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HomeMy WebLinkAboutCDP 15-23; LANAKAI MAIN GATE; FINAL SOILS REPORT; 2022-04-12Report of Geotechnical Engineering Observations And Compaction Testing April 12, 2022 Lanikai Main Gate Project, 6550 Ponto Drive, Carlsbad, California Page 2 2. "Preliminary Pavement Section Design And Plan Review, Proposed Lanikai Main Gate Improvement Project, 6550 Ponto Drive, Carlsbad, California", prepared by SMS Geotechnical Solutions, Inc., dated September 28, 2021 . II. SITE CONDITIONS Site conditions at the project were found to be substantially the same as described in the referenced Preliminary Pavement Section Design And Plan Review report (Reference 2). The project portions of the property were generally underlain by at very shallow depths by Old Paralic Deposits mantled by a thin section of natural to disturbed sandy to silty sand native ground. III. LABORATORY TESTING Pertaining maximum dry densities and optimum moisture contents for the representative onsite soils and imported Class 2 base (ASTM D 1557) were determined by sampling and performing laboratory Maximum Dry Density & Optimum Moisture content tests per ASTM Dl557. The asphalt maximum densities were provided to us by the project contractor obtained from the respective materials plant(s). Pertinent test results are summarized on the attached Laboratory Maximum Dry Density & Optimum Moisture Content List, Figure 3. IV. GROUND PREPARATION AND GRADING OPERATIONS Prior to the remedial grading operations, any surface improvements and old pavings vegetation, roots and tree stumps, concrete slab and old foundation, buried structures were removed and cleared for the project areas, as appropriate. Upper surficial loose and compressible soil mantle within the Approximate Limits of Compacted Fill/Paving Improvements area (see attached Approximate Compaction Tests Location Maps, Figures 1 and 2) was then over-excavated and removed. Removals were extended to the underlying Old Paralic Deposits, but not less 12 inches below rough finish sub grade. All exposed bottom of removals and over-excavations were visually examined, and probed to assure competent Old Paralic Deposits exposures suitable for receiving new fills. Earth deposits generated from the onsite over-excavations and subgrade preparations consisted of sandy to silty sand (SM/SP) materials ranging to very low expansion potential ( expansion index less than 20 based on ASTM D4829 classification). Site subgrade soils were properly processed, moisture conditioned to near optimum moisture levels, manufactured into a uniform mixture, placed in thin (approximately 8 inches thick maximum) horizontal lifts and mechanically compacted with a Skip Loader (Deerer 201 0L ), tandem roller (MOMAG BW 138 AD & BW 90 AD) to at least 95% of the corresponding laboratory maximum density per ASTM Dl 557. The Class 2 base materials were spread and compacted utilizing a Skip Loader (Deerer 2010L), tandem roller (Volvo DD25B), a jumping jack, and a vibratory plate to at Report of Geotechnical Engineering Observations And Compaction Testing April 12, 2022 Lanikai Main Gate Project, 6550 Ponto Drive, Carlsbad, California Page 3 least 95% of the corresponding laboratory maximum density per ASTM D1557. Water was provided with a water hose. The asphalt paving was spread and compacted to the minimum specified thickness per project improvement plans with a tandem roller (CAT CB 24B), a jumping jack, and a vibratory plated to at least 95% of the corresponding laboratory maximum. Engineering observat.ion and compaction testing of the site work improvements and paving sections, placed within the designated areas of the project property, were intermittently provided by this office from May 25, 2021 through April 6, 2022. Approximate limits of the site work and paving improvements, and field compaction test locations, as roughly established in the field by a hand level and pacing/tap measure form staking provided by others, or relative to identifiable features located at the site and noted on the project plans are shown on the enclosed Approximate Compaction Tests Location Maps, Figures 1 and 2. Field density tests establishing both the in-place dry densities and moisture contents were performed in accordance with the ASTM D6938 (Nuclear Gauge) test methods, as the fill/pavement section placement progressed. Test locations were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the project contractor. These areas were reworked by the contractor and retested. Field compaction test results are tabulated on the enclosed Compaction Test Results, Figures 4 and 5. Engineering observations and compaction test results indicated that the site work sub grade preparations and paving base and asphalt sections within the approved areas (see Approximate Limits of Compacted Fill/Paving Improvements on the enclosed Approximate Compaction Tests Location Map, Figures 1 and 2) were properly placed and compacted to at least the minimum compaction levels at the tested locations, where required and as specified. Site work preparations and remedial paving subgrade grading were conducted in substantial conformance with Chapter 18 (Soils and Foundations) and Appendix "J" (Grading) of the 2019 California Building Code (CBC), applicable codes, the Grading Ordinances for the city of Carlsbad and current engineering standards, as appropriate. All observations and testing were conducted by a representative from this office under direct supervision of the project geotechnical engineering. V. CONCLUSIONS AND RECOMMENDATIONS In our opinion, all site earthworks and paving operations were completed in substantial conformance with the project soils report (see References), approved plans, city of Carlsbad grading ordinances, applicable codes and current engineering standards, and are acceptable for their intended use. VI. LIMITATIONS Our description of the site works and paving improvement operations, as well as observations and testing services described herein, are limited to the work intermittently performed by this office from Laboratory Maximum Dry Density & Optimum Moisture Content List (ASTM D1557) PROJECT NO: PROJECT NAME: LOCATION: REPORT DATED: Test Results: Soil Type (1): Maximum Dry Density: Optimum Moisture: Soil Type (2): Maximum Dry Density: Optimum Moisture: Maximum Dry Density: Maximum Dry Density: Maximum Dry Density: FC-18-08-147 Lanikai Main Gate Improvement Ponto Drive, Carlsbad April 12, 2022 Brown to Red-Brown Silty Sand (Onsite) 134.4 PCF 8.5% ¾" Class 2 Recycled Base {Import) 120.5 PCF 11.3% ¾"Mix.Asphalt (Superior Ready Mix.) 148.0 PCF ¾"Mix.Asphalt (Vulcan) 150.l PCF ½"Mix.Asphalt (Vulcan) 149.0 PCF FIGURE3 COMPACTION TEST RESULTS PROJECT NO: FC-18-08-147 PROJECT NAME: PROJECT LOCATION: Lanikai Main Gate Improvement Ponto Drive, Carlsbad FIELD COMPACTION TEST RESULTS (ASTM D6938): Approximate Approximate Date Test Test Test No. Location Elevation (MSL) (ft) 05/25/2021 I Main Gate Parking Stall Finish Subgrade 05/25/2021 2 Main Gate Parking Stall Finish Subgrade 06/04/2021 3 Main Gate Area Finish Subgrade 06/04/2021 4 Main Gate Area Finish Subgrade 06/08/2021 5 Main Gate Area Finish Subgrade 06/08/2021 6 Main Gate Area Finish Subgrade 06/08/2021 7 Main Gate Area Finish Subgrade 09/14/2021 8 Main Gate Parking Stall Finish Base Grade 09/14/2021 9 Main Gate Parking Stall Finish Base Grade 09/14/2021 10 Main Gate Parking Stall Finish Base Grade 09/14/2021 11 Main Gate Parking Stall Finish Base Grade 09/15/2021 12 Main Gate Parking Stall ¾"Mix.AC 09/15/2021 13 Main Gate Parking Stall ¾"Mix.AC 09/15/2021 14 Main Gate Parking Stall ¾"Mix.AC 09/15/2021 15 Main Gate Parking Stall ¾"Mix.AC 09/15/2021 16 Main Gate Parking Stall ¾"Mix.AC 09/15/2021 17 Ponto Drive Resurfacing ¾"Mix.AC 09/15/2021 18 Ponto Drive Resurfacing ¾" Mix.AC 10/05/2021 19 Main Gate Area Finish Subgrade Field Field Moisture Dry Soil (%) Density Type (pct) 7.5 128.8 I 7.4 127.8 I 7.9 128.5 I 8.0 128.2 1 8.3 129.5 I 7.1 127.7 I 8.0 128.0 2 13.1 114.7 2 13.4 114.5 2 12.9 115.0 2 11.9 115.7 2 -143.1 - -143.7 - -141.0 - -141.4 - -142.1 - -140.7 - -141.2 - 7.4 127.7 I SMSGeotechnical Solutions, Inc. Max. Dry Density (pct) 134.4 134.4 134.4 134.4 134.4 134.4 134.4 120.5 120.5 120.5 120.5 148.0 148.0 148.0 148.0 148.0 148.0 148.0 134.4 Relative Compaction Comments (%) 96 95 96 95 96 95 95 95 Max. Density Per Contractor 95 95 96 97 Max. Density Per Contractor 97 95 96 96 95 95 95 FIGURE4 FIELD COMPACTION TEST RESULTS (ASTM D6938): Approximate Approximate Field Field Max. Relative Test Test Dry Soil Date No. Test Elevation (MSL) Moisture Density Type Dry Compaction Comments Location (ft) (%) (pct) Density (pct) (%) 10/05/2021 20 Main Gate Area Finish Subgrade 7.8 127.9 1 134.4 95 10/05/2021 21 Main Gate Area Finish Subgrade 8. 1 128.5 1 134.4 96 I 0/07/202 1 22 Main Gate Area Finish Subgrade 7.9 128.2 1 134.4 95 10/07/2021 23 Main Gate Area Finish Subgrade 7.6 127.7 1 134.4 95 10/13/2021 24 Main Gate Area, Spectrum Trench Finish Subgrade 8.8 128.0 1 134.4 95 10/13/2021 25 Main Gate Area ¾"Mix.AC -140.9 -148.0 95 10/13/2021 26 Main Gate Area ¾"Mix.AC -141.1 -148.0 95 10/13/2021 27 Main Gate Area Finish Base Grade 11.5 114.8 2 120.5 95 10/13/2021 28 Main Gate Area Finish Base Grade 12.4 114.5 2 120.5 95 10/13/2021 29 Main Gate Area ¾"Mix.AC -142.4 -148.0 96 I 0/13/2021 30 Main Gate Area ¾"Mix.AC -143.0 -148.0 97 10/13/2021 31 Main Gate Area ¾"Mix.AC -142.4 -148.0 96 01/10/2022 32 South Exit Gate Approach Finish Base Grade 10.4 114.5 2 120.5 95 01 /10/2022 33 South Exit Gate Approach Finish Base Grade 11.3 115.0 2 120.5 95 01/10/2022 34 South Exit Gate Approach ¾"Mix.AC -144.2 -150.1 96 Max. Density Per Contractor 01/10/2022 35 South Exit Gate Approach ¾"Mix.AC -143.8 -150.1 96 01/10/2022 36 South Exit Gate Approach ¾"Mix. AC -145.7 -150.1 97 04/06/2022 37 Ponto Drive Resurfacing ½"Mix.AC -144.6 -149.0 97 Max. Density Per Contractor 04/06/2022 38 Ponto Drive Resurfacing ½"Mix.AC -143.2 -149.0 96 04/06/2022 39 Ponto Drive Resurfacing ½"Mix. AC -142.9 -149.0 96 04/06/2022 40 Ponto Drive Resurfacing ½"Mix.AC -143.6 -149.0 96 04/06/2022 41 Ponto Drive Resurfacing ½"Mix.AC -144.7 -149.0 97 SMS Geotechnical Solutions, Inc. FIGURE 5 SMS Geotechnical Solutions, Inc. Consulting Geotechnical Engineers FIELD REPORT Phone: 760-602-7815 smsgeosol.inc@gmail.com 5931 Sea Lion Place Suite 109 Carlsbad, CA 92010 Field Reports will be distributed to the parties listed below within 14 days. Reports of non-compliant conditions will be distributed Immediately. Project Name: Core Capital Investments, Main Gate Improvement Date: 10-04-2021 Project#: FC-18-08-147 Time Arrived: 2:45 PM lime Departed: 3:15 PM Project Location:. __ ....;.P...;;o..;..n..;..to~D..;..r·.:.• ...;;C_a_rl_sb_a_d ___ _ Time On-Site: 0.5 Hr. Travel Time: 0.5 Hr. ·--------Contractor:. ______________ _ Equipment Skip Loader/ Roller Total Time: 1.0 Hr. ---------- 'Type of Inspection GP# Jg. erm1 D Engineered Fill Bid P ·u Summary of observations & testing: D Foundation p t resen g Subgrade Jason Arrived at 2:45 PM as directed. Observed main entrance subgrade section. Probe testing found sugrade to be in unyielding materials. Operation was not completed at the east end side (Spectrum open trenches) and scheduled for tomorrow afternoon to perform compaction testing. □-------- Test Location Continued on next paae? Yes/N£ Page of The Work ~WAS □WAS NOT IN ACCORDANCE WITH 11-iE REQUIREMENTS OF THE APPROVED PL.ANS AND GEOTECHNICAL INVESTICATION REPORT. CC: Clfent: ___________ _ Project Architect ________ _ Structural Engineer: _______ _ Project Inspector: ________ _ Contractor: __________ _ White ~ ~ ~ Signature of Client Representative Engl" ..... -~ciah Shawn Bahramian Please Print Name / Trtle Print Name / Title Yellow -Contractor Registration # ____ 1c_c_#_9_2_4_4_6_12 ___ _ Pink -Building Official Shawn Bahramian/ ICC # 9244612 MET ————— Import N/ A Shawn Bahramian 1 2 3 4 95% 95% 95% P P P P Core Capital Investments, Main Gate Imp.FC-18-08-147 Carlsbad City of Carlsbad J & S Asphalt *Max density per J & S Superintendent 0.75 Hr.9:45 AM 12:45 PM 3.0 Hrs. ——- Plant: Superior Ready Mix Concrete, Product Code: 10-232, Type III C2, Order#51710 Base Coarse Asphalt (3/4" Mix)148.0 PCF* Roller/ Whacker/ Skip Loader/ Vibratory Plate 6550 Ponto Drive Parking Stall AC 5 6 7 4"+/-— — — — 3/4" Mix ACParking Stall Parking Stall Parking Stall Parking Stall Parking Stall Ponto Dr. Resurfacing Ponto Dr. Resurfacing P P P 95% 95% Arrived at 9:45 AM per scheduled by Jason. Observed AC placement for main gate visitor parking stall. A tack coat was applied for perimeter edges & existing surfaces. Contractor placed the 3/4" mix asphalt in one 4-inch (+/-) lift. Average temperature of the asphalt at time of placement exceeded 280 degrees. Hot mix asphalt was spread using a skip loader, and mechanically compacted with tandem smooth-drum vibratory roller ( CAT CB24B) and vibratory plate alongside the curbs. Performed in-place density testing (ASTM D6938) and results exceeded minimum 95% compaction requirements. #1 #2 #3#4 #5 #6 #7 143.1 95%96.7% 143.7 97.1% 141.0 95.3% 141.4 95.5% 142.1 96.0% 140.7 95.1% 141.2 95.4%95% — — — J & S Asphalt Approx. Compaction Test Location Map Ponto Dr. AC Resurfacing 09-15-2021 Shawn Bahramian/ ICC # 9244612 MET ————— Import N/ A Shawn Bahramian 1 2 3 4 Finish Base Grade Finish Base Grade Finish Base Grade Finish Base Grade 2 2 2 2 95% 95% 95% P P P P 95% Core Capital Investments, Main Gate Imp.09-14-2021 FC-18-08-147 Carlsbad City of Carlsbad J & S Asphalt Roller/ Whacker/ Skip Loader 3/4" Class II Base (Recycled)11.3%120.5 PCF* 6"+/- 1:45 PM 0.75 Hr.3:00 PM 1.25 Hrs. The class II base material was moisture-conditioned, mixed and placed. Compaction was met with whacker, vibratory plate and tandem smooth-drum vibratory roller (VOLVO DD25B). Probe testing found base section to be in unyielding and dense materials. Performed in-place density testing (ASTM D6938) and results exceeded minimum 95% compaction requirements. *Max density per J & S SuperintendentPlant: Moodys El Corazon Recycling, Job # 200.766 Approx. Compaction Test Location #1 #2 #3 #4 13.1% 13.4% 12.9% 11.9%115.7 114.5 115.0 114.7 95.2% 95.0% 95.4% 96.0% J & S Asphalt 6550 Ponto Drive Parking Stall Base Grade Arrived at 1:45 PM per scheduled by Jason. Observed class II base placement for main gate visitor parking stall. Parking Stall Parking Stall Parking Stall Parking Stall 2 AC placement can be carried on as planned.