL is inside the pipe. The second is at station 5+61 where the height of cover is 6.0 ft and the HGL is 1.5 ft above the top of the pipe. HS20 live loading is applied in both cases. The safety factors are 6.08 and 8.67 respectively. Should you have any questions, please call me. Respectfully Submitted, Q~pFESSIGyy~ TerrC/r~-E~ eer~r~, Inc. ~~~~ ~~SW. ~~~1 Fi~~ ~ ~ ~~ m ~ m Cur[iss W. Gilley, P.E. ~ ~;0.14434 ~ ~ Exp.3-31-01 ~ sj. CI V1~ ~P q~OF CA~\F~` Z. ~ ~ Marston and Live Load Roark Equations 1 ~ +o+o~pp~= eq.8 1 IIIIIIIIII ~""`" inverted eq. 1 eq, g Lateral Soil Loading Roark Equations ~ ~~ eq. 11 Dead Load Roark Equations + ~~_ I1IIilIl~1 ~ eq. 15 eq. 8 Water loading Roark Equations -- - + ~~p~ ~~pp~ i l l l l l l l l l LLLLLLLW e4• 16 eq. 8 Roark's Equations used in CAPCLOP 3 ~ D~nN ~and, I~~S', Kp ~ S.S ---------------~ ~,ms~ ~en0. _4 • 30', Ks • ~.8 I-~A .. f..~ ~~ ~~ Pen_. ~w I~T~~~ ~ A ~ K ~ ~M ' e.o ` .. o ... \ 4.0 ~ `\\ 2.0 ~ , ~ \ ` Ae11w Mevnnml ~ 1.0 Kp• I-fln+•O.SO Ita•1-~In ••0.29 .ese_a. ]e! ft~.e.s ~ O~et~ tenA,~1S! Ra~O.IT ~~~~~l~~~ ~~ Q049 Q02S Q009 OD01 0 Q001 0.004 0029 • WALI. MOYEMENY'/WALL HEIGNT-d/H ~ FIGT,JR,E 21~2 Relatioaship between watl movement and earth pressun. (After Clough, G. W. and Duncan, J M. 1991. ~arth Pressures. In Foundatiox Engineering tlandboo/4 ed. H-Y. Fang, pp. Z24-235. Van Nostrand Reinhold, New Yorlc~) ~ ~ ~ Harveston School, Temecula.txt TERRAIN ENGINEERING INC. 25740 WASAINGTON AVE. MURRIETA,CA 92560 CAST-IN-PLACE EARTH REINFORCED CONCRETE PIPE STRUCTURAL ANALYSIS CAPLCOP v. 3.00 TITLE: Harveston School, Temecula LOCATION: SD Line B, 24", Sta 5+61 DATE: 1-25-2001 TIME: 9:37 PIPE DATA NOMINAL DIAMETER (in)= 24 MIN. WALL THICKNESS (in)= 3.0 X-SECT. MIN AREA (in**2)= 254 MOMENT OF INTERIA (in**4)= 2.3 AREA FOR STRESS CALC (in**2)= 3.0 DISTANCE EROM MID-SEC TO NA (in)= .1 LIV DESCRIPTION= POINT LOAD (LBS)= SOIL DISTRIBUTION= PAD ANGLE= UNIFORM LOAD ON THE PIPE (psi)= WIDTH OF UNIFORM LOAD (in)= LOAD DATA HS20, AASHTO Culvert 16000.0 7.00 ACROSS 8.00 DOWN 1.57radians 1.0 30.0 SOIL DATA TRENCH HEIGHT (ft)= 2.0 TOTFIL COVER AEIGHT (ft)= 6.0 UNIT WEIGHT OF FILL SOIL (pcf)= 130 UNIT WEIGHT OF IN-SITU SOIL (pcf)= 120 RANKINE COEFFICIENT OF IN-SITU SOIL= .5 MARSTON LOAD (psi)= 4.5 MISC DATA CONCRETE STRENGTH (psi)= 4000 MODULUS RUPTURE (psi)= 569 WATER HEIGHT OVER PIPE CROWN (ft)= 1.5 UNIT WEIGHT OF CONCRETE (pcf)= 150 UNIT WEIGAT OF WATER (pcf)= 62.4 Harveston School, Temecula Page 1 ~~ ~ ~ MOMENTS AT LOCATIONS IN PIPE CROSS SECTION RESULTS OF ANALYSIS 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 MOMENT MARSTON (in-lbs/in) 202 174 100 -1 -102 -177 -204 -177 -102 -1 100 174 202 Harveston School, Temecula.txt MOMENT LATERAT, (i,n-lbs/in) -135 -118 -70 -3 65 116 138 122 72 2 -70 -123 -143 MOMENT DEAD (in-lbs/in) 16 14 9 1 -6 -13 -18 -17 -11 -1 9 18 21 MOMENT LIVE (in-lbs/in) 46 39 23 0 -22 -39 -45 -39 -22 0 23 39 46 MOMENT WATER (in-lbs/in) 17 15 10 2 -5 -13 -18 -18 -13 -3 8 20 30 RING THRUSTS AT LOCATIONS IN PIPE CROSS SECTION LOCATION THRUST TARUST THRUST THRUST THRUST (deg from MARSTON LATERAL DEAD LIVE WATER crown) (lbs/in) (lbs/in) (lbs/in) (lbs/in) (lbs/in) .0 0 -38 1 0 4 15.0 -3 -35 0 0 4 30.0 -14 -28 0 -2 4 45.0 -29 -19 -1 -6 3 60.0 -44 -9 -2 -9 2 75.0 -55 -2 -3 -12 2 90.0 -59 0 -5 -13 1 105.0 -55 -2 -5 -12 2 120.0 -44 -9 -4 -9 3 135.0 -29 -20 -3 -6 5 150.0 -14 -31 -1 -2 6 165.0 -3 -40 0 0 8 180.0 0 -43 0 0 9 Aarveston School, Temecula Page 2 ~ ~ ~ Harveston School, Temecula.txt SHEARS AT LOCATIONS IN PIPE CROSS SECTION LOCATION SHEAR SHEAR SHEAR SHEAR SHEAR (deg from MARSTON LATERAI, DEAD LIVE WATER crown) (lbs/in) (lbs/in) (lbs/in) (lbs/in) (lbs/in) .0 0 0 0 0 0 15.0 -14 10 0 4 0 30.0 -25 22 -1 7 -1 45.0 -29 35 -1 9 -1 60.0 -25 49 -1 8 -1 75.0 -14 64 -1 6 -1 90.0 0 76 0 3 0 105.0 15 84 1 0 1 120.0 26 85 2 -4 2 135.0 30 76 3 -9 3 150.0 26 57 3 -15 4 165.0 15 31 2 -21 3 180.0 0 0 0 -26 2 TOTALS (without water loading) LOCATION MOMENT THRUST 5HEAR (deg) (in-lbs/in) (lbs/in) (lbs/in) .0 127 -37 0 15.0 109 -40 -1 30.0 61 -47 1 45.0 -3 -5'7 11 60.0 -68 -68 29 75.0 -115 -75 53 90.0 -131 -78 79 105.0 -113 -77 100 120.0 -66 -70 108 135.0 -1 -61 99 150.0 61 -52 70 165.0 107 -46 26 180.0 124 -43 -26 Harveston School, Temecula Page 3 ~ ~ ~ Harveston School, Temecula.txt STRESSES (p.s.i.) - without head & water Load Tension (+); Compression (-) LOCATION OD FIBER SAFETY FACTOR ID FIBER SAFETY FACTOR .0 -100 39.76 69 8.26 15.0 -88 44.83 57 10.05 30.0 -57 68.59 23 24.63 45.0 -15 243.64 -21 179.22 60.0 25 22.77 -66 59.45 75.0 55 10.39 -99 40.08 90.0 65 8.75 -110 35.90 105.0 53 10.71 -98 40.34 120.0 22 25.51 -65 60.25 135.0 -18 209.39 -21 180.53 150.0 -59 66.62 22 26.35 165.0 -89 44.56 53 10.66 180.0 -100 39.76 65 8.76 MINIMUM FACTOR OF SAFETY= 8.26 STRESSES (p.s.i.) - with head & water load Tension (+); Compression (-) LOCATION OD FIBER SAFETY FACTOR ID FIBER SAFETY FACTOR .0 -103 38.29 88 6.49 15.0 -91 43.54 74 7.68 30.0 -56 69.59 37 15.33 45.0 -9 381.92 -12 298.75 60.0 37 15.52 -63 62.42 75.0 72 7.95 -101 39.32 90.0 85 6.69 -116 34.31 105.0 73 7.76 -103 38.34 120.0 39 14.51 -67 59.04 135.0 -7 476.08 -16 240.65 150.0 -56 70.01 36 15.98 165.0 -94 42.30 76 7.53 180.0 -111 35.85 94 6.08 MINIMUM FACTOR OF SAFETY= 6.08 Page 4 ~ ~ ~ line B 24,2.txt TERRAIN ENGINEERING INC. 25740 WASHINGTON AVE. MURRIETA,CA 92560 CAST-IN-PLACE EARTH REINFORCED CONCRETE PIPE STRUCTURAL ANALYSIS CAPLCOP v. 3.00 TITLE: Harveston School, Temecula LOCATION: SD Line B, 24", Sta3+89 DATE: 1-25-2001 TIME: 10: 3 PZPE DATA NOMINAL DIAMETER (in)= 24 MIN. WALL THICKNESS (in)= 3.0 X-SECT. MIN AREA (in**2)= 259 MOMENT OF INTERIA (in**4)= 2.3 AREA FOR STRESS CALC (in**2)= 3.0 DISTANCE FROM MID-SEC TO NA (in)= .1 LIVE LOAD DATA DESCRIPTION= HS20, AASHTO Culvert POINT LOAD (LBS)= 16000.0 SOIL DISTRIBUTION= 7.00 ACROSS = 8.00 DOWN PAD ANGLE= 1.57radians UNIFORM LOAD ON THE PIPE (psi)= .4 WIDTA OF UNIFORM LOAD (in)= 30.0 SOIL DATA TRENCH HEIGHT (ft)= 2.0 TOTAL COVER HEIGHT (ft)= 9.0 UNIT WEIGHT OF FILL SOIL (pcf)= 130 UNIT WEIGAT OF IN-SITU SOIL (pcf)= 120 RANKINE COEFFICIENT OF IN-SITU SOIL= .5 MARSTON LOAD (psi)= 5.7 MISC DATA CONCRETE STRENGTH (psi)= 4000 MODULUS RUPTURE (psi)= 569 WATER HEIGHT OVER PIPE CROWN (ft)= .0 UNIT WEIGHT OF CONCRETE (pcf)= 150 UNIT WEIGHT OF WATER (pcf)= 62.4 Harveston School, Temecula Paqe 1 ~` ~ ~ line B 24,2.txt RESULTS OF ANALYSIS 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 MOMENTS AT LOCATIONS IN PIPE CROSS SECTION MOMENT MARSTON (in-lbs/in} 260 225 129 -1 -132 -228 -263 -228 -132 -1 129 225 260 MOMENT LATERAL (in-lbs/in} -193 -168 -99 -3 93 165 194 171 100 1 -99 -173 -200 MOMENT DEAD (in-lbs/in) 16 14 9 1 -6 -13 -18 -17 -11 -1 9 18 21 MOMENT LIVE (in-lbs/in) 20 18 10 0 -9 -17 -20 -17 -9 0 10 18 20 MOMENT WATER (in-lbs/in) 17 15 10 2 -5 -13 -18 -18 -13 -3 8 20 30 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 -55 1 0 4 15.0 -4 -51 0 0 4 30.0 -18 -41 0 -1 4 45.0 -38 -27 -1 -2 3 60.0 -57 -14 -2 -4 2 75.0 -71 -3 -3 -5 2 90.0 -77 0 -5 -5 1 105.0 -71 -3 -5 -5 2 120.0 -57 -14 -4 -4 3 135.0 ' -38 -29 -3 -2 5 150.0 -18 -44 -1 -1 6 165.0 -4 -55 0 0 8 180.0 0 -60 0 0 9 Harveston School, Temecula Page 2 ~L' ~ line B 24,2.txt ~ SAEARS AT LOCATIONS IN PIPE CROSS SECTION LOCATION SAEAR 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 15 0 2 0 30.0 -33 31 -1 3 -1 45.0 -38 50 -1 4 -1 60.0 -33 71 -1 4 -1 75.0 -18 92 -1 3 -1 90.0 0 110 0 1 0 105.0 19 121 1 0 1 120.0 34 121 2 -1 2 135.0 39 108 3 -4 3 150.0 34 81 3 -6 4 165.0 19 44 2 -9 3 180.0 0 0 0 -11 2 TOTALS (without water loading} LOCATION MOMENT THRUST SHEAR (deg) (in-lbs/in) (lbs/in) (lbs/in) .0 103 -54 0 15.0 88 -56 -3 30.0 48 -62 0 45.0 -4 -71 13 60.0 -57 -79 39 75.0 -95 -85 74 90.0 -108 -88 111 105.0 -93 -87 141 120.0 -54 -82 155 135.0 -2 -74 145 150.0 49 -67 111 165.0 86 -62 55 180.0 100 -60 -11 Harveston School, Temecula Page 3 ~3 ~ line B 24,2.txt STRESSES (p.s.i.) - without head Tension (+); Compression ~ & water Load (-) LOCATION OD FIBER SAFETY FACTOR ID FIBER SA.FETY FACTOR .0 -88 44.83 48 11.98 15.0 -79 50.06 37 15.21 30.0 -54 73.26 10 57.25 45.0 -19 196.55 -26 146.82 60.0 13 42.43 -63 62.54 75.0 38 15.13 -89 44.23 90.0 46 12.42 -99 40.05 105.0 36 15.82 -89 44.53 120.0 11 53.06 -62 63.42 135.0 -22 173.64 -26 147.70 150.0 -55 71.02 8 67.44 165.0 -79 49.72 34 16.65 180.0 -88 44.83 44 13.07 MINIMUM FACTOR OF SAFETY= 11.98 STRESSES (p.s.i.) - with head & water load Tension (+); Compression (-) LOCATION OD FIBER SAFETY FACTOR .0 -99 40.16 15.0 -88 44.92 30.0 -59 66.38 45.0 -20 191.33 60.0 19 30.62 75.0 48 11.88 90.0 59 9.59 105.0 50 11.46 120.0 21 26.91 135.0 -18 212.37 150.0 -59 66.76 165.0 -91 43.60 180.0 -106 37.48 MINIMUM FACTOR OF SAE'ETY= Page 4 8.67 ID FIBER SAFETY FACTOR 60 9.52 48 11.75 17 32.58 -24 161.20 -66 59.47 -98 40.46 -111 35.87 -100 39.42 -70 56.39 -27 142.62 16 35.69 50 11.41 66 8.67 ,~