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Home My WebLink Aboutm2501.pdf.pdfV•N N M/ Environmental Geotechnology Laboratory September 18, 2000 SSA W Development 20547 Walnut Drive, Suite D Walnut, California 91789 Attention: Mr. Simon Shum Subject: Report of Percolation Test 2501 Crowfoot lane, Diamond Bar, California EGL Project No.: 99-181-006PER References: Report of Geotechnical and Geological investigation of the subject site, by EGL, Project No.: 99-181-006EG, dated August 30, 1999 Gentlemen: In accordance with your request, Environmental Geotechnology Laboratory, Inc. (EGL) is pleased to submit this Percolation Test Report for the subject site. The purposes of this report were to determine the feasibility for an on -site sewage disposal system at the subject site. The percolation tests began on September 11, 2000 by presoaking the holes. The holes were then filled with water and tested from September 12, 2000 to September 15, 2000. Each test was conducted for a period of more than 24 hours. The test procedures and test results are attached with this report. Based on the test results, the proposed onsite disposal system is considered feasible form a geotechnical engineering standpoint. We hope this information is sufficient for your needs at the present time. If you have any questions pertaining to this report, please call the undersigned. Respectfully submitted, Environmental Geotechnology Laboratory, Inc. @VESS/ A ,\ SING (q !< Hank Jong, G 305 Principal NO. 2305 m Exp. 2r3 p _ 20 Dist: (4) Addressee G' Jgl0TEC HFOFCAO. 11823 Slauson Avenue, Unit 18, Santa Fe Springs, CA 90670 - Tel.: (562) 945-0689, Fax: (562) 945-0364 E-MAIL: EGL88@AOL.COM REPORT OF PERCOLATION TESTS Proposed Residential Development At 2501 Crowfoot Lane Diamond Bar, California Prepared by ENVIRONMENTAL GEOTECHNOLOGY LABORATORY, INC. Project No.: 99-181-006PER September 18, 2000 S & W Development Page 1 of 4 EGL Project No.: 99-181-006PER September 18, 2000 1.0 INTRODUCTION 1.1 Purpose This report presents a summary of our percolation tests for the proposed residential development at 2501 Crowfoot Lane, Diamond Bar, California. The purpose of this report is to evaluate the subsurface conditions at the subject site and make recommendations pertinent to the design of the on -site sewage disposal system. 1.2 Scope of Services Our scope of services included: Review of available soil and geologic data of the area. Subsurface exploration consisting of drilling and down -hole logging of one 24-inch and three 60-inch diameter bucket auger borings. These borings were extended to a maximum depth of 60 feet below the existing ground surface. Boring logs are presented in Appendix A. Performance of three percolation tests. Preparation of this report presenting our findings, conclusions, and recommendations for the proposed construction. 1.3 Site Location and Proposed Construction The subject site is located at 2501 Crowfoot lane in the City of Diamond Bar, California. We understand that new residential house and associated structures will be constructed on the project site. The proposed house will consist of ten bedrooms with an onsite sewage disposal system. 2.0 SUBSURFACE EXPLORATION Our subsurface exploration consisted of drilling one 24-inch and three 60-inch diameter bucket auger borings to a maximum depth of 60 feet below the existing ground surface. The borings were supervised and down -hole logged by an EGL's engineering geologist. The boring logs are included with this report as Appendix A. The locations of the borings are shown on the Site Plan Figure 1). 11823 Slauson Avenue, Unit 18, Santa Fe Springs, CA 90670; Phone: 562-945-0689; Fax: 562-945-0364 EA spLt Ro1 24' N AE Y= MC .a FROM ELS1iN0 ODW 5RIVENAY Atll1 1, DAY 1.010A LEOI£A iuOtED Q/ u E% Spiil R.A I I I I Ex -- i- r wi1N ' Z' 8(3ri k Y/oll a! sus S7 liIf \ Ah,weoa cec It ` rw13E3 5 NOV. I!! to 0 3 bilk / rlr grl rrr I} i , I rrr r Ex HNIC REcm[p h!r E c WoEE r 4 1 i 2 {- +Q,r Imo, s1U" 1 x Method of sewafa disposal approved. This approval relates only to the minimum reF meats of the Plumb " NORTHCodedotinclud2evcationfogiroblems. r gillfilbY of Loseles SCALE: 1 40' partment 61 Health Services EGL ASSOCIATES, 11823 SLAUSON AVENUE, UNIT 18 SANTA FE SPRINGS, CA 90670 Tel: ( 562) 945-0689 Fax: ( 562) 945-0364 LEGEND Approximate Test Pit Location B- Approxiraate Location of Borings and B- Seepage Pits. W NEW UREYODf - %""7' U STORM DAMAGE p. BU OUTSYSTEM FAILURE / ADDITION NO. BEDROOMS / F. U. SEPTIC TANK SIZE PRESENT: - FU' PJK: 14z SYSTEM ADDITION PERC. RATE/ SOILCAT. -' APECGALNOTES/ RC-OUIREMENTS eW ` Y Date U3 n a IO o 9rao c co a rn x o' s CD CD v CA CD eD SITE PLAN SITE ADDRESS: INC. 2501 CROWFOOT LANE DIAMOND BAR, CALIFORNIA BY: RJ CHO BY: HJ 1 9- 18- 00 REVISED: JOB N0.:99181006 I i' u re S & W Development Page 2 of 4 EGL Project No.: 99-181-006PER September 18, 2000 3.0 GEOTECHNICAL CONDITIONS 3.1 General In general, the soils and bedrock conditions are consistent with the finding of" the referenced report. The site geology and soillbedrock conditions are summarized in the following sections. 3.2 Regional Geology The project site is located on the northeastern flank of the Puente Hills. The Puente Hills are roughly bounded on the northwest by the Chino Fault zone and on the southwest by the Whittier N. Elsinore Fault zone. The Chino Fault zone terminates at its north end into the Raymond/Sierra Madre/Cucamonga Fault complex. This termination occurs several miles north of the site. The Puente Hills are primarily underlying by Miocene and Pliocene sedimentary rock. These rocks have been folded and faulted as part of a compressional block between the above mentioned two fault zones. 3.3 Site Geology The project site is underlain by Puente Formation bedrock. This bedrock typically consists of siltstone and lenses of sandstone. The bedrock is overlain by colluvium. Description of the subsurface materials from top down is provided as follows: Colluvium — Silty sand, brown, slightly moist, medium dense, trace fine roots, fine to medium grained. Sandstone - The test pits encountered yellowish brown sandstone, and generally medium dense. Siltstone — The subject site is underlain by the bedrock of Puente Formation. The test pits encountered medium to yellowish brown siltstone with thin layers of silty sandstone. The bedrock materials are generally medium hard and moist. 3.4 Groundwater Groundwater was not encountered in our exploratory boring to the depth of 60 feet below the existing grade. No evidence of groundwater was observed during EGL's downhole logging. It is our opinion that no mounding effects are expected in the proposed seepage pits. 11823 Slauson Avenue, Unit 18, Santa Fe Springs, CA 90670; Phone: 562-945-0689; Fax: 562-945-0364 S & W Development Page 3 of 4 EGL Project No.; 99-181-006PER September 18, 2000 4.0 PERCOLATION TEST EGL performed three percolation tests at the locations shown on Figure 1, Site plan. The percolation test results are included with this report as Appendix B. Boring No. B-2, B-3 and B-4 were drilled to a depth of 50 feet for percolation testing. These borings were lined with brick and taped five feet below the existing grade. Boring B-2 was presoaked on September 11, 2000 and then tested September 12 through September 13, 2000. Boring B-3 was presoaked on September 13, 2000 and then tested September 14 through September 15, 2000. Boring B-4 was presoaked on September 12, 2000 and then tested September 13 through September 14, 2000. Tests were performed over a 24-hour period by the meter method. The testing results indicated that the percolation rate is approximately 21,973 gallons per day for B-2 on the 5-foot diameter testing holes (see Appendix B). Test results indicated that the percolation rate for B-3 is approximately 28,936 gallons per day on the 5-foot diameter testing holes (see Appendix B). Test results indicated that the percolation rate for B-4 is approximately 29,995 gallons per day on the 5-foot diameter testing holes (see Appendix B). Based on the guidelines provided by Los Angeles County, Department of Health Services, the following range of percolation rates are recommended: Diameter of the Pit (feet) Percolation Rate (Gal day) 5 21,973 — 29,995 The remaining water in the seepage pit is believed to be results of residual percolation. The encountered subsurface materials are homogeneous and the integrity of the seepage pits are acceptable. 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our preliminary percolation testing, it is our opinion that disposal of on -site generated seepage by the septic tank is considered feasible at the subject site. The number of seepage pits required for the proposed residence depends on the diameter of the pits. The following presents our recommendations for the proposed 10-bedroom residence. 11823 Slauson Avenue, Unit 18. Santa Fe Springs, CA 9067D; Phone: 562-945-0689; Fax: 562-945-0364 S & `JV Development Page 4 of 4 EGL Project No.: 99-181-006PER September 18, 2000 Diameter of the Pit (feet) No. of Pits 2 5 Including 100% expansion] Note: All pits are 50 feet in depth Based on the available information, a septic tank of 3500 gallons in size would be needed as a minimum to serve the proposed residence. The three installed seepage pits are sufficient for the sewage disposal of the project site. The pits should be sealed at a depth of 5 feet below the existing ground surface. The pit location satisfy the requirements of the County Plumbing Code. 11823 Siauson Avenue, Unit 18, Santa Fe Springs, CA 90670. Phone: 562-945-0689; Fax: 562-945-0364 APPENDIX A FIELD INVESTIGATION Subsurface conditions were explored by drilling of one 24-inch bucket auger boring and three 5- feet bucket auger borings to a maximum depth of 60 feet at approximate locations as shown on the enclosed Site Plan, Figure 1. Upon completion of drilling, Baring No. B-1 was backfilled with onsite soils. Boring B-2, B-3 and B-4 were lined with bricks and caged five feet below existing grade. They were then filled with water to the depth of 5 feet below the existing ground surface for the percolation tests. Details of the test schedules are included in the Appendix B. The drilling of the test borings was supervised by an EGL geologist, who continuously logged the borings and visually classified the soils in accordance with the Unified Soil Classification System. EGL BORING LOG B-1 PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California DATE DRILLIED: 915/00 PROJECT NO: 99-181-006 SAMPLE METHOD: NIA ELEVATION: NIA LOGGED 8Y: JL Sample 0 aS: Standard Penetration Test R. Ring Sample t a U 4 Lo o m m o `r Description of Material Colluvium, silty sand, brown, slightly moist, medium dense, trace fine roots, sandstone fragments, fine medium grained. Sandstone, yellowish brown, medium dense, fine to medium grained, generally massive. 5 Shale sandstone interlayers, shale. brown to gray, medium hard, thin to very thin bedded, slightly moist. Sandstone, yellowish brown, medium dense, fine to medium grained_ 10 Siltstone, grayish brown, massive Sandstone, light gray, medium dense, fine grained, generally massive. 15 Siltstone, brown to grayish brown, hard to very hard. Sandstone, yellowish brown, dense, fine grained, trace fine gravel occasional siltstone layers up to 2". 20 25 Siltstone ray, medium hard to hard. Sandstone, light gray to yellowish brown, fine grained, occasional Siltstone layers up to 12". 30 35 EGL BORING LOG B4 PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California PROJECT NO: 99-181-006 Sample 0 S: Standard Penetration Test E V U) .. R: Ring Sample V) ++ n o a m D m Z) t o 40 45 DATE DRILLIED: 9/5/00 SAMPLE METHOD' NIA ELEVATION: NIA LOGGED BY: JL Description of Material Siltstone with sandstone interlayers. Sandstone, yellowish to olive brown, moist, fine grained. Total depth 60 feet No Groundwater No Caving 651 1 1 Hole Backfilled EGL BORING LOG B-2 PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California DATE DRILLIED: 9/5/00 PROJECT NO: 99-181-006 SAMPLE METHOD: N/A ELEVATION: NIA LOGGED BY: JL Sample 0 5: standard Penetration Test T R: Ring Sample a a Y v m D m U D o v Description of Material Colluvium, silty sand, brown, slightly moist, medium dense, trace fine roots, sandstone fragments, fine medium grained. Sandstone, yellowish brown, medium dense, fine to medium grained, generally massive. 5 Shale sandstone interlayers, shale brown to gray, medium hard, thin to very thin bedded, slightly moist. Sandstone, yellowish brown, medium dense, fine to medium grained. 10 Siltstone, grayish brown, massive Sandstone, light gray, medium dense, fine grained, generally massive. Siltstone, brown to grayish brown, hard to very hard. Sandstone, yellowish brown, dense, fine grained, trace fine gravel occasional siltstone layers up to 2". Siltstone, gray, medium hard to hard. Sandstone, light gray to yellowish brown, fine grained, occasional siltstone layers up to 12". 35 EGL F-110-rir.146XI1•1cl IN PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California PROJECT NO: 99-181-006 Sample 0 0 S: Standard Penetration Test Z N c - R: Ring Sample 5 a U = a r7 (0 aL L 40 M. DATE DRILLIED: 9/5/00 SAMPLE METHOD: NIA ELEVATION: N/A LOGGED BY: JL Description of Material Siltstone with sandstone interlayers. Sandstone, yellowish to olive brown, moist, fine grained. Total depth 50 feet No Groundwater No Caving Hole Backfilled EGL BORING LOG B- PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California DATE DRILLIED-, 9/6/00 PROJECT NO: 99-181-006 SAMPLE METHOD: NIA ELEVATION: NIA LOGGED BY: JL Sample 0 CD E S: Standard Penetration Test 4) R: Ring Sample aaY 5 U aQ o o m Z) m D o 2" Description of Material Colluvium, silty sand, brown, slightly moist, medium dense, trace fine roots, sandstone fragments, fine medium grained. Sandstone, yellowish brown, medium dense, fine to medium grained, generally massive. 5 Shale sandstone interlayers, shale: brown to gray, medium hard, thin to very thin bedded, slightly moist. Sandstone, yellowish brown, medium dense, fine to medium grained_ 10 Siltstone, grayish brown, massive 15 Sandstone, light gray, medium dense, fine grained, generally massive. Siltstone, brown to grayish brown, hard to very hard. 20 Sandstone, yellowish brown, dense, fine grained, trace fine gravel occasional siltstone layers up to 2". 25 Siltstone, gray, medium hard to hard. 30 Sandstone, light gray to yellowish brown, fine grained, occasional Siltstone layers up to 12". 35 EGL BORING LOG B-3 PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California PROJECT NO: 99-181-006 Sample 0 5: Standard Penetration Test a ZI _ ( D R: Ring Sample o m m o 40 45 65 DATE DRILLIED: 9I6I00 SAMPLE METHOD: NIA ELEVATION: NIA LOGGED BY: JL Description of Material Siltstone with sandstone interlayers. Sandstone, yellowish to olive brown, moist, fine grained. Total depth 50 feet No Groundwater No Caving Hale Backfilled EGL BORING LOG B-4 PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California DATE DRILLIED: 9/6/00 PROJECT NO: 99-181-006 SAMPLE METHOD: N/A ELEVATION: N/A LOGGED BY: JL Sample 0 a S: Standard Penetration Test V N U 0 t R: Ring Sample uj o in Y CD FriZ) 0 2 Description of Material Colluvium, silty sand, brown, slightly moist, medium dense, trace tine roots, sandstone fragments, tine medium grained, Sandstone, yellowish brown, medium dense, fine to medium grained, generally massive. 5 Shale sandstone interlayers, shale: brown to gray, medium hard, thin to very thin bedded, slightly moist. Sandstone, yellowish brown, medium dense, fine to medium grained. 10 Siltstone, grayish brown, massive 15 Sandstone, light gray, medium dense, fine grained, generally massive. Siltstone, brown to grayish brown, hard to very hard. 20 Sandstone, yellowish brown, dense, fine grained, trace fine gravel occasional siltstone layers up to 2". Siltstone, gray, medium hard to hard. Sandstone, light gray to yellowish brown, fine grained, occasional siltstone layers up to 12". 35 r EGL BORING LOG B-4 PROJECT LOCATION: 2501 Crowfoot Lane, Diamond Bar, California PROJECT NO: 99-181-006 Sample o S: Standard Penetration Test E 7+ 5 R: Ring Sample t 2 U C naY ro Ci 0 co m a 40 65 DATE DRILLIED: 9f6/00 SAMPLE METHOD: NIA ELEVATION: NIA LOGGED BY: JL Description of Material Siltstone with sandstone interlayers. Sandstone, yellowish to alive brown, moist, fine grained. Total depth 50 feet No Groundwater No Caving Hole Backfilled APPENDIX B PERCOLATION TEST RESULTS BORING No. 2 Hole Size and Depth 5' Diameter x 50 feet dee Water Depth Meter Reading DATE TIME feet Gallons PRESOAK 09-11-00 07:00 5' END OF PRESOAK 09-12-00 07:00 42' INITIAL H2O FILLING 09-12-00 07:00 42' Start Test 09-12-00 08:00 5' 120,000 09-12-00 16:00 ------ 139,028 End Test 09-13-00 16:00 36' Initial Water in the hole V1 = 95 gallons/ft x 45 ft = 4275 gallons Water Used during test V2 = 19,028 gallons Water Left in the hole V3 = 95 gallons/ft x 14 ft = 1330 gallons CALCULATIONS Total Water Used = V1+V2-V3 = 4275 + 19,028 — 1330 = 21,973 gallons Total Water Fall Rate = 21,973 gallons/24 hrs = 21,973 gallons/day Recommended Percolation Rate for 5 feet diameter hole = 21,973 GPD SEPTIC TANK CAPACITY: Single Family Dwelling with 10 Bedrooms Min. Septic Tank Capacity: 3500 gallons Pit Diameter: 5 feet No. of Seepage Pit required: 3500 x 5 gals / 21,973 GPD = 0.796 pits = 1 pit PERCOLATION TEST RESULTS BORING No. 3 Hole Size and Depth 5' Diameter x 50 feet dee Water Depth Meter Reading DATE TIME _(feet) ^ (Gallons) PRESOAK 09-13-00 08:00 5' END OF PRESOAK 09-14-00 08:00 45' INITIAL H2O FILLING 09-14-00 08:00 45' Start Test 09-14-00 09:30 5' 189,728 09-14-00 17:30-------- 215,624 End Test 09-15-00 17:30 37' Initial Water in the hole V1 = 95 gallons/ft x 45 ft = 4275 gallons Water Used during test V2 = 25,896 gallons Water Left in the hole V3 = 95 gallons/ft x 13 ft = 1235 gallons CALCULATIONS Total Water Used = V1+V2-V3 = 4275 + 25,896 — 1235 = 28,936 gallons Total Water Fall Rate = 28,936 gallons124 hrs = 28,936 gallonstday Recommended Percolation Rate for 5 feet diameter hole = 28,936 GPD SEPTIC TANK CAPACITY: Single Family Dwelling with 10 Bedrooms Min. Septic Tank Capacity: 3500 gallons Pit Diameter: 5 feet No. of Seepage Pit required: 3500 x 5 gals 128,936 GPD = 0.605 pits = 1 pit PERCOLATION TEST RESULTS BORING No. 4 Hole Size and Depth 5' Diameter x 50 feet dee Water Depth Meter Reading DATE TIME feet} Gallons) PRESOAK 09-12-00 08:00 5' END OF PRESOAK 09-13-00 08:00 46' INITIAL H2O FILLING 09-13-00 08:00 46' Start Test 09-13-00 09:00 5' 152,263 09-13-00 19:00 178,933 End Test 09-14-00 18:00 40' Initial Water in the hole V1 = 95 gallons/ft x 45 ft = 4275 gallons Water Used during test V2 = 26,670 gallons Water Left in the hole V3 = 95 gallons/ft x 10 ft = 950 gallons CALCULATIONS Total Water Used = V1+V2-V3 = 4275 + 26,670 — 950 = 29,995 gallons Total Water Fall Rate = 29,995 gallons/24 hrs = 29,995 gallons/day Recommended Percolation Rate for 5 feet diameter hole = 29,995 GPO SEPTIC TANK CAPACITY: Single Family Dwelling with 10 Bedrooms Min. Septic Tank Capacity: 3500 gallons Pit Diameter: 5 feet No. of Seepage Pit required: 3500 x 5 gals / 29,995 GPD = 0.583 pits = 1 pit