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Home My WebLink AboutPERCOLATION TEST RESULTS FOR PROPOSED BIOFILTRATION BASINJune 1, 2017 Toyota Carlsbad Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying RECORD COPY CTE Job No. 10-13214T ~ti IM-1' y .. ,s,'k:, Attention: Ms. Peggy Keleher 5424 Paseo Del Norte Carlsbad, California 92008 Telephone: (858) 679-1185 Initial Date Via Email: pkelcher@toyotacarlsbad.com Subject: References: Ms. Keleher: Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 60 IO A venida Encinas Carlsbad, California Geotechnical Investigation Proposed Carlsbad Toyota Car Wash 60 l 0 A venida Encinas, Carlsbad, California CTE Job No. 10-13214T Dated September 16, 2016. RECE1,1ED JUN O 2019 LAND DEVELOPMENT ENGINEERING As Requested, Construction Testing and Engineering (CTE) performed four percolation tests and two additional confirmation borings within the proposed biofiltration basin areas. The percolation tests were performed in general accordance with the County of San Diego Department of Environmental Health (SD DEH) procedures. Percolation test holes and borings were excavated on May 11 , 2017 with a truck-mounted drill rig equipped with eight-inch diameter hollow-stem augers. Due to limited access, percolation test holes P-1 and P-2 were excavated with a manually operated six-inch diameter. The percolation tests were performed at the approximate elevations of proposed discharge. Confirmation borings were excavated adjacent to each of the proposed basin areas to a depth of approximately 20 feet bgs in order to verify that groundwater was not located within 10 feet of the proposed discharge elevations. These explorations were performed to supplement the previous exploratory borings advanced by CTE during the geotechnicaJ investigation (9-16-16). 1.0 Groundwater Conditions Groundwater was not encountered during the previous geotechnicaJ investigation and was not observed in either of the recent confirmatory borings that were advanced to a maximum explored 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-lnc.net Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying May 9, 2019 Toyota Carlsbad Attention: Ms. Peggy Keleher 5424 Paseo Del Norte Carlsbad, California 92008 Telephone: (858) 679-1185 Subject: Response to Review Comments Proposed Carlsbad Car Wash 6010 A venida Encinas Carlsbad, California CTE Project No. 10-13214T Via Email: pkeleher@toyotacarlsbad.com References: Construction Testing and Engineering, Inc, 2017, Percolation Test Results for Proposed Biofiltration Basins, Proposed Carlsbad Car Wash, 6010 Avenida Encinas, Carlsbad, California, Job No. 10-13214T, dated June 1. Ms. Keleher: Construction Testing and Engineering, Inc, 2016, Geotechnical Investigation, Proposed Carlsbad Toyota Car Wash, 6010 Avenida Encinas, Carlsbad, California, Job No. 10-13214T, dated September 16. Presented herein is our response to the City of Carlsbad's review of the Percolation Test Results for Proposed Biofiltration Basins document dated June 1, 2017. Issue No. 1: Page 2 the reviewer circled the Percolation Rate of 0.125 inches/hr and provided the number 0.173. Response to Issue No. 1: The number 0.125 was determined by taking the final 30 minute fall in head of 1/16 of an inch, which is 0.0625, and multiplying it by 2 to get the rate of 0.125 inches per hour. This number is divided by 60 to determine inches/min which is 0.0021. Issue No. 2: Page 4 the reviewer indicates that tests P-2, P-3 and P-4 have exactly the same results. Response to Issue No. 2: This is correct. All three holes were excavated to five feet deep and had the same percolation rate. Issue No. 3: Page 5 the reviewer indicates that Table 2.1 is not consistent with 2.0 and circles Percolation Rate in inches per minute and Infiltration Rate in inches per hour. 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-inc.net Response to Review Comments Proposed Carlsbad Car Wash 6010 A venida Encinas, California May 9, 2019 Page 2 CTE Job No.: 10-13214T Response to Issues No. 3: The tables are consistent. All the percolation rates were 0.0021 inches per hour, and the infiltration rates differ because they factor in depth (P-1 was 66.5 inches deep and the others were 60 inches) and diameter (P-1 and P-2 were six inches in diameter and P-3 and P-4 were eight inches in diameter). We appreciate the opportunity to be of service on this project. Should you have questions, please contact the undersigned at your convenience. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. ~ Dan T. Math, GE# 2665 Principal Engineer AJB/DTM:nri Attachments: Review Comments Aaron J. Beeby, CEG #2603 Certified Engineering Geologist Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 6010 Avenida Encinas Carlsbad California June J 2017 ' , Page2 CTE Job No. 10-13214T depth of approximately 20 feet bgs. Based on these site observations, groundwater is generally not anticipated within 10 feet of proposed discharge elevations. 2.0 Percolation Test Data Percolation testing was perfonned in accordance with SD DEH Case I and ID methods, which are perfonned when presoak water remains in the test hole overnight and when presoak water infiltrates through the hole overnight, respectively. The presoak duration for all of the recent tests ranged from approximately 23 to 24 hours, which is within the SD DEH I 5 to 30 hour presoak range. The approximate percolation test and boring locations are presented on Figure 2. The associated boring logs are attached. Results of the recent percolation testing are presented in Table 2.0 below. Time Boring/Depth(Inches) Time Olange (min) Case III Soil Qop Final Water Peroolation Rate Level Change Inches/hr Inches/min f _, '7 / f _, 5 I r -'1 :,/ r ~ Pr.rtol11t1<m Tr.111 ltr. . .ult-. for 1•rnpm.ed Hiofiltratton 13;,s,,r; Propo11ed C'utlahrsd Ctu Walih t,ow Awn1da Hnc,na,:, 'arlt.bid, 'altfom,a Ju,10 I 201? ·1 i,nc f tor, nl,f Dept h(J nchcs) Time Oumgc (min) P-4/60.0 936 0 1006 30 52.00 Case 1036 60 52.06 Soil f Water Level (inches NIA 52.06 52.13 0.063 0.063 ~-•1t./.J , ¼~~ '1- 1u,r.' h ~4 CT ~ Job • fr, I {)-J:32 4'f lr.chcalhr 'n.chel /min 0.125 0.0021 NOTP..S: w .. level WIii meuurod &om a fixed point at the top of the hole. Hole die.....,« ror P-1 and P-2 wu lix incbcs Hole diameter ror P-3 and P-i wu cigbl inobol W•thor wH overout durins the percolation teatins, Qppf: Quaternuy Previously Placed Fill Qop: Quacemuy Old Paralic Depotita l, l Calederr4 lnfiltration Rates As per the County of San Diego BMP design documents (Februa~ 2016) infiltration rates ~ to be evaluated through Porchet Method. CIE utilized the Pore.bet Method through guidance oftbe C.Omty ofRiverside (2011). The intent of the infiltration rate is to take into account bias inherent in percolation test bore hole sidewall infiltration as \Wuld not occur at a basin bottom where sum sidewalls are not presmt. Tho infiltration rate (It) it derived by the cqulti011: I,= Aff g2 60 = AH6Qr At(r+2ff.va) At(11'2 +2uff.v,) Where: I, = tested infiltration rate, int.lies/hour 4H • change in head over 1ho time int 4t i= time interval, minutes • r ·111otteat Peroolarion Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 6010 AvenidaEncinas, Carlsbad, California June I 2017 ~UH. Page 5 CTE Job No. 10-13214T .Infiltration rates have been calculated utilizing the factor of safety (FOS) of 2 in the following Table J.J. The project stonnwater or basin designer may modify the factor of safety based on their independent evaluation. The infiltration feasibility information is also presented on the anabbed C.4-1 Worksheet. Percolatioo Rate inches/minute) (me 0.0021 0.0021 0.0021 0.013 0. 0.013 The caJculated rates indicate that the site does not meet the minimum County requirements for full or partial infiltration. 3,0 Umitations The percolation test results were obtained in accordance with City and County standards. However, it shouJd be noted 1hat percolation test results can significantly vary laterally and vertically due 10 slight changes in soil type, degree of wea1hering, secondary mineralization, md other physical and chemical variabilities. As such, the test results are considered to be an estimate of percolation and converted infiltration rates for design purposes. No guarantee is made based on the percolation testing related to die actual functionality or longevity of associated infiltmtion basins or other BMP devices designed from the presented infiltration rates. CTE's conclusions and recommendations are based on an analysis of the obseived conditions. If conditions different from those described in this report are encountered during constJUction, 1his office should be notified and additional recommendations, if required, will be provided. The o~ty to be of service on this project is appreciated. If you have any questiona regarding tins report, please do not hesitate to contact the mdersignod. RcspcctfWJy submitted, CONSTRUcnON TES11NO & FNOINEERJNO, INC. Amon J. Beeby c.o.cl Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 60 IO A venida Encinas, Carlsbad, California June I, 2017 Page 2 CTE Job No. 10-13214T depth of approximately 20 feet bgs. Based on these site observations, groundwater is generally not anticipated within IO feet of proposed discharge elevations. 2.0 Percolation Test Data Percolation testing was performed in accordance with SD DEH Case I and ill methods, which are performed when presoak water remains in the test hole overnight and when presoak water infiltrates through the hole overnight, respectively. The presoak duration for all of the recent tests ranged from approximately 23 to 24 hours, which is within the SD DEH 15 to 30 hour presoak range. The approximate percolation test and boring locations are presented on Figure 2. The associated boring logs are attached. Results of the recent percolation testing are presented in Table 2.0 below. . l'I\BLE2.0 ' PBR.GOLATION 1$$? DATA Time Initial Final Water Percolation Rate Boring/Depth{lnches) Time Change Water Water Level Level Level Change Inches/hr Inches/min (min) (inches) (inches) (inches) P-1166.5 908 0 58.50 NIA NIA 938 30 58.50 58.94 0.438 Case 1008 60 58.94 59.00 0.063 m 1038 90 59.00 59.00 0.000 1108 120 59.00 59.00 0.000 0.125 0.0021 Soil 1138 150 59.00 59.06 0.063 Qop 1208 180 59.06 59.13 0.063 1238 210 59.13 59.13 0.000 1308 240 59.13 59.19 0.063 \\ESC_SERVER\Projccts\10-132141\Ltr_lnfiltration Test Results RJ.doc Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 6010 A venida Encinas, Carlsbad, California June I 2017 TABLE 2.0 (CONTINUED) PERCOLATION TEST DATA Time Initial Final Water Boring/Depth(lnches) Time Change Water Water Level (min) Level Level Change (inches) (inches) (inches) P-2/60.0 910 0 52.00 NIA NIA 940 30 52.00 52.06 0.063 Case 1010 60 52.06 52.13 0.063 I Soil Qop Time Initial Final Water Boring/Depth(Inches) Time Change Water Water Level (min) Level Level Change (inches) (inches) (inches) P-3/60.0 934 0 52.00 NIA NIA 1004 30 52.00 52.06 0.063 Case 1034 60 52.06 52.13 0.063 I Soil Qop Page 3 CTE Job No. 10-13214T Percolation Rate Inches/hr Inches/min 0.125 0.0021 Percolation Rate Inches/hr Inches/min 0.125 0.0021 \\ESC_SERVER\Projccts\J0-13214nLtr_Infiltration Test Results RJ.doc Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 60 IO A venida Encinas, Carlsbad, California June I 2017 TABLE 2.0 (CONTINUED) PERCOLATION TEST DATA Time Initial Final Water Boring/Depth(lnches) Time Change Water Water Level Level Level Change P-4/60.0 Case I Soil Qppf NOTES: (min) (inches) (inches) (inches) 936 0 52.00 NIA NIA 1006 30 52.00 52.06 0.063 1036 60 52.06 52.13 0.063 Water level was measured from a fixed point at the top of the hole. Hole diameter for P-1 and P-2 was six inches Hole diameter for P-3 and P-4 was eight inches Weather was overcast during the percolation testing. Qppf: Quaternary Previously Placed Fill Qop: Quaternary Old Paralic Deposits 1.1 Calculated Infiltration Rates Page 4 CTE Job No. 10-13214T Percolation Rate Inches/hr Inches/min 0.125 0.0021 As per the County of San Diego BMP design documents (February 2016) infiltration rates are to be evaluated through Porchet Method. CTE utilized the Porchet Method through guidance of the County of Riverside (2011 ). The intent of the infiltration rate is to take into account bias inherent in percolation test bore hole sidewall infiltration as would not occur at a basin bottom where such sidewalls are not present. The infiltration rate (It) is derived by the equation: 11 = ~H nr2 60 ~H60r ~t(r+2HavJ ~t(nr2 +2nrHavJ Where: 11 = tested infiltration rate, inches/hour ~H = change in head over the time interval, inches ~t = time interval, minutes * r = effective radius of test hole H avg = average head over the time interval, inches \\ESC_SERVER\Projects\10-132141\Ltr_Infiltration Test Results RJ.doc Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 60 IO A venida Encinas, Carlsbad, California June 1 2017 Page 5 CTE Job No. 10-13214T Infiltration rates have been calculated utilizing the factor of safety (FOS) of 2 in the following Table 1.1. The project stormwater or basin designer may modify the factor of safety based on their independent evaluation. The infiltration feasibility information is also presented on the attached C.4-1 Worksheet. TABLE2.1 RESULTS OF PERCOLATION TESTING WD1I FACl'OR. OF AFE'IYAPPIJFD Test Location Percolation Rate Infiltration Rate Infiltration Rate with FOS of (inches/minute) (inches oer hour) 2 Aoolied (inches per hour) P-1 0.0021 0.021 0.01 l P-2 0.0021 0.040 0.020 P-3 0.0021 0.025 0.013 P-4 0.0021 0.025 0.013 The calculated rates indicate that the site does not meet the min1mum County requirements for full or partial infiltration. 3.0 Limitations The percolation test results were obtained in accordance with City and County standards. However, it should be noted that percolation test results can significantly vary laterally and vertically due to slight changes in soil type, degree of weathering, secondary mineralization, and other physical and chemical variabilities. As such, the test results are considered to be an estimate of percolation and converted infiltration rates for design purposes. No guarantee is made based on the percolation testing related to the actual functionality or longevity of associated infiltration basins or other BMP devices designed from the presented infiltration rates. CTE's conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered during construction, this office should be notified and additional recommendations, ifreqwred, will be provided. The opportunlty to be of service on this project is appreciated. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. Aaron J. Beeby, CEG #2603 Certified Engineering Geologist \\ESC_SERVER\Projects\10-1 32141\Ltr_lnfiltration Test Results RJ.doc Percolation Test Results for Proposed Biofiltration Basins Proposed Carlsbad Car Wash 60 IO A venida Encinas, Carlsbad, California June 1 2017 Attachments: Figure I Figure 2 Boring Logs Site Index Map Exploration Location Map Worksheet C.4-1 Page 6 CTE Job No. 10-13214T \\ESC_SERVER\Projects\J0-J3214T\Ltr_lnfi ltration Test Results RJ.doc i \. ___________ \ Actrv9 Atlllat,cum H Crmsfit 760 c.tsNCJ. Caldor H Cl~ Construction Testing & Engineering, Inc. ~c 1«1 Mon11e1 Rd Ste 115, Esco11dldo, CA 82028 Pt1 (780) 746-4966 SITI INDD'. IBP PIOPOSID CAILSIW> 'l'OYOT! (:jJl Y!SII 8010 !VIND>! INCl!WI cmmw>, CWPOINI! SCALE: AS SBOIN DATE: 5/17 CTE JOB NO.: FIGURE: 10-132HT l j 0 ...:.. .... 'j" 0 0 i l. ..., N Q) ... :::, c,, ~I -,t- N ') 'j" ::::, / OI .... 0 9!. 0 ... \ \ \ 50' ~ ,-o,;, .:10-'00· 15 AP' ,o-:oo--~ \ '\"' (rJ _ .... ID '""' \ 0 t \ \ \ r..,.a,, '-YL 25' I \~ ,0 \~~ \~ 50' PRELIMINARY GRADIN J) p,,. 2': OJO· "- ·YOJIIIOJ1 LEGEND \ { \ B-5+ APPROXIMATE BORING LOCATION \ P-4-$ APPROXIMATE PERCOLATION TEST LOCATION Qop QUATERNARY OLD PARALIC DEPOSITS ~ ... :l,.--~i§~------------------,r--___, ............... ____________ """'l'lll"'Rr"W----1 ~ I I: Ti. i Construction Testing & Engineering, Inc. EXPLORATION LOCATION KAP ~ .J.J.VL. ----------------PIOPOSID ~ Cil YjSI DIPl0YIIIIN'IS / ~ 1441 Montiel Rd Ste 115, u0011cldo, CA 92026 Ph (760) 746--4955 8010 !VINDM. INCINAS ~. CAUJOIMI! Construction Testing & Engineering, Inc. 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DEFINITION OF TERMS PRIMARY DIVISIONS GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS <5% FINES GRAVELS WITH FINES CLEAN SANDS <5% FINES SIL TS AND CLAYS LIQUID LIMIT IS LESS THAN 50 SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 HIGHLY ORGANIC SOILS SYMBOLS SECONDARY DIVISIONS WELL GRADED GRAVELS, GRAVEL-SAND MIXTIJRES LIT1LE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL SAND MIX1URES, LITTLE OF NO FINES SILTY GRAVELS, GRAVEL-SAND-SILT MIXTIJRES, NON-PLASTIC FINES Cl.A YEY GRAVELS, GRAVEL-SAND-CLAY MIXTIJRES, PLASTIC FINES WELL GRADED SANDS, GRAVELLY SANDS, urn.E OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, UTILE OR NOFINES SILTY SANDS, SAND-SILT MIXTIJRES, NON-PLASTIC FINES INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS SUGHTLY PLASTIC CLAYEY Sil..TS INORGANIC CL.A YS OF LOW TO MEDIUM PLASTICITY, GRAVELLY SANDY SILTS OR LEAN Cl.A YS ORGANIC SILTS AND ORGANIC CL.A YS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS ELASTIC SILTS INORGANIC CIA YS OF HIGH PLASTICITY, FAT Cl.A YS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY Cl.A YS PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES BOULDERS COBBLES GRAVEL SAND SIL TS AND CLAYS COARSE FINE COARSE MEDIUM FINE 12" 3" 3/4" 4 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX-Maximum Dry Density GS-Grain Size Distribution SE-Sand Equivalent EI-Expansion Index CHM-Sulfate and Chloride Content , pH, Resistivity COR -Corrosivity SD-Sample Disturbed PM-Permeability SG-Specific Gravity HA-Hydrometer Analysis AL-Atterberg Limits RV-R-Value CN-Consolidation CP-Collapse Potential HC-Hydrocollapse REM-Remolded PP-Pocket Penetrometer WA-Wash Analysis DS-Direct Shear UC-Unconfined Compression MD-Moisture/Density M-Moisture SC-Swell Compression OI-Organic Impurities FIGURE: BLI ~ Construction Testi ng & Engineering, Inc. CTE~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: DRILLER: SHEET: of CTEJOBNO: DRILL METHOD: DRILLING DA TE: LOGGED BY: SAMPLE METHOD: ELEVATION: ., C 0 " Q. _e, .0 E ! ~ E ~ 0 e 00 BORING LEGEND ~ 8 £ 0 Laboratory Tests .. ·;;; ..l I=, ~ C e ui " 1 fi 8 ~ cj :.c ~ c.. "3 > 0 t':' ·5 ui e 8 CD c§ co 0 :E ::i 0 DESCRIPTION ,.o '" Block or Chunk Sample .. -... .. -) -Bulk Sample .. -... '"5- .. - -- ■ --Standard Penetration Test --■ 10----I Modified Split-Barrel Drive Sampler (Cal Sampler) -----I Thin Walled Army Corp. ofEnRineers Sample -- -1 5- --Groundwater Table --~ ------\_ -Soil Type or Classification Chanp;e 20- -?--?--?--?--?--?--?--- \__ Formation Chanp;e f(Approximate boundaries queried (?)l -- -- --Quotes are placed around classifications where the soils "SM" 25-exist in situ as bedrock - FIGURE: I BL2 PROJECT: CTEJOB NO: LOGGED BY: " Q. -E 8. ii JI >, i-I=, . '° 'a. C °,II ..,. " ~ > ;; ;§ 0 8 co ai --o ._ - ._ - ._ - ._ - -s---7 ._ -I 7 -7 ._ - ._ - -- -1& [ 5 7 --15 ._ - ._ - ._ - -15-[ 8 8 --12 ._ - ._ - ._ -[ 7 13 -2~ 14 -- -- -- -- -25- CT~ Construction Testing & Engineering, Inc. ~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 TOYOTA OF CARLSBAD CAR WASH I0-13214T AJB C ] ! DRILLER: DRILL METIIOD: SAMPLE METIIOD: BAJA EXPLORATION HOLLOW-STEM AUGER RING, SPT and BULK SHEET: I DRilLINGDATE: ELEVATION: of I 8/12/2016 -58 FEET ~ e ~ co .3 ·;;:; Vl ~ BORING: B-1 Laboratory Tests C 8 a "' i:' 'i5 Cl ::E vi u u :E Q. vi e :::i 0 CL SM/SC ------- DESCRIPTION Asphalt: 0-4" Base Material: 4-7" QUA TERNARY UNDOCUMENTED FILL: Strrf: moist., brown,. fine_grained sandy CLAY. _______________ _ Loose to medium dense, moist, brown, silty to clayey fine grained SAND . CL Stiff to very stiff, moist, brown, fine grained sandy CLAY. "SC" SM/SC SP-SM QUA TERNARY OLD P ARALIC DEPOSITS: Medium dense, moist, reddish brown, clayey fine grained SANDSTONE, oxidized, massive . Medium dense, moist, reddish brown, silty to clayey fine grained - SANDSTONE, oxidized, massive. Medium dense, moist, reddish brown, poorly graded fine grained - SANDSTONE with silt, massive, friable, abundant mafics. Total Depth: 20' No Groundwater Encountered EI,CHM CN GS I B-1 PROJECT: CTEJOB NO: LOGGED BY: " c.. E 8. i Js >, I-!::, ~ .<= C i5.. ..,. " ~ ,; > 0 ~ al i§ ii:i --o ... - ... - ... - ... - --5--~ 4 ... -6 10 ... - ... - ... - ,.. lit -7 ... -L II 24 ... - ... - ... - ,.. 15-[ 6 ... -7 9 ... - ... - ... - --2<t ... - ... - ... - ... - --2s- CJ ~ Construction Testing & Engineering, Inc. ~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 TOYOTA OF CARLSBAD CAR WASH I0-13214T AJB c-0 ! .D ~ DRILLER: DRILL MEIBOD: SAMPLE MEIBOD: BAJA EXPLORATION HOLLOW-STEM AUGER RING, SPT and BULK SHEET: I DRJILING DATE: ELEVATION: of I 8/12/2016 ~FEET ~ -i ~ co .s e.., ti) ~ BORING: B-2 Laboratory Tests C ~ ~ c:-·5 0 ~ vi u vi ::i SC "CL" "SC" u :E Q. E 0 DESCRIPTION Asphalt: 0-4.5" Base Material: 4.5-7.5" QUA TERNARY UNDOCUMENTED FILL: Loose to medium dense moist brown clavev fine arained SAND . QUA TERNARY OLD P ARALIC DEPOSITS: Very stiff, moist, reddish brown, fine grained sandy CLA YSTONE, oxidized, massive, carbonate nodules . ---Medium dense, moist, reddish brown, clayey fine grained SANDSTONE, oxiclized, massive . Sandy clay interbeds -------"SP-SM" Medium dense, moist, redclish brown, poorly graded, fine grained SANDSTONE with silt, massive, friable . Total Depth: 16.5' No Groundwater Encountered GS GS I B-2 ~ Construction Testing & Engineering, Inc. crec -- 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: TOYOTA OF CARLSBAD CAR WASH DRILLER: BAJA EXPLORATION SHEET: I of I CTEJOB NO: I0-13214T DRilL METIIOD: HOLLOW-STEM AUGER DRillJNG DATE: 8/12/2016 LOGGED BY: AJB SAMPLE METHOD: RING, SPT and BULK ELEVATION: -60 FEET ., C' 0 ii 8. 5 .D E ~ ~ 1 ~ e CCI BORING: B-3 ~ ~ ·;;; II) 3 Laboratory Tests It:, ~ C: ~ .,; u t. C: 8 ~ u :c -" ., 3: 0. :i > 0 t ·5 .,; E 8 CD ~ ii5 ::E ::i 0 DESCRIPTION --o Asphalt: 0-3" ~ -SC Base Material: 3-6" QUA TERNARY UNDOCUMENTED FILL: ~ -Loose to medium dense, moist, brown to reddish brown, fine grained SAND . .. - .. -"CL" QUATERNARY OLD PARALIC DEPOSITS: --s-... Very stiff, moist, reddish brown, fine grained sandy CLA YSTONE, 7 oxidized, massive. 7 .. -,.. .. II ~ - .. --------------------------------------------------------------·sc· Medium dense or very stiff, moist, reddish brown, clayey fine .. -grained SANDSTONFJ sandy CLA YSTONE, oxidized, massive . --Ht -~ 7 .. -9 13 .. -Total Depth: l l .5' .. -No Groundwater Encountered .. - .. 15-.. - ... - ... - ~ - --21t .. -.. - ~ -.. - ~2, I B-3 ~ Construction Testing & Engineering, Inc. CTE~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 PROJECT: TOYOTA OF CARLSBAD CAR WASH DRILLER: BAJA EXPLORATION SHEET: I of I CTEJOB NO: 10-13214T DRILL METHOD: HOLLOW-STEM AUGER DRill.JNG DA TE: 5/11/2017 LOGGED BY: AJB SAMPLE METHOD: RING, SPT and BULK ELEVATION: ~58 FEET .. C' 0 Q. 5 J:> E ! ~ [ j ~ ~ tj) BORING: B-4 Jl 0 Laboratory Tests ·;;; C V) ..J b ~ C: ~ .,; u -g_ C: ~ B u :E -"'! .. ~ "' 0. -;; > 0 ~ ·5 .,; I! ~ c:c ~ i:ii 0 ~ ::i 0 DESCRIPTION -o Asphalt: U-4" CL Base Material: 4-6" --QUA TERNARY UNDOCUM ENTED FILL: Stiff moist dark r"rtdish brown fine l!T8ined sandv CLAY. --·sc· QUA TERNARY OLD P ARALIC DEPOSITS: .. -Medium dense, moist, brown to reddish brown, clayey fine grained SANDSTONE, oxidized . .. - -s-'" 5 7 --10 --.. - .. - '"l Ct '" 5 .. -II -------.. II "CL" Very stiff, moist, dark reddish gray, fine grained sandy CLA YSTONE --with silty to clayey interbeds. .. --------Medium dense, moist, reddish brown, poorly graded fine grained "SP-SM" .. -SANDSTONE with silt, oxidized, massive, friable, abundant mafics . •15- .. - .. - .. - ~ 8 --10 -2;; 13 --Total Depth: 20' No Groundwater Encountered -- -- -- •25- I B-4 PROJECT: CTEJOB NO: LOGGED BY: ., ci. E 8. j ~ >, I-!::, } -5 C ., -"' > c.. "3 i§ 0 ~ cc iii CJ~ Construction Testing & Engineering, Inc. ~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 TOYOTA OF CARLSBAD CAR WASH DRILLER: BAJA EXPLORATION SHEET: of 10-13214T DRILL MEIBOD: HOLLOW-STEM AUGER DRJILING DATE: 5/11/2017 AJB SAMPLE MEIBOD: RING, SPT and BULK ELEVATION: ~58 FEET C 0 5 ~ ~ ~ -~ ~ co .s e ti) C .. ti) u ... ~ i! u :.c "' ti) c.. g ·5 e :a ::i 0 BORING : B-5 Laboratory Tests DESCRIPTION ,-Q-+--+--+---+---+--+---+--+,As,-p~h:a~11~1t:~U~-3r_~~,,.....-.,--------------------,1----------t ... - ... - ... - ... - ... - ... - ... - ... - ... - ... - ... - ... - - - - 4 5 7 9 13 16 CL "CL" "SC" "CL" "SP-SM" --- Base Material: 3.5-5.5" QUATERNARY UNDOCUMENTED FILL: Stiff, moist, dark reddish brown, fine grained sandy CLAY . QUATERNARY OLD PARALIC DEPOSITS: Stiff, moist, dark olive gray, fine grained sandy CLA YSTONE, oxidized mottling, carbonate nodules. Medium dense, moist, light reddish brown, clayey fine grained SANDSTONE, oxidized mottling. ---Very stiff, moist, dark reddish olive, fme grained sandy Cl.A YSTONE Medium dense, moist, light gray, poorly graded fine grained · - SANDSTONE with silt, massive, friable. 8 11 16 --2~~--+-'-+~~+-----ll---f--+-+--------------------------+----------t ... -Total Depth: 20' No Groundwater Encountered ... - ... - ... - I B-5 Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Categorization of Infiltration Feasibility Condition Worksheet C.4-1 Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. X Provide basis: The NRCS soils across the site are all Type D soils with very high surface runoff. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. Two soil types were present in the area of the proposed development, Quaternary Previously Placed Fill and Quaternary Old Paralic Deposits. Four percolation tests were completed, with three tests performed within the Old Paralic Deposits and one performed in the Previously Placed Fill. The calculated infiltration rates (with an applied factor of safety of two) ranged from 0.01 I to 0.020 inch per hour. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: Due to the minimal permeability of the geologic units encountered at the site, surface water would likely migrate laterally or mound locally. This could result in the water migrating into utility trench backfill or saturating down gradient foundations or other improvement areas. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. C-11 Appendix C: Geotechnical and Groundwater Investigation Requirements Worksheet C.4-1 P age 2 of 4 Criteria Screening Question 3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Yes No X Provide basis: According to Geotracker, the nearest known "Open" LUST cleanup site is over 7,000 feet away • from the site. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: The nearest down gradient surface waters are the Pacific Ocean which is over 900 feet from the site. Due to the significant distance to the ocean it is unlikely to be impacted by infiltrating site water. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. Part 1 Result"' If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is ''No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 No Full 1170 be completed ustng gathered site 1nformatton and best professional Judgment cons1de.ong the definition of MEP 10 the MS4 Pean.it. Additional testing and/ or studies may be required by City Engineer to substantiate findings. C-12 Appendix C: Geotechnical and Groundwater Investigation Requirements Worksheet C.4-1 Page 3 of 4 Pan 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question 5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix 0 . Yes No X Provide basis: Due to the native soils percolating at a very slow rate, it is unlikely that any appreciable volume of water will infiltrate. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. X Provide basis: Due to the minimal permeability of the geologic units encountered at the site, surface water would likely migrate laterally or mound locally. This could result in the water migrating into utility trench backfill or saturating down gradient foundation or other improvement areas. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. C-13 Appendix C: Geotechnical and Groundwater Investigation Requirements I Worksheet C.4-1 Page 4 of 4 Criteria Screening Question 7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Yes No X Provide basis: According to Geotracker, the nearest known "Open" LUST cleanup site is over 7,000 feet away from the site. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. X Provide basis: The nearest down gradient surface waters are the Pacific Ocean which is over 900 feet from the site. Due to the significant distance to the ocean it is unlikely to be impacted by infiltrating site water. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates. Part 2 Result" If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. No Inf. "'To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by City Engineer to substantiate findings C-14