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Home My WebLink About6043; PALOMAR AIRPORT ROAD WIDENING AT PASEO DEL NORTE; GEOTECHNICAL INVESTIGATION - INFILTRATION TESTING; 2019-01-31January 31, 2017 Project No. 108040005 Mr. Daniel Zimny, PE City of Carlsbad 1635 Faraday Avenue Carlsbad, California 92008 Subject: Infiltration Testing Results Palomar Airport Road Right Turn Lane to Paseo Del Norte Carlsbad, California Dear Mr. Zimny: In accordance with your request and authorization, we have performed infiltration testing for the design of storm water Best Management Practices (BMP) to be constructed for the subject pro- ject. Based on our understanding, the project will include the construction of a dedicated right turn lane along the south side of the east bound lanes of Palomar Airport Road leading to Paseo Del Norte in Carlsbad, California. In addition to the new pavement section, concrete flatwork and infiltration devices will be constructed. To accommodate the new turn lane, the existing roadway will be widened to the south. SCOPE OF SERVICES Our scope of services for the infiltration testing included the following:  Reviewing background information including available utility plans and topographic maps.  Siting and staking of the exploratory boring locations for clearance by Underground Service Alert (USA).  Acquiring a Right-of-Way permit from the City of Carlsbad.  Manually excavating, logging, and sampling of two exploratory borings (IT-1 and IT-2) to a depth of approximately 5 feet. Bulk samples of the encountered soils were collected and transported to our in-house geotechnical laboratory for testing.  Performing infiltration testing in the borings. Palomar Airport Road Right Turn Lane to Paseo Del Norte January 31, 2017 Carlsbad, California Project No. 108040005 108040005 L.doc 2  Performing geotechnical laboratory testing of representative soil samples to evaluate in- place moisture content and gradation (sieve) analysis.  Preparing this report providing our findings and the results of our testing. SUBSURFACE EXPLORATION AND LABORATORY TESTING On January 17, 2017, Ninyo & Moore manually excavated two soil borings (IT-1 and IT-2) to a depth of approximately 5 feet for infiltration testing at the locations shown on Figure 1. A Ninyo & Moore representative logged the borings and collected bulk soil samples. The borings encountered fill overlying materials mapped as old paralic deposits (Kennedy and Tan, 2005). The fill materials were approximately 3 to 4 feet thick and generally consisted of brown to gray, moist, medium dense, silty sand. The underlying old paralic deposits generally consisted of light gray, moist, me- dium dense to dense, silty sand. Logs of the borings are presented in Attachment A. Geotechnical laboratory testing was performed on representative samples of the soils encoun- tered. The testing included an evaluation of in-situ moisture content and gradation (sieve) analysis in accordance with ASTM International (ASTM) D 2216 and D422, respectively. The results of the moisture content testing are presented on the boring logs in Attachment A. The re- sults of the gradation (sieve) analysis tests are presented in Attachment B. INFILTRATION TESTING To prepare the borings (IT-1 and IT-2) for infiltration testing, approximately 2 inches of gravel was placed on the bottom of each prepared boring. A 2-inch diameter, perforated PVC pipe was in- stalled in the boring and the annulus was then backfilled with pea gravel. The infiltration tests were performed in general accordance with City of Carlsbad BMP Design Manual (2016). As part of the test procedure, a presoak was performed to represent adverse conditions for infiltration. The pre- soak consisted of maintaining approximately 1 foot of water in each boring for approximately 4 hours. The water level was then allowed to drop overnight. Infiltration testing was performed on January 18, 2017 in the presoaked borings at depths of approximately 5 feet. The borings were filled with approximately 6 inches of water and measurements of the water depth were generally Palomar Airport Road Right Turn Lane to Paseo Del Norte January 31, 2017 Carlsbad, California Project No. 108040005 108040005 L.doc 3 recorded every 30 minutes until consistent measurements were obtained. The borings were refilled as needed to maintain the water level until the infiltration rate stabilized. For testing purposes, a stabilized rate was defined as two consecutive readings without a change of more than 0.01 foot in the depth of the water column. Infiltration rates were then calculated using the Porchet method. Measurements and calculations are included in Attachment C. As indicated on the table below, adjusted infiltration test results for tests IT-1 and IT-2 were less than 0.1 inches per hour (in/hr). Infiltration test measurements are included in Attachment C and the results are summarized in the following table. Infiltration Test Results Summary Infiltration Test (depth) Soil Description at Test Depth (Geologic Unit) Infiltration Rate in/hr IT-1 (5 feet) Silty SAND (Old Paralic Deposits) 0.09 IT-2 (5 feet) Silty SAND (Old Paralic Deposits) 0.04 DISCUSSION AND RECOMMENDATIONS The purpose of our study was to provide infiltration test rates for use in the design of storm water BMPs for the project. Based on the results of our testing, the site subsurface soils indicated infiltra- tion rates of 0.09 and 0.04 in/hr. Based on our knowledge of the site geology, similar infiltration characteristics can be expected at other locations on the site. In general, infiltration rates less than 0.5 inches per hour (in/hr) are not considered adequate for infil- tration structures or measures (United States Environmental Protection Agency [EPA], 2010). Although specifics have not been provided to our office, the following general recommendations for site infiltration devices are being provided. As described earlier, the tested infiltration rates indicate the presence of relatively impermeable soils are present at the site. Accordingly, the use of infiltration devices such as pervious pavements or bioretention swales will result in lateral mi- gration of subsurface water and potentially adverse effects to adjacent site improvements. These adverse effects may include settlement of trench backfill and yielding subgrade conditions be- neath pavements. Therefore, if infiltration devices are to be used on the project, we recommend Palomar Airport Road Right Turn Lane to Paseo Del Norte January 31, 2017 Carlsbad, California Project No. 108040005 108040005 L.doc REFERENCES City of Carlsbad, 2016, Engineering Standards, Volume 5: Carlsbad BMP Design Manual for Post Construction Treatment BMPS: dated February. County of San Diego, 1963, Topographic Survey, Sheet 346-1671, Scale 1: 2,400: dated September. County of San Diego, 1975, Topographic Survey, Sheet 346-1671, Scale 1: 2,400: dated Sep- tember 17. Google Earth, 2017, http://www.googleearth.com. Kennedy, M.P., and Tan, S.S., 2005, Geology of the Oceanside 30' x 60' Quadrangle, California, Scale 1:100,00. Ninyo & Moore, 2016, Proposal for Infiltration Testing, Palomar Airport Road Right Turn Lane to Paseo Del Norte, Carlsbad, California: dated October 19. United States Environmental Protection Agency (EPA) Region 1, 2010, Storm water Best Man- agement Practices (BMP) Performance Analysis: revised March. @A@A ± NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE LEGEND @A 0 90 18045 SCALE IN FEET INFILTRATION TEST LOCATIONS FIGURE 1PROJECT NO.DATE IT-2TD=5.0 SOURCE: GOOGLE EARTH, 2017. PALOMAR AIRPORT ROAD INFILTRATION TESTTD=TOTAL DEPTH IN FEET 1_108040005_IT.mxd 1/24/2017 AOB1/17108040005 PALOMAR AIRPORT ROADRIGHT TURN LANE TO PASEO DEL NORTECARLSBAD, CALIFORNIA IT-2TD=5.0IT-1TD=5.0 PASEO DEL NORTE Palomar Airport Road Right Turn Lane to Paseo Del Norte January 31, 2017 Carlsbad, California Project No. 108040005 108040005 L.doc ATTACHMENT A BORING LOGS 0 5 10 15 20 XX/XX SM CL Bulk sample. Modified split-barrel drive sampler. 2-inch inner diameter split-barrel drive sampler. No recovery with modified split-barrel drive sampler, or 2-inch inner diameter split-barrel drive sampler. Sample retained by others. Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. MAJOR MATERIAL TYPE (SOIL):Solid line denotes unit change. Dashed line denotes material change. Attitudes: Strike/Dip b: Bedding c: Contact j: Joint f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Shear Bedding Surface The total depth line is a solid line that is drawn at the bottom of the boring. BORING LOG Explanation of Boring Log Symbols PROJECT NO. DATE FIGUREDEPTH (feet)BulkSAMPLESDrivenBLOWS/FOOTMOISTURE (%)DRY DENSITY (PCF)SYMBOLCLASSIFICATIONU.S.C.S.BORING LOG EXPLANATION SHEET SOIL CLASSIFICATION CHART PER ASTM D 2488 PRIMARY DIVISIONS SECONDARY DIVISIONS GROUP SYMBOL GROUP NAME COARSE- GRAINED SOILS more than 50% retained on No. 200 sieve GRAVEL more than 50% of coarse fraction retained on No. 4 sieve CLEAN GRAVELless than 5% fines GW well-graded GRAVEL GP poorly graded GRAVEL GRAVEL with DUAL CLASSIFICATIONS 5% to 12% fines GW-GM well-graded GRAVEL with silt GP-GM poorly graded GRAVEL with silt GW-GC well-graded GRAVEL with clay GP-GC poorly graded GRAVEL with clay GRAVEL with FINES more than 12% fines GM silty GRAVEL GC clayey GRAVEL GC-GM silty, clayey GRAVEL SAND 50% or more of coarse fraction passes No. 4 sieve CLEAN SAND less than 5% fines SW well-graded SAND SP poorly graded SAND SAND with DUAL CLASSIFICATIONS 5% to 12% fines SW-SM well-graded SAND with silt SP-SM poorly graded SAND with silt SW-SC well-graded SAND with clay SP-SC poorly graded SAND with clay SAND with FINES more than 12% fines SM silty SAND SC clayey SAND SC-SM silty, clayey SAND FINE- GRAINED SOILS 50% or more passes No. 200 sieve SILT and CLAY liquid limit less than 50% INORGANIC CL lean CLAY ML SILT CL-ML silty CLAY ORGANIC OL (PI > 4)organic CLAY OL (PI < 4)organic SILT SILT and CLAY liquid limit 50% or more INORGANIC CH fat CLAY MH elastic SILT ORGANIC OH (plots on or above “A”-line)organic CLAY OH (plots below “A”-line)organic SILT Highly Organic Soils PT Peat USCS METHOD OF SOIL CLASSIFICATION Explanation of USCS Method of Soil Classification PROJECT NO.DATE FIGURE APPARENT DENSITY - COARSE-GRAINED SOIL APPARENT DENSITY SPOOLING CABLE OR CATHEAD AUTOMATIC TRIP HAMMER SPT (blows/foot) MODIFIED SPLIT BARREL (blows/foot) SPT (blows/foot) MODIFIED SPLIT BARREL (blows/foot) Very Loose < 4 < 8 < 3 < 5 Loose 5 - 10 9 - 21 4 - 7 6 - 14 Medium Dense 11 - 30 22 - 63 8 - 20 15 - 42 Dense 31 - 50 64 - 105 21 - 33 43 - 70 Very Dense > 50 > 105 > 33 > 70 CONSISTENCY - FINE-GRAINED SOIL CONSIS-TENCY SPOOLING CABLE OR CATHEAD AUTOMATIC TRIP HAMMER SPT (blows/foot) MODIFIED SPLIT BARREL (blows/foot) SPT (blows/foot) MODIFIED SPLIT BARREL (blows/foot) Very Soft < 2 < 3 < 1 < 2 Soft 2 - 4 3 - 5 1 - 3 2 - 3 Firm 5 - 8 6 - 10 4 - 5 4 - 6 Stiff 9 - 15 11 - 20 6 - 10 7 - 13 Very Stiff 16 - 30 21 - 39 11 - 20 14 - 26 Hard > 30 > 39 > 20 > 26 LIQUID LIMIT (LL), %PLASTICITY INDEX (PI), %0 10 107 4 20 30 40 50 60 70 0 20 30 40 50 60 70 80 90 100 MH or OH ML or OLCL - ML PLASTICITY CHART GRAIN SIZE DESCRIPTION SIEVE SIZE GRAIN SIZE APPROXIMATE SIZE Boulders > 12”> 12”Larger than basketball-sized Cobbles 3 - 12”3 - 12”Fist-sized to basketball-sized Gravel Coarse 3/4 - 3”3/4 - 3”Thumb-sized to fist-sized Fine #4 - 3/4”0.19 - 0.75”Pea-sized to thumb-sized Sand Coarse #10 - #4 0.079 - 0.19”Rock-salt-sized to pea-sized Medium #40 - #10 0.017 - 0.079”Sugar-sized to rock-salt-sized Fine #200 - #40 0.0029 - 0.017” Flour-sized to sugar-sized Fines Passing #200 < 0.0029”Flour-sized and smaller CH or OH CL or OL 0 5 10 15 20 15.4 12.7 SM SM FILL:Brown, moist, medium dense, silty SAND; scattered roots. @ 3.5': Slight hydrocarbon odor.Light gray. OLD PARALIC DEPOSITS:Light gray, moist, medium dense to dense, silty SAND. Total Depth = 5 feet. Groundwater not encountered during drilling. Backfilled on 1/18/17. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. BORING LOG PALOMAR AIRPORT ROAD RIGHT TURN LANE TO PASEO DEL NORTE CARLSBAD, CALIFORNIA PROJECT NO. 108040005 DATE 1/17 FIGURE A-1DEPTH (feet)BulkSAMPLESDrivenBLOWS/FOOTMOISTURE (%)DRY DENSITY (PCF)SYMBOLCLASSIFICATIONU.S.C.S.DESCRIPTION/INTERPRETATION DATE DRILLED 1/17/17 BORING NO.IT-1 GROUND ELEVATION 75'  (MSL)SHEET 1 OF METHOD OF DRILLING 6" Hand Auger DRIVE WEIGHT N/A DROP N/A SAMPLED BY BTM/ZH LOGGED BY BTM/ZH REVIEWED BY CAT 1 0 5 10 15 20 23.0 16.6 SM SM FILL:Brown, moist, medium dense, silty SAND; scattered roots and clay. @ 2.5': Increased in moisture. OLD PARALIC DEPOSITS:Light gray, moist, medium dense, silty SAND. Total Depth = 5 feet. Groundwater not encountered during drilling. Backfilled on 1/18/17. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. BORING LOG PALOMAR AIRPORT ROAD RIGHT TURN LANE TO PASEO DEL NORTE CARLSBAD, CALIFORNIA PROJECT NO. 108040005 DATE 1/17 FIGURE A-2DEPTH (feet)BulkSAMPLESDrivenBLOWS/FOOTMOISTURE (%)DRY DENSITY (PCF)SYMBOLCLASSIFICATIONU.S.C.S.DESCRIPTION/INTERPRETATION DATE DRILLED 1/17/17 BORING NO.IT-2 GROUND ELEVATION 75'  (MSL)SHEET 1 OF METHOD OF DRILLING 6" Hand Auger DRIVE WEIGHT N/A DROP N/A SAMPLED BY BTM/ZH LOGGED BY BTM/ZH REVIEWED BY CAT 1 Palomar Airport Road Right Turn Lane to Paseo Del Norte January 31, 2017 Carlsbad, California Project No. 108040005 108040005 L.doc ATTACHMENT B LABORATORY TESTING Coarse Fine Coarse Fine Silt Clay 3" 1-1/2" 1" 3/4" 1/2" 3/8" 4 8 16 30 50 100 200 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 Symbol Plasticity Index Plastic Limit Liquid Limit Depth (ft)CcCu U.S.C.SD60 Medium GRAVEL SAND FINES D30D10 Passing No. 200 (%) Sample Location IT-10.0-3.5 -- -- -- ---------- 27 SM PALOMAR AIRPORT ROAD B-1RIGHT TURN LANE TO PASEO DEL NORTE 108040005 1/17 CARSLBAD, CALIFORNIA 0 10 20 30 40 50 60 70 80 90 100 0.00010.0010.010.1110100PERCENT FINER BY WEIGHTGRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE NUMBERS HYDROMETER GRADATION TEST RESULTS PROJECT NO. DATE FIGURE 108040005 SIEVE IT-1 @ 0.0-3.5.xls Coarse Fine Coarse Fine Silt Clay 3" 1-1/2" 1" 3/4" 1/2" 3/8" 4 8 16 30 50 100 200 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 PALOMAR AIRPORT ROAD B-2RIGHT TURN LANE TO PASEO DEL NORTE 108040005 1/17 CARSLBAD, CALIFORNIA -- -- -- -- 32 SMIT-1 3.5-5.0 -- -- -- -- U.S.C.SD60 Medium GRAVEL SAND FINES D30D10 Passing No. 200 (%) Sample LocationSymbol Plasticity Index Plastic Limit Liquid Limit Depth (ft)CcCu 0 10 20 30 40 50 60 70 80 90 100 0.00010.0010.010.1110100PERCENT FINER BY WEIGHTGRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE NUMBERS HYDROMETER GRADATION TEST RESULTS PROJECT NO. DATE FIGURE 108040005 SIEVE IT-1 @ 3.5-5.0.xls Coarse Fine Coarse Fine Silt Clay 3" 1-1/2" 1" 3/4" 1/2" 3/8" 4 8 16 30 50 100 200 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 Symbol Plasticity Index Plastic Limit Liquid Limit Depth (ft)CcCu U.S.C.SD60 Medium GRAVEL SAND FINES D30D10 Passing No. 200 (%) Sample Location IT-20.0-3.0 -- -- -- ---------- 34 SM PALOMAR AIRPORT ROAD B-3RIGHT TURN LANE TO PASEO DEL NORTE 108040005 1/17 CARSLBAD, CALIFORNIA 0 10 20 30 40 50 60 70 80 90 100 0.00010.0010.010.1110100PERCENT FINER BY WEIGHTGRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE NUMBERS HYDROMETER GRADATION TEST RESULTS PROJECT NO. DATE FIGURE 108040005 SIEVE IT-2 @ 0.0-3.0.xls Coarse Fine Coarse Medium SILT CLAY 3" 2"¾"½" ⅜"4 8 3050 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 USCS -- D60 SM-- -- -- 32 Passing No. 200 (%) CcCu IT-2 3.0-5.0 -- -- -- -- GRAVEL SAND FINES Symbol Plasticity Index Plastic Limit Liquid Limit 1½" 1" Depth (ft)D30 Fine Sample Location 100 D10 16 200 108040005 1/17 B-4PALOMAR AIRPORT ROAD RIGHT TURN LANE TO PASEO DEL NORTE CARSLBAD, CALIFORNIA 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 0.00010.0010.010.1110100PERCENT FINER BY WEIGHTGRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE NUMBERS HYDROMETER GRADATION TEST RESULTS PROJECT NO. DATE FIGURE 108040005 SIEVE IT-2 @ 3.0-5.0.xls Palomar Airport Road Right Turn Lane to Paseo Del Norte January 31, 2017 Carlsbad, California Project No. 108040005 108040005 L.doc ATTACHMENT C INFILTRATION TESTING Palomar Airport Road Right Turn Lane to Paseo Del Norte Carlsbad, California Attachment C Project No. 108040005 Test Date:Infiltration Test No.: IT-1 Test Hole Diameter, D (inches): 6.0 Excavation Depth (feet): 5.0 Test performed and recorded by: BTM Pipe Length (feet): 5.00 (min/in) (in/hr) 9:27 4.40 9:57 4.42 30 0.02 125 0.59 0.08 9:57 4.42 10:27 4.45 30 0.03 83 0.57 0.13 10:27 4.45 10:57 4.50 30 0.05 50 0.53 0.23 11:03 4.40 11:33 4.42 30 0.02 125 0.59 0.08 11:33 4.42 12:03 4.46 30 0.04 62 0.56 0.18 12:03 4.46 12:33 4.50 30 0.04 62 0.52 0.19 12:35 4.40 13:05 4.42 30 0.02 125 0.59 0.08 13:05 4.42 13:35 4.45 30 0.03 83 0.57 0.13 13:35 4.45 14:05 4.47 30 0.02 125 0.54 0.09 14:05 4.47 14:35 4.50 30 0.03 83 0.52 0.14 14:37 4.40 15:07 4.42 30 0.02 125 0.59 0.08 15:07 4.42 15:37 4.44 30 0.02 125 0.57 0.09 Test Date:Infiltration Test No.: IT-2 Test Hole Diameter, D (inches): 6.0 Excavation Depth (feet): 5.0 Test performed and recorded by: BTM Pipe Length (feet): 5.00 (min/in)(in/hr) 9:30 4.21 10:00 4.22 30 0.01 250 0.79 0.03 10:00 4.22 10:30 4.23 30 0.01 250 0.78 0.03 10:30 4.23 11:00 4.24 30 0.01 250 0.77 0.03 11:00 4.24 11:30 4.25 30 0.01 250 0.76 0.03 11:30 4.25 12:00 4.26 30 0.01 250 0.75 0.03 12:00 4.26 12:30 4.27 30 0.01 250 0.74 0.03 12:30 4.27 13:00 4.28 30 0.01 250 0.73 0.04 13:00 4.28 13:30 4.29 30 0.01 250 0.72 0.04 13:30 4.29 14:00 4.30 30 0.01 250 0.71 0.04 14:00 4.30 14:30 4.31 30 0.01 250 0.70 0.04 14:30 4.31 15:00 4.32 30 0.01 250 0.69 0.04 15:00 4.32 15:30 4.33 30 0.01 250 0.68 0.04 d1 = initial depth to water in hole at t1 t2 = final time when incremental water level reading is taken d2 = final depth to water in hole at t2 Δt = change in time between initial and final water level readings ΔH = change in depth to water or change in height of water column (i.e., d2 - d1)It= tested infiltration rate, inches/hour H0 = Initial height of water column ΔH = change in head over the time interval, inches in/hr = inches per hour Δt = time interval, minutes r = effective radius of test hole Havg= average head over the time interval, inches 1 Based on the "Porchet Method" as presented in: Riverside County Flood Control, 2011, Design Handbook for Low Impact Development Best Management Practices: dated September. Percolation Rate Infiltration Rate 1/18/2017 t1 d1 (feet)t2t1 Infiltration Rate Havg (feet) Havg (feet) ΔH (feet) ΔH (feet) Δt (min) d2 (feet) d1 (feet)t2 d2 (feet) Δt (min) 1/18/2017 Percolation Rate ܫ௧ ൌ ∆ܪ ൈ 60 ൈ ݎ ∆ݐ ݎ൅2ܪ௔௩௚ 108040005 T Attachment C.xls 1 of 1