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Home My WebLink AboutDEV 2017-0229; Versum Materials Channel Stabilization; FINAL SOILS REPORT; 2019-11-11II PLANNING I ~YSTEMS LAND USE/COASTAL PLANNING LANDSCAPE ARCHITECTURE • LA3900 POLICY AND PROCESSING ENVJRONMENTAL MITIGATION TRANSMITTAL LETTER To: Mike Bailey Date: 11/12/19 ----~-------------CITY OF CARLSBAD Construction Management & Inspection Dept 1635 Faraday Ave. Carlsbad, CA 92008 From: Paul J. Klukas · PLANNING SYSTEMS 1530 Faraday Ave. #100 Carlsbad, CA 92008 Via: Hand Delivery Project: Versum Materials Swale Repairs Description: 1. Report of Materials Testing ResLilts, Group Delta, dated 11/11/19 2. Report of Compaction Test Results, Group Delta, dated 11/11/19 Remarks: Bill Elkins at Versum Materials asked me to drop these· off for you. cc: Bill Elkins ECE VED NOV 13 2019 LANO DEVELOPMENT ENGINEERING 1530 FARADAY AVENUE• SUITE 100 • CARLSBAD, CA 92008 • (760) 931-0780 • FAX (760) 931-5744 • info@planningsystcms.net GR □UPDELTA November 11, 2019 Capstone Construction Company, LLC 1291 Pacific Oaks Place, #117 Escondido, California 92029 Attention: SUBJECT: Mr. Havins: Mr. Darrell Havins REPORT OF MATERIALS TESTING RESULTS Versum Materials -Swale Repair Capstone Construction Company, LLC This letter confirms that Group Delta Consultants performed materials testing and observation services during construction of the Versum Materials Swale Repair project between August 12th and November 7th, 2019. The purpose of our services was to provide sufficient observation and testing so that we could develop professional opinions as to whether the work was performed in accordance with the construction materials aspects of the approved plans. To the best of our knowledge, the work requiring material sampling and testing for the cable concrete and storm drain headwalls was performed is in conformance with the approved plans and construction documents. The conclusions and professional opinions presented herein are based on our observations and testing performed between August 12th and November 7th, 2019. No representations are made as to the quality and extent of materials not observed or tested. Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable consultants practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions included in this report. Although our inspections did not reveal obvious deficiencies, we do not guarantee the contractors work, nor do the services we provided relieve the contractor of responsibility in the event of subsequently discovered defects in his work. 9245 Activity Road, Suite 103, San Diego, CA 92126 TEL: (858) 536-1000 Anaheim -Irvine -Ontario -San Diego -Torrance www.GroupDelta.com Report of Materials Testing Resu lts Versum Materials -Swale Repair Capstone Construction Company, LLC GDC Project No. SD618 November 11, 2019 Page 2 We appreciate this opportunity to be of professional service. Feel free to contact the office with any questions or comments, or if you need anything else. GROUP DELTA CONSULTANTS y~ Taylor Latimer, PE 82035 Project Engineer Di stribution: Mr. Darrell Havins (Darrell@Capstoneco.net) Mr. Bill Elkins (William.Elkins@versummaterials.com) GROUP DEL T .l\ REFERENCES American Society for Testing and Materials (2006). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock {I); Volume 04.09 Soil and Rock (If); Geosynthetics, ASTM, West Conshohocken, PA. Group Delta Consultants (2017A). Report of Geotechnical Investigation, Versum Materials - Swale Repair, 1969 Palomar Oaks Way, Carlsbad, California 92011, Project No. SD535, Document No. 17-0087, dated July 26. · Group Delta Consultants (2017B). Technical Memorandum, Versum Materials, Swale Repair, Subgrade of Concrete Brow Ditch, Project No. SD535, dated August 21. O'Day Consultants (2018). Versum Materials, Channel Stabilization, Grading Plans, Sheets 1 through 7, signed December 7. GR□UPDELT..l\ CONCRETE GROUP DEL TA CONSULTANTS, INC. GR □UP DEL TA ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CALIFORNIA 92126 WWW.GROUPDEL TA.COM Client Versum Materials Attn: Bill Elkins Approval No.: _________ _ Address: 1969 Palomar Oaks Way Permit No.: ---------- Carlsbad, CA 92011 Client Job No.: ---------- COMPRESSION TEST REPORT Project Name: Versum Materials -Channel Stabilization Group Delta Project No.: SD618 Sample Date: August 12, 2019 Location in Structure: Cable Concrete Molds SAMPLING INFORMATION Actual Spec Slump, ASTM C143 (inches): 3½ 4 +-1 Percent Air, ASTM C231 (%): -- Unit Weight, ASTM C138 (pct): -- Air Temperature (°F): 77° F Mix Temperature, ASTM C1064 (°F): 90° F Specimens were fabricated in accordance with ASTM C31 Material: 0 Concrete O Grout O Mortar O Other --------Specified Strength 4000 psi @ 28 days Sampled By: A. Herrera ACI No: 101400 ---------------------- Concrete Supplier: Cemex #4383A Mix No: 1577747 ---------- Truck No: 67297 Ticket No.: 28553063 Load No: Time Batched: 11 :09 AM Time Sampled: 12:35 PM Time Difference: Water Added: 0 gal. Sampled from: 0 Chute Set No: 1 of 1 0 Hose D 0th~ 10 yds of ------- Specimens were tested in accordance with ASTM C39 -15 1 :26 total yds 0 YES O NO O SEE "REMARKS" BELOW 0 YES ONO TESTING INFORMATION Received By: J. Estes Tested By: J. Estes -------- Cylinder Identification: 7577-1 7577-2 7577-3 7577-4 7577-5 Date Sampled: 8/12/19 8/12/19 8/12/19 8/12/19 8/12/19 Date Received: 8/13/19 8/13/19 8/13/19 8/13/19 8/13/19 Date Tested: 8/19/19 9/9/19 9/9/19 9/9/19 Age in Days: 7 28 28 28 H Diameter (in.): 4.00 4.00 4.00 4.00 Cross Sect. Area (in.2): 12.57 12.57 12.57 12.57 Maximum Load (lbs.): 47,220 56,580 55,040 58,060 Compr. Strength (psi): 3,760 4,500 4,380 4,620 Fracture Type: 2 2 2 2 Notes: Unless otherwise indicated, tests were performed in general accordance with the following ASTM standards: C39, C138, C143, C173, C1064, C1231. "«<»>" denotes test strength below the minimum required at the specified age. The Material 0 WAS □ WAS NOT □ SEE "REMARKS" SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMITTED DOCUMENTS. The Material Tested 0 MET □ DID NOT MEET THE REQUIREMENTS OF THE PERMITTED DOCUMENTS. REMARKS: These results apply only to the specific items tested. This report shall not be reproduced (except in full) without the prior written consent of Group Delta Consultants. cc: Project Architect: Structural Engineer: Construction Manager: Project Inspector: Bill Elkins, Versum September 9, 2019 Project Engineer: Report Date Taylor Latimer, Project Engineer Page of 1 GDC Revision Number 3 (10/1/16) Print Engineer Name I Title GROUP DELTA CONSULTANTS, INC. GR □UP DEL TA ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CALIFORNIA 92126 WWW.GROUPDELTA.COM Client Versum Materials Attn: Bill Elkins Approval No.: ________ _ Address: 1969 Palomar Oaks Way Permit No.: ---------- Carlsbad, CA 92011 Client Job No.: ---------- COMPRESSION TEST REPORT Project Name: Versum Materials -Channel Stabilization Group Delta Project No.: SD618 Sample Date: August 28, 2019 Location in Structure: Cable Concrete Molds SAMPLING INFORMATION Material: 0 Concrete D Grout D Mortar D Other -------- Actual Spec Specified Strength 4000 psi @ 28 days Sampled By: _____ A_. _H_e_r_re_r_a ____ ACI No: ____ 1_01_4_0_0 ___ _ Slump, ASTM C143 (inches): 4 4 +-1 Concrete Supplier: Cemex #4383A Mix No: 15777 4 7 ----------Percent Air, ASTM C231 (%): --Truck No: 36868 Ticket No.: 28586024 Load No: Unit Weight, ASTM C138 (pct): --Time Batched: 11 :18 AM Time Sampled: 12:15 PM Time Difference: 0:57 Air Temperature (°F): 73° F Water Added: 0 gal. Set No: 1 of 1 8 yds of 8 total yds --Mix Temperature, ASTM C1064 (°F): 90° F Sampled from: 0 Chute D Hose D Other Specimens were fabricated in accordance with ASTM C31 Specimens were tested in accordance with ASTM C39 [2J YES O NO O SEE "REMARKS" BELOW [2J YES O NO TESTING INFORMATION Received By: J. Estes Tested By: J. Estes -------- Cylinder Identification: 7582-1 7582-2 7582-3 7582-4 7582-5 Date Sampled: 8/28/19 8/28/19 8/28/19 8/28/19 8/28/19 Date Received: 8/29/19 8/29/19 8/29/19 8/29/19 8/29/19 Date Tested: 9/4/19 9/25/19 9/25/19 9/25/19 Age in Days: 7 28 28 28 H Diameter (in.): 4.00 4.00 4.00 4.00 Cross Sect. Area (in.\ 12.57 12.57 12.57 12.57 Maximum Load (lbs.): 44,230 56,870 57,520 57,000 Compr. Strength (psi): 3,520 4,530 4,580 4,540 Fracture Type: 5 3 5 2 Notes: Unless otherwise indicated, tests were performed in general accordance with the following ASTM standards: C39, C138, C143, C173, C1064, C1231. "«<»>" denotes test strength below the minimum required at the specified age. The Material [2J WAS O WAS NOT O SEE "REMARKS" The Material Tested [2J MET O DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMITTED DOCUMENTS. THE REQUIREMENTS OF THE PERMITTED DOCUMENTS. REMARKS: These results apply only to the specific items tested. This report shall not be reproduced (except in full) without the prior written consent of Group Delta Consultants. cc: Project Architect: Structural Engineer: Construction Manager: Project Inspector: Bill Elkins, Versum September 25, 2019 Project Engineer: Report Date Taylor Latimer, Project Engineer Page 1 of 1 GDC Revision Number 3 (10/1/16) Print Engineer Name / Title GROUP DELTA CONSULTANTS, INC. GR□UP DEL TA ENGINEERS AND GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CALIFORNIA 92 126 WWW.GROUPDELTA.COM Client Versum Materials Attn: Bill Elkins Approval No.: ________ _ Address: 1969 Palomar Oaks Way Permit No.: ---------Carlsbad, CA 92011 C Ii en t Job No.: ---------- COMPRESSION TEST REPORT Project Name: Versum Materials -Channel Stabilization Group Delta Project No.: SD618 Sample Date: October 10, 2019 Location in Structure: Headwalls, v-ditch on east side, Sta. 0+00 SAMPLING INFORMATION Material: 0 Concrete D Grout D Mortar D Other -------- Actual Spec Specified Strength 3250 psi @ 28 days Sampled By: _____ J_a_s_o_n_S_. ____ ACI No: ____ 0_1_6_37_5_1_8 __ _ Slump, ASTM C143 (inches): 3.5 4 Concrete Supplier: Robertsons Mix No: RS400N31 Percent Air, ASTM C231 (%): --Truck No: 1306 Ticket No.: 4895976 Load No: Unit Weight, ASTM C138 (pct): --Time Batched: 1 :00 PM Time Sampled: 2:07 PM Time Difference: 1:07 ----Air Temperature (°F): 68° F Water Added: 0 gal. Set No: 1 of 1 5 yds of 5 total yds - -Mix Temperature, ASTM C1064 (°F): 73° F < 90°F Sampled from: 0 Chute D Hose D Other Specimens were fabricated in accordance with ASTM C31 Specimens were tested in accordance with ASTM C39 0 YES O NO O SEE "REMARKS" BELOW 0 YES ONO TESTING INFORMATION Received By: J. Estes Tested By: J. Estes -------- Cylinder Identification: 7644-1 7644-2 7644-3 7644-4 7644-5 Date Sampled: 10/10/19 10/10/19 10/10/19 10/10/19 10/10/19 Date Received: 10/11/19 10/11/19 10/11/19 10/11/19 10/11/19 Date Tested: 10/17/19 11/7/19 11/7/19 11/7/19 Age in Days: 7 28 28 28 H Diameter (in.): 4.00 4.00 4 .00 4.00 Cross Sect. Area (in.2): 12.57 12.57 12.57 12.57 Maximum Load (lbs.): 40,800 50,020 49,000 51 ,010 Compr. Strength (psi): 3,250 3,980 3,900 4,060 Fracture Type: 1 5 3 3 Notes: Unless otherwise indicated, tests were performed in general accordance with the following ASTM standards: C39, C138, C143, C173, C1064, C1231. "«<>»" denotes test strength below the minimum required at the specified age. The Material 0 WAS O WAS NOT O SEE "REMARKS" The Material Tested 0 MET O DID NOT MEET SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMITTED DOCUMENTS. THE REQUIREMENTS OF THE PERMITTED DOCUMENTS. REMARKS: These results apply only to the specific items tested. This report shall not be reproduced (except in full) without the prior written consent of Group Delta Consultants. cc: Project Architect: Structural Engineer: Construction Manager: Project Inspector: Project Engineer: Page of 1 Bill Elkins, Versum GDC Revision Number 3 (10/1/16) November 11, 2019 Report Date Taylor Latimer, Project Engineer Print Engineer Name I Title GR□UP DEL TA November 11, 2019 Capstone Con struction Company, LLC 1291 Pacific Oaks Place, #117 Escondido, California 92029 Attention: SUBJ ECT: Mr. Havins: Mr. Darrell Havins REPORT OF COMPACTION TEST RESULTS Versum Materials -Swale Repair Capstone Construction Company, LLC We have prepared this compaction report summar121ng the results of the testing and observation services provided by Group Delta Consultants during earthwork construction operations of the Versum Materials Swale Repair project. Our geotechnical services for this phase of the project were provided between July 11, 2019 and October 1, 2019. 1.0 PURPOSE AND SCOPE OF SERVICES I Our field persoh nel were provided for the subject project in order to test and observe remedial earthwork, fill placement and the compaction operations, and subgrade preparation. These observations and tests assisted us in developing professional opinions regarding whether or not the geotechnical aspects of earthwork construction were conducted in general accordance with our geotechnical recommendations and the project plans (Appendix A). Our se rvices did not include supervision or direction of the actual work of the contractor, their employees, or agents. Our services did include the following: • As-needed consultation throughout the project. • Performing field and laboratory tests on fill materials in order to support geotechnical recommendations and conclusions. The laboratory test results are summarized in Appendix B. The field density test results are shown in Appendix C. • Preparation of daily field reports summarizing the day's activity with regard to earthwork, and documenting the hours spent in the field by our technicians. • Preparation of this report which summarizes site preparation, the field and laboratory test results, fill placement, and the compaction operations. 9245 Activity Road, Suite 103, San Diego, CA 92126 TEL: (858) 536-1000 Anaheim -Irvine -Ontario -San Diego -Torrance www.GroupDelta.com Report of Compaction Test Results Versum Materials - Swale Repair Capstone Construction Company, LLC 2.0 SITE DESCRIPTION Project No. SD618 November 11, 2019 Page 2 The site is a drainage located to the south of the Versum Materials building located at 1969 Palomar Oaks Way in Carlsbad, Califonia, as shown in Figure 1. The drainage is formed by sloping ground, generalized by two slopes, ascending to the south and north. The southern slope continues out of the property limits, while the northern slope ranges in height from approximately five to ten feet up to the existing improvement grade. The slope inclination varied slightly but averaged about a 2:1 {horizontal to vertical) inclination. Prior to construction, the site was covered with low vegetation. The bottom of the drainage consisted of a concrete lined swale. The geotechnical conditions at the site were described in detail in the referenced geotechnical report (Appendix A). 3.0 GRADING AND IMPROVEMENT OPERATIONS The geotechnical aspects of the grading and improvement operations included remedial grading, fill placement, and subgrade preparation. The grading and improvement operations are described in greater detail below. 3.1 Remedial Earthwork: Earthwork was conducted in general accordance with the geotechnical recommendations presented in the referenced report. Deleterious material and loose soils were removed across the entire site. The existing slopes were cut using appropriate construction equipment to create adequate benching for placement of fill soils. The excavated material was then placed and compacted within the benches. The laboratory test results for the soils used for fill are shown in Appendix B. The locations and results of the compaction tests are presented in Appendix C. 3.2 Fill Soils: The maximum densities and optimum moisture contents of the various fill soils were determined in the laboratory using ASTM D1557 as a guideline. The on-site fill soils generated from excavations generally consisted of clayey sand {SC) and lean clay {CL). Due to the flexible nature of the finish surface improvements, the Expansion Index of the fill material was not a concern. The various materials used for fill at the site are described in Appendix B. 3.3 Fill Placement: In-place moisture and density tests were conducted during fill placement in general accordance with ASTM D6938. The locations and results of the compaction tests are presented in Appendix C. Note that the test elevations were based on available field survey information provided by the grading contractor and should only be considered rough estimates. The estimated locations and elevations should not be used for preparing cross sections, or for the purpose of after-the-fact evaluating of the sequence of fill placement. ~ GR□UP D EL TL\ Report of Compaction Test Results Versum Materials -Swale Repair Capstone Construction Company, LLC 4.0 GEOTECHNICAL EVALUATION AND CONCLUSIONS Project No. 5D618 November 11, 2019 Page 3 Based on the observations and tests we have conducted to date, it is our professional opinion that the geotechnical aspects of the improvement operations were conducted in general accordance with the intent of our geotechnical recommendations and the project plans. Our conclusions are based on obse rvations and tests performed between July 11, 2019 and October 1, 2019. No representations are made to the quality and extent of materials that we have not observed. 4.1 Compaction: In the areas we tested and observed it is our professional opinion that fill soils were placed in substantial accordance with the minimum compaction criterion of 90 percent of the maximum dry density based on ASTM D1557. The results of our compaction testing and the minimum relative compaction percentage requirements are presented in Appendix C. 4.2 Finish Subgrade : The compacted fill was cut to planned finish subgrade elevations and 2:1 slope inclinations. Cable concrete was placed and secured, per plan, using a cement slurry. 5.0 LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report. We appreciate this opportunity to be of professional service. Feel free to contact the office with any questions or comments, or if you need anything else. GROUP DELTA CONSULTANTS j/~ Taylor Latimer, P.E. 82035 Project Engineer Distribution: Mr. Darrell Havins (Darrell@Capstoneco.net) Mr. Bill Elkins (William.Elkins@versummaterials.com) GRCUPDELTA Approximate limits of swale repair. REFERENCE: Google Earth (2016), Satelite imagery dated 11/8/16. N A NO SCALE A GROUP DELTA GROUP DELTA CONSULTANTS, INC, ENGINEERS ANO GEOLOGISTS 9245 ACTIVITY ROAD, SUITE 103 SAN DIEGO, CA 92126 {8581 SJG-1000 CAPSTONECONSTRUCTIONCOMPAN't',llC f-~~-~1 REPORT OF COMPACTION TEST RESULTS HILLCRffiMEDICALCENTER·PHASEI SITE LOCATION MAP APPENDIX A REFERENCES American Society for Testing and Materials (2006). Annual Book of ASTM Standards, Section 4, Construction, Volume 04.08 Soil and Rock (!}; Volume 04.09 Soil and Rock (II}; Geosynthetics, ASTM, West Conshohocken, PA. Group Delta Consultants (2017A). Report of Geotechnical Investigation, Versum Materials - Swale Repair, 1969 Palomar Oaks Way, Carlsbad, California 92011, Project No. SD535, Document No. 17-0087, dated July 26 . Group Delta Consultants (2017B). Technical Memorandum, Versum Materials, Swale Repair, Subgrade of Concrete Brow Ditch, Project No. SD535, dated August 21. O'Day Consultants (2018). Versum Materials, Channel Stabilization, Grading Plans, Sheets 1 through 7, signed December 7. GROUP DEL T .l\ APPENDIX B LABORATORY TESTING Selected samples were tested using generally accepted standards. Laboratory testing was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions in the same locality. No warranty, express or implied, is made as to the correctness or serviceability of the test results or the conclusions derived from these tests. Where a specific laboratory test method has been referenced, such as ASTM, Caltrans, or AASHTO, the reference applies only to the specified test method and not to associated test methods or practices, and the test method has only been used as a guidance document for the performing the test, and not as a "Test Standard." A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System as established by the American Society of Civil Engineers in general accordance with the procedures outlined in ASTM test method D2488. Maximum Density/Optimum Moisture: The maximum density and optimum moisture of selected fill soil samples were determined by using test method ASTM test method D1557. The test results are summarized in Figure B-1. Expansion Index: The expansion potentials of selected samples were estimated in general accordance with the laboratory procedures outlined in ASTM test method D4829. The test results are summarized in Figure B-2. GR□UP DEL TL\. MAXIMUM DENSITY & OPTIMUM MOI STUR E (ASTM D1557) Sample Number Soil Description 1 Dark Grey-Brown Lean Clay (CL) 2 Brown Clayey Sand (SC) 3 Light Yellow-Gray Clayey Sand (SC) ~ GR□UP DELTA LABORATORY TEST RESULTS Maximum Optimum Density [lb/ft3] 117.5 118.1 112.5 Moisture [%] 10.4 10.7 14.0 Project No.: SD618 Document No.: 19-0196 Figure B-1 Sample Number El-1 El-2 EXPANSION INDEX (ASTM D4829) Type of Fill Slope Re-Grading (Max #1) Slope Re-Grading (Max #2) Expansion Index 0 to 20 21 to 50 51 to 90 91 to 130 Above 130 Soil Description Dark Grey-Brown Lean Clay (CL) Brown Clayey Sand (SC) Potential Expansion Very Low Low Medium High Very High A GR□UP CELT .L\ LABORATORY TEST RESULTS Expansion Index 52 35 Project No.: SD618 Document No.: 19-0196 Figure B-2 APPENDIX C FIELD TEST RESULTS The locations and results of the field density tests taken during the subject project are presented in the following Plate C-1 and Figure C-1, respectively. Note that the elevations and locations of the field tests were determined by hand level and pacing relative to survey data provided by the grading contractor. The following abbreviations were used to describe tests reported in this appendix. NU= Nuclear Density Test 43 = Fill Density Test Sequence Number GROUP DEL T .l\ 43 ,.,------------------------------------------,,oo J+OO 6+00 Approximate location of grading field density test. 5+00 PARCEL A PM 1235iJ ! i ! [ 2+00 PARCEL B PM 12354 ex"""" N A 0' 20' 40' Approximate Scale (24"x36") /+00 0+(}() PARCEL C PM 12354 GiR□UP DEL TL\ CROUP DELTA CONSULTANTS, INC. ENGINEERS AND GEOLOGISTS 024.5ACTIVITY ROAD, SUITE 103 SAN OIEOO CAn:>1~6 858 £!16-1000 """""""' CA.PSTONE COt>JSTRUCTION COMPANY, LLC REPORT OF COMPACTION TEST RESULTS VER SUM MATERIALS SWALE REPAIR SD618 19-0169 C-1 COMPACTION TEST LOCATION MAP 1,\. Project No. 5D618 GR□UP DEL TA DENSITY TEST RESULTS Document No. 19-0169 .---Figure C-1 Test Test Description/ Elevation Max Moisture Dry Max. Dry Relative Required Retest Test No. Date Location [AMSL) No. Content Density Density Compaction Compaction Number Method [ft] [%) [pcf) [pct] [%) [%) 1 07/18/19 Sta. 4+65 155 1 15.7 105.5 117.S 90 90 NU 2 07/18/19 Sta. 3+30 157 1 20.3 105.8 117.S 90 90 NU 3 07/18/19 Sta. 3+00 158 l 19.7 103.8 117.5 88 90 5 NU 4 07/22/19 Sta. 4+80 155 2 14.2 108.1 118.1 92 90 NU 5 07/22/19 Sta. 3+50 155 2 17.8 107.4 118.1 91 90 NU 6 07/22/19 Sta. 4+07 156.S 2 6.9 102.1 118.1 86 90 7 NU 7 07/23/19 Sta. 4+07 156.S 2 14.3 109.6 118.1 93 90 NU 8 07/23/19 Sta. 4+65 157 2 14.2 108.4 118.1 92 90 NU 9 07/23/19 Sta.5+00 157 2 14.3 106.6 118.1 90 90 NU 10 07/24/19 Sta.5+10 154.S 3 21.0 100.1 112.S 89 90 12 NU 11 07/24/19 Sta5+40 154.S 3 9.0 98.8 112.S 88 90 13 NU 12 07/2S/19 Sta.5+10 154.S 3 15.S 110.4 112.S 98 90 NU 13 07/25/19 Sta5+40 154.S 3 16.S 109.8 112.S 98 90 NU 14 07/25/19 Sta4+45 156 3 16.2 110.1 112.S 98 90 NU 15 07/25/19 StaS+OS 157 2 13.1 110.3 118.1 93 90 NU 16 07/25/19 Sta4+70 158 2 12.7 109.9 118.1 93 90 NU 17 07/26/19 Sta5+20 156.S 3 14.0 107.3 112.S 95 90 NU 18 07/26/19 Sta5+30 158.S 3 14.S 105.9 112.S 94 90 NU 19 07/26/19 Sta2+43 155 3 16.2 107.9 112.S 96 90 NU 20 07/29/19 Sta2+3S 155.S 3 17.1 105.8 112.S 94 90 NU 21 07/31/19 Stal +90 155 3 16.4 105.7 112.5 94 90 NU 22 08/01/19 Sta2+90 156 3 16.8 106.8 112.S 95 90 NU 23 08/01/19 Sta2+15 155.S 3 17.4 105.6 112.S 94 90 NU 24 08/05/19 Sta2+50 156 3 15.7 107.7 112.S 96 90 NU 25 08/08/19 Sta2+80 157 3 13.2 102.9 112.S 91 90 NU 26 08/08/19 Sta2+20 157 3 15.4 103.2 112.S 92 90 NU 27 08/08/19 Stal+45 156 3 13.9 106.0 112.S 94 90 NU 28 08/14/19 Sta5+55 south side 157 3 10.1 109.8 112.S 98 90 NU 29 08/14/19 Sta2+65 south side 158 3 18.7 105.S 112.5 94 90 NU 30 08/14/19 Sta2+05 south side 158 3 13.1 100.9 112.S 90 90 NU 31 08/14/19 Sta1+60 south side 157 3 14.1 98.4 112.S 87 90 33 NU 32 08/14/19 Sta1+16 south side 157 2 11.4 110.4 118.1 93 90 NU 33 08/16/19 Stal +60 south side 157 3 17.3 104.4 112.5 93 90 NU 34 08/16/19 Sta2+93 south side 160 3 16.9 104.8 112.5 93 90 NU 35 08/20/19 Sta2+15 south side 160.3 3 17.0 109.3 112.5 97 90 NU 36 08/20/19 Sta2+44 south side 160.9 3 14.0 100.9 112.S 90 90 NU 37 08/20/19 Sta3+00 south side 159.7 3 12.S 106.7 112.S 95 90 NU 38 08/29/19 Sta2+50, 10' from wall 156.8 2 12.0 113.3 118.1 96 90 NU 39 08/29/19 Sta2+20, 8' from wall 157.S 2 14.4 106.6 118.1 90 90 NU 40 08/29/19 Stal+80, 10' from wall 156.9 2 12.0 107.2 118.1 91 90 NU 41 09/11/19 Sta1+55 159 2 12.6 108.3 118.1 92 90 NU 42 09/11/19 Sta 1+40 157 2 12.5 107.7 118.1 91 90 NU 43 10/01/19 Sta 0+75 158 2 14.7 107.9 118.1 91 90 NU