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HomeMy WebLinkAboutCT 74-21; CARLSBAD OAKS BUSINESS PARK; PH AND RESISTIVITY TEST RESULTS-REVISED; 1986-06-04FRO.ti KAISER ORANGE 6.11.1986 18:43 P. 5 . 1 t\ t—• &4GI W. CU DATE RFC1IVED JUN 061986 SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY 11 Kaiser Development 2121 Pa lomar Airport Road, Suite 201 Carlsbad, CAlifornia 92008 Attention: Mr. John Burke SUBJECT: PH AND RESISTIVITY TEST RESULTS-REVISED Carlsbad Oaks Business Center Carlsbad, CAlifornia Gentlemen: Job No: 30012-14 Log No: 5026 In accordance with your request we have performed ph and resistivity tests on representative soils from the subject site. The test results are as follows: Sample Location Ph Resistivity Lots I and 2, 7.61 301 Ohms Canyon 3 Lots 4 and 5, 6.91 995 Ohms Canyon 2 Palomar Airport 7.58 1212 Ohms Road Sta: 44+50, south side _''irvIflr,F flRIVE • SUIT 200 • SAN DIEGO, CALIFORNIA 92121 • (819)587.0260 FROM KAISER ORANGE 1 6.11.1986 10:43 P. 6 / . . Kaiser Development June 4, 1986 Job No: 3001214 Pag6 2 If you have any questions, please contact this office. Very truly yours, SAN DIEGO SOILS ENGINEERING, INC. Ile . 2B1tO ) R.C.E. 28110 'raion Expires 3/31/90 President MJM/ py cc: Rick Engineering ATTN: Ed Domingue 365 S. Rancho Sante Fe. Road Suite 100 San Marcos, California 92069 L 0 KAISER ALUMINUM KAISER ALUMINUM & CHEMICAL CORPORATION Mr. Steve Jentz City of Carlsbad 1200 Elm Avenue Carlsbad, CA 92008 June 11, 1986 Dear Mr. Jentz: I have been requested by Ed Domingue of Rick Engineering to confirm the durability design limits of Aluminum for use as Storm Sewers for the Carlsbad Oaks Business Center. In order to accomplish this request I am enclosing a copy of a report conducted by the Aluminum Association, entitled "Corrosion Evaluation of Aluminum Culvert Based on Field Performance", presented at the 48th Annual Highway Research board meeting in Washington D.C. (Attachment 1). The acceptable environment in which Aluminum can be used as a Storm Sewer or Culvert is discussed on pages 67 and 68 under the "Prediction of Service Life" section. I have highlighted the pertinent data which should answer your questions relative to a 50 year service life requirement. Aluminum Storm Sewer materials are manufactured with a 3004 core alloy with a 5% Aluminum cladding both on the exterior and interior surfaces. As stated on page 67 and 68 the report concludes that the "effectiveness of cladding and core material results in an expected service life of 128 years before structural integrity of the pipe wall is impaired", based upon usage of the material where "minimum soil resistivity is above 500 ohm-cm and where pH of water and soil fall within the range of 4 to 9. These findings are confirmed by the Federal Highway Administration in their Technical Advisory T 5040.12 (Attachment 2). Pages 6 and 7 outline these same parameters and even permit its installation in resistivity less than 500 ohm-cm (salt water is about 35 ohm-cm) when clean granular backfill is used. A symposium on durability of culverts and storm drains was presented to the Transportation Research Board in 1984. The article entitled "Metal-Loss of Uncoated Steel and Aluminum Culvert" concluded that based on a design life of 70 years, only a 35-mil metal thickness would be required for aluminum. This is substantially below the minimum thickness necessary for structural .interity, and thus no special durability considerations are required. (Attachment 3). I have reviewed the soil test results prepared by San Diego Geotechnical Consultants, Inc. (Attachment 4).The resistivities of 995 and 1212 ohm cm where the 18" and 30" pipe will be placed are well within above KAISER CENTER: 300 LAKESIDE DRIVE OAKLAND, CALIFORNIA 94643 C4) June 11, 1986 Page 2. parameters as are all pH values. The section where resistivity is only 301 ohm cm can be handled in one of two ways. (1) Use clean granular backfill with pH and resistivity within recommended parameters or (2) use RCP for this short section. The 18" pipe can be supplied in 16 gauge but we would recommend the 30" pipe be furnished in 14 gauge for structural considerations. Finally, an Abrasion Report was presented last January to the Trans- portation Research Board by A.H. Koepff (Attachment 5). Table III indicates that a performance rating of C or above will have an abrasion life of 50 years or more. Table II shows example of rock size, slope and pipe diameter that would meet the C rating or higher. This is also shown in a graph as Figure 4 and indicates that a pipe slope of 57 is the threshold to move bedload regardless of size. I understand the storm drains on this project are slopes less than that threshold. In summary I believe the above data substantiates a service life projection for aluminum pipe in excess of 50 years on this project. Yours truly, (\ cL David C. Thomas, P.E. Chief Engineer, Drainage Products California Registration #002247 Expiration Date 3/31/87 cc: Ed Domingue - Rick Engineering Tom Nearn - Kaiser, Sacramento Nony Antoun - Kaiser, Orange Dan Reid - Kaiser Development, Carlsbad HYDRAULIC ELEMENTS - I PROGRAM PACKAGE . . . . 'C' Copyright 1982 Advanced Engineering Software (ftES3 Epecia11y prepared for PICV ENGD'EED'G COMPANY .. -.. - -, •- . .-- - •, - . . '..'C' 'C- '4 1 -' Advanced ,Enginerin Softwre,(fiES] '" • . . : -C: SEPIAL No I0519I REV.2.0! RELEASE. DATE 12'3@'82 1 CCC-, C 'C Ike oq, SThLW'S %.IE 6' 4 4w 44 4 44444 .0 444 .GRADUALLY VARIED FLOW PROFILE INPUT INFORMATION -------------------------------------- . "C- 'C -' CWftEL SLOPE(EET/EET) 338S00,,' 'C- CUAMMEL LENGTH (FEET) CONSTANT CHANNEL FLOL"CS) 40 10 ' CONSTANT CHANNEL FRICTION FftCTOP'M'NING' = 013000 ASSUMED' CHANNEL CONTROL DEPTH FEET) .= , . 00' , . .. . . MAXIMUM NUMBER OF INTERVALS IN PROFILE'- 10, -' . •, "• CONSTANT PIPE DIAMETER(INCHES) NORMAL DEPTH(FEET) = ..- . •..' -C-. . ' -. I CRITICAL DEPTH"EET' = r4~ ==== UPSTREAM CONTROL ASSUMED D )'= 2.13 C •• GRADUALLY VARIED LO" 'POFILE COMPUTED INFORMATION - - --- --•':,' DISTANCE FROM FLOWDEPTH VELOCITY SPECIFIC PRESSURE+ ,. COITPOL( T' 'FT' 'FT 'SEC' ENERGY( FT) MOMENTUM( POUNDS) .000 i31 8.993 -' .-. . 3.388 973.56 1 9 , 9.580 3 '113 980 28 347 1.814 10 328 3 501 1002 39 883 1 '01 11 271 3.675 ' 1042.28 -1.811 1 557 12 472 3.974 1105 09' 3.353 1.414 14.006 4 162 1196 69,... 5.918 1.270 16.006 . 5.251 . 1328.11,. 10.342 1.127 18.677 6 547 151S.38 18.615 .983 22.367 ,: 8.756 1784.18' 'C 37.61@ 2' 700 CC '12.761 2184.81: 61.000 S31 29.a83 13 085 2213.86 4... : I . O = = = = == = = = = = = === = = = = = = = = = ====== == ===== = = ==== ===== = === === = == = = = = ==== = = == ==== HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 Advanced Engineering Software (AES] Especially prepared for- R ICK ENGINEERING COMPANY ---------------------------------------------------------------------------- Advanced Engineering Software (AES] SERIAL No. I0E491 REV. 2.0 RELEASE DATE 12/30/82 444 *4** 444 44444144 *444444 4*44*44 444 444*44444* 441 4 11 48o:444000* 44oö4oö44ö4ö >>>>PIPE-FLOW JUNCTION INPUT INFORMATION<<<< : PIPE FLOW DIAMETER SLOPE FRICTION ANGLE FLOWLINE C CFS) (INCHES) DEPT Al FACTOR CDE ELEVATION UPSTREAM 10.10 30.000 2,S,00 .0130 18.150 340.6- DOWNSTREAM 40.10 30.000 000 .0210 .00 340.60 LATERAL 1t1 .00 .000 .00000 .0000 .000 .00 LATERAL 1t2 .00 .000 .00000 .0000 .000 .00 MAINLINE FLOWDEPTH INPUT INFORMATION UPSTREAM PIPEFLOW DEPTH(FEET) Q-1 DOWNSTREAM PIPEFLOW DEPTH(FEET) = = = = = == = == = = = = = =----------- PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION ----------------------------------------------------------------------------- PIPE CRITICAL DEPTH NORMAL DEPTH (FEET') (FEET) UPSTREAM 2.131:--.749', DOWNSTREAM2 131 2 LATERAL *1 000 000 LATERAL t2 000 000 1 I PRESSURE-PLUS-MOMENTUM DETERMINATION BASED ON VARIABLE BALANCE" = (Z+01-02)(A1+A2)'G/2.0202/A2+Q1'Q1COS(ANGLE1)/A1 +Q303COS(ANGLE3)/A3+Q104COS(ANGLE4 )/AI ---------------------------------------------------------------------------- PIPEFLOW FRCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERALIt1 LATERAL1t2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT'4) .931 2.-90 .000 .000 572. UPSTREAM PIPEFLOW IS SUPERCRITICAL, AND DOWNSTREAM ' PIPEFLOW IS SUBCRITICAL OR UNDER RRESSURE •• UPSTREAM FLOW DOMINATES JUNCTION HYDRAULICS .' 1'• HYDRAULIC ELEMENTS I PROGRAM PACKAGE er' r--i- tcn .=.'a Copyright '-'-- iran an a 1 1 s, Prepared P , __fr•_'__••_•_• J " pTry irMPTMirn1TMR COMPANY Ad,.nnaC-1 irnnnaann C .ana 1Air1 SERIAL No. 105191 Pit? 2 .0- Pu iAir flATir. 1 2 /Wl /Q7 GRADUALLY IV llAPTirfl ii fill PPfluTI ir TMPllT TMirfiPMATT(ThI- ('uAtIMirl CI flPi( miT huT ) = (Mi(7l(7ul CHANNEL C1 'e-jow LENGTH(FEET) = API PIPI MCTAMT rl-IAtIhlml irl fllI( nrC \ 1Th I Th flMCTAMT nuAMIirI irPTTTflM iACTflPC MAMMTMC\ (?7AM(7iM ACClIMirfl rt-1Atltuirl rnlTPfll DEPTH( FEET ) MAXIMUM tllIMPirP OF TITirP1lAl C TM PPfirTI ir. 01-0 CONSTANT PIPE DIAMETER(INCHES) = 30.000 ==>NORMAL PIPEFLOW IS PRESSURE FLOW CRITICAL nirPTW(unirT) 2 _1 3 UPSTREAM CONTROL ASSUMED DEPTH( FT) = GRADUALLY V llAPTirfl ii nu ppnuuI ir rflMPllTirfl TMirflQMATTfllU- ----------------------------------------------------------------------------- DISTANCE FROM FLOWOEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (F ___ (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 .865 26.595 11.855 2101.25 .874 . 26.074 11.441 2061.88 1.747 .890 25.570 11.049 2023.98 2.617 .903 28.085 10.880 1987.44 3.484 .916 24.616 10.330 1952.23 4.350 .928 24.163 10.000 1918.28 5.212 .941 23.725 9.686 1885.53 6.071 .954 23.301 9.390 1853.93 6.928 .966 22.892 9.108 1823.43 7.782 .979 22.495 8.841 1793.98 8.632 .992 22.111 8.588 1765.53 9.479 1.004 21.740 8.348 1738.16 10.322 1.017 21.380 8.119 1711.64 11.162 1.030 21.030 7.02 1688.01 0 12.830 1.095 20.364 7.498 1637.26 13.668 1.068 40.0 45 7.311 1614.07 14.482 1.080 (19.73 7.132 1591.63 15.302 1.093 19-.436 6.962 . 1569.91 16.117 1.106 19.144 6.800 1548.89 16.928 1.118 18.861 6.645 1528.54 17.734 1.131 18.585 6.498 1908.83 18.535 1.144 18.318 6.357 1489.73 19.331 1.166 .18.057 6.223 1471.24 20.122 1.169 17.804 6.094 1453.32 20.908 1.181 17.558 5.971 1435.95 21.688 1.194 17.318 5.854 1419.12 22.463 1.207 17.085 5.74.2 1402.81 23.233 1.219 16.857 5.635 1386.99 23.996 1.232 16.636 5.532 1371.66 24.754 1.245 16.420 5.434 1356.80 25.905 1.257 16.210 5.340 1342.38 26.251 1.270 16.005 5.250 1328.41 26.990 1.283 19.806 5.164 1314.85 27.722 1.295 15.611 5.082 1301.70 28.448 1.308 15.421 5.003 1288.95 29.167 1.321 15.236 4.928 1276.58 29.880 1.333 15.065 4.855 1264.59 30.585 1.346 14.879 4.786 1252.95 31.283 1.359 16.707 4.719 1241.67 31.974 1.371 14.539 4.656 1230.72 32.658 1.384 14.374 4.594 1219.96 33.333 1.397 14.214 4.536 1209.77 34.001 1.409 14.058 4.480 1199.90 34.662 1.422 13.909 4.426 1190.33 35.314 1.439 13.795 4.374 1181.05 35.959 1.447 13.509 4.329 1172.06 36.594 1.460 13.466 4.278 1163.35 37.221 1.473 13.327 4.232 1154.91 37.840 1.485 13.190 4.189 1146.74 38.450 1.498 13.057 4.147 1138.82 39.052 1.911 12.927 4.107 1131.15 39.644. 1.523 12.799 4.069 1123.73 40.000 1.531 12.722 4.046 1119.31 0 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE = == = = == == = = = = = == = = = = == = = = = = = == = = = = == = = = == = = = == = = == == = = === = == = = = == C = = = = = C = = = = (C) Ccpyri;ht 1982 .A.dvanced Engineering Software !:AES] Especially prepared for RICK ENGINEERING COMPANY <<<1< < <<<<<<< < < < << <<< < < < < < <<<<<< <<<<< <>>>> >>>>> >>> > > > > > > >>>>> >>> > >>> >>>>>>>> ---------------------------------------------------------------------------- 1111/1111111/ / 1'// 114' /4'l 1/11/1/11/ 1'11 \ \ \ • \ \ \ ' \ . ' \ . \ \ \ \ \ ' \ \ \ 'S 'S 'S 'S 'S 'S 'S 'S 'S 'S 'S 'S 'S Advanced Engineering Software (AES] SERIAL No. 105191 REV. 2.0 RELEASE DATE 12/30/82 0 a, somfl.rVON 000AVi L'i'C C GRADUALLY VARIED FLOW PROFILE INPUT INFORMATION ---------------------------------------------------------------------------- CHANNEL SLOPE( FEET/FEET) = .450700 CHANNEL LENGTH(FEET) = 58.00 CONSTANT CHANNEL FLOW(CFS) = 36.50 CONSTANT CHANNEL FRICTION FACTOR(MANNING) .013000 ASSUMED. CHANNEL-- CONTROL DEPTH( FEET) = .00 MAXIMUM NUMBER OF INTERVALS IN PROFILE = 10 CONSTANT PIPE DIAMETER(INCHES) = 24.000 NORMAL DEPTH(FEET) = . CRITICAL DEPTH(FEET) = 1.93 = = == = == = = = = = = === = == == = = = == = = = = == = = = == ==== ==== === = = = == ===== = = === CCC = UPSTREAM CONTROL ASSUMED DEPTH(FT) = 1.93 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION ---------------------------------------------------------------------------- DISTANCE FROM FLOWDEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL( FT) (FT) (FT/SEC) ENERGY( FT) MOMENTUM( POUNDS) .000 1.932 11.739 4.073 1013.21 .128 1.806 12.225 4.128 1023.98 .502 1.679 12.956 4.298 1052.82 1.173 1.553 13.938 4.572 1100.76 2.253 1.427 15.211 5.021 1171.01 3.952 1.301 16.86.5 5.721 1270.09 6.656 .. 1.175 19.019 6.795 1406.19 11.156 1.049 21.877 8.485 1594.28 19.336 . .922 25.773 11.243 1857.92 37.471 .Zak 31.291 16.009 2238.12 58.000 .789 31.663 16.367 2263.97 4*4*4*4 **********4******4*************4********************4***4***444****** . . >>'>PIPE-FLOW JUNCTION INPUT INFORMATION<<<< PIPE FLOW DIAMETER ----------------------------------------------------------------- SLOPE FRICTION ANGLE FLOWLINE (CFS) (INCHES) (DECIMAL) FACTOR (DEGREES) ELEVATION UPSTREAM 36.50 24.000 .25000 .0130 24.000 277.10 DOWNSTREAM 36.50 30.000 .00500 .0240 .000 277.10 LATERAL 11 .00 .000 .00000. .0000 .000 .00 LATERAL l2 .00 .000 .00000 .0000 .000 .00 MAINLINE FLOWDEPTH INPUT INFORMATION: UPSTREAM PIPEFLOW DEPTH(FEET) .79 DOWNSTREAM PIPEFLOW DEPTH(FEET): .50 = = = = = = = = = = = = = = = = == = = = = = = = = = == = = = = == C = = = = = = = = = = = = = = == = = = = = = = == = = = = = == == = = = = PIPEFLOW NORMAL AND CRITICAL DEPTH INFORMATION: PIPE CRITICAL DEPTH NORMAL DEPTH (FEET) (FEET) UPSTREAM 1.932 .781 DOWNSTREAM 2.047 2.500 LATERAL 11 .000 .000 LATERAL 1t2 .000 .000 PRESSURE-PLUS-MOMENTUM DETERMINATION BASED ON VARIABLE: "BALANCE = (Z+D1-02 )*(A1+A2 )*G/2.-Q2*Q2/A2+Q1*QI*COS(ANGLE1)/AI +Q3*03*cOS( ANGLE3 )/A3+Q4*Q4*COS( ANGLE4 )/A4 --------------------------------------------------------------------------- PIPEFLOW FORCE-PLUS-MOMENTUM OETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERALIU LATERAL12 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) .789 2.500 .000 .000 618. UPSTREAM PIPEFLOW IS SUPERCRITICAL, AND DOWNSTREAM PIPEFLOW IS SUBCRITICAL OR UNDER PRESSURE: *UPSTREAM FLOW DOMINATES JUNCTION HYDRAUL1fS PIPEFLOW FORCE-PLUS-MOMENTUM DETERMINATION(NEGLECT MINOR LOSSES) UPSTREAM DOWNSTREAM LATERALH LATERALt2 BALANCE DEPTH(FT) DEPTH(FT) DEPTH(FT) DEPTH(FT) (FT**4) --------------------------------------------------------------------------- .789 1.024 .000 .000 341. .789 .512 .000 .000 -779. .789 .768 .000 .000 16. .789 .640 .000 .000 -282. .789 .704 .000 .000 -116. .789 .736 .000 .000 -46. .789 .752 .000 .000 -14. .789 .760 .000 .000 1. .789 .756 .000 .000 -6. .789 .758 .000 .000 -3. .789 .759 .000 .000 -1. .789 .7 .000 .000 0. .789 .759 .000 .000 0. UPSTREAM CONTROL ASSUMED AT JUNCTION COMPUTED UPSTREAM PIPEFLOW DEPTH(FEET) = .78 COMPUTED DOWNSTREAM PIPEFLOW DEPTH(FEET) =• . 69 - • S GRADUALLY VARIED FLOW PROFILE INPUT INFORMATION CHANNEL SLOPE(FEET/FEET) 005000 CHANNEL LENGTH(FEET) = 2S.00 '. . CONSTANT CHANNEL FLOW(CFS) =• 36.50 ..- .CONSTANT CHANNEL FRICTION FACTOR(MANNING) %,,j24000 ASSUMED CHANNEL CONTROL DEPTH( FEET) = .76 MAXIMUM NUMBER OF INTERVALS IN, PROFILE = CONSTANT PIPE DIAMETER(INCHES) 30.000 ==>NORMAL PIPEFLOW IS PRESSURE FLOW CRITICAL DEPTH(FEET) = 2.05 ==_ UPSTREAM. CONTROL ASSUMED OEPTH(FT), =• '• '4' - 4, -- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION - DISTANCE FROM FLOWDEPTH VELOCITY SPECIFIC PRESSURE+ ------------------------------------------------------------------------- CONTROL(FT) . (Fl) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 000 759 28.977 13 806 2075.15 900 772 28 310 13 225 2028.93 1.800 785 27.670 12,680 , 1984.67 2 698 798 27 055 12 171 1942.24 3 594. 811 26 465 -,.,,-,11.693 1901.55 4.489 823 425 897 11 244 1862.51 5.382 836 25 351 10.822 1929.02 6.273 849, 24.826 -.10 426 1789.01 7 162 862 -24 320 10 052 1754.41 8,!.049 875 23 833 9.701 1721 14 ,",.8.933 888 23.363 9 369t 1689.13 9 815 901 22.911 9.056 1658 33 10.694 914 22 473 8 761 1628 67 11 570 926 22 052 S. 482 1600.11 *;12.443 ' 939- 21 644 8 218 1572 59 ..13.313 962 ' 21.250 7.969 1546.07 14 180 '- - 965 20 870 7 732 1520 50 15 043 978 20 501 7 509 1495.83 15 903 991 20 14. ,7 .296 1472.03 16 759 - 1 004 (.19 80iJ 7,095- 1449.18 17i611 1 017 19 466 ' 6 905 1427 06 18 458 1 030 19 143 G. 723 140S.70 19.302 1.042 18.829 6.551 1385 @7 20.141 1 055 18 526 S. 388 1365 15 20 976 1 068 18 231 6.232 1345.90 21 805 ' 1.081 .17.945 6.085 1327.30 -' 22.631 1.094, 17 667 S.944 1309.32 23 451 1 107 17 398 S 810 1291.93 , 24 265 1 120 -17.137 - 5 683 1275.12 2S.000 1.131 16.906 5.572 1260.3S 4 - t - -. '-' ' ' ' . '• '• - r -- -. - -