Irvine Unified School District Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS (Project #100E )

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1 ADDENDUM NO. 01 TO: All Registered Bidders DATE: January 26, 2018 PROJECT: CONTACT: Irvine Unified School District Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS (Project #100E ) Jill Cheng, Irvine Unified School District JillCheng@iusd.org This Addendum forms a part of the Contract Documents for the Project described above and shall supersede referenced sections of the original Bidding Documents. This Addendum is an integral part of said Bidding Documents and shall be acknowledged in the Contractor s Bid Proposal form. Failure to acknowledge receipt of this Addendum in the Bid may cause the Bid to be rejected. This addendum is divided into seven (7) parts: Instructions and Procedures, Public Works Bid Package, Project Specifications, Drawings, Prior Addenda, Other Documents, and Pre-Bid Questions. I. INSTRUCTIONS AND PROCEDURES 1. The following changes, omissions and/or additions to the Bid Specification shall apply to proposals made for and to the execution of the various parts of the work affected thereby, and all other conditions shall remain the same. 2. Careful note of the Addendum shall be taken by all parties of interest so that the proper allowance may be made in all computations and estimates, and all trades affected shall be fully advised in the performance of the work which will be required of them. 3. In case of conflict between the Drawings, Specifications, and this Addendum, this Addendum shall govern. II. PUBLIC WORKS BID PACKET 1. Supplemental Conditions, Add Attachment G Soils Report III. PROJECT SPECIFICATIONS None. IV. DRAWINGS None. Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS January 26, 2018 Addendum No. 1

2 V. CHANGES TO PRIOR ADDENDA None. VI. OTHER DOCUMENTS Attachment G Soils Report VII. PRE-BID QUESTIONS None. END OF ADDENDUM Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS January 26, 2018 Addendum No. 1

3 SUPPLEMENTAL CONDITIONS The following revisions are made to the General Conditions of the Contract ARTICLE 1. DEFINITIONS, (g) DISTRICT A. Where the word Owner or OWNER is used, it shall also mean the DISTRICT ARTICLE 1. DEFINITION, (q) CONSTRUCTION MANAGER A. Add to the end of the article, (q) CONSTRUCTION MANAGER is the firm providing construction management services for the project. Irvine Unified School District will be acting as the CONSTRUCTION MANAGER for the project ARTICLE 1. DEFINITION, (r) GENERAL CONTRACTOR A. Add to the end of the article, (r) GENERAL CONTRACTOR where General Contractor is used throughout the technical specifications, it is to be defined as the Prime Contractor providing services for their specific Bid Package, as appropriate for the project and not limited to the use of the General Contractor language contained in All Bid Packages ARTICLE 55. SCHEDULE OF VALUES AND PERIODICAL ESTIMATES (c) Add (c) ALLOWANCES: Definition: The dollar value established by the DISTRICT to be carried in the Base Bid and Contract Sum for designated Bid Packages is intended to cover incidental labor and items of work. This Allowance value shall be used at the CONSTRUCTION MANAGER s and the DISTRICT s discretion. CONTRACTOR shall account for hours utilized based on laborer rates with daily labor tickets and daily records of actual costs signed by the CONSTRUCTION MANAGER. CONTRACTOR is obligated to ensure that to the extent applicable to CONTRACTOR s Bid Package, the CONTRACTOR shall include in the Schedule of Values, a line item for the cost established for an Allowance. The Base Bid includes cost to the CONTRACTOR for all supervision, overhead, profit, licenses, permit, fees, bonds, insurance, all taxes legally chargeable, warrantees and correction guarantees and all other costs and expenses incidental to such work. As such, no line items other than actual hours, documented by daily labor tickets and material tickets may be submitted for Allowance Work. CONTRACTOR must obtain DISTRICT s further written approval to incur costs for Allowances in excess of (1) the prices previously approved in writing by the DISTRICT; or (2) the line item cost established by the DISTRICT, if any. All expenditures for Allowances shall be separately itemized in each Application for Payment. To the extent that the cost of Work covered by an Allowance is less than the Allowance cost estimate established by DISTRICT in the Bid Documents, the Contract Sum Supplemental Conditions - Page 1 Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS

4 shall be reduced by Change Order or Construction Change Directive, and in similar fashion, to the extent the Allowance cost estimate is exceeded, the Contract Sum shall be increased by Change Order or Construction Change Directive. If Work covered by an Allowance is not performed or DISTRICT deletes such items from the Scope of Work, the Contract Sum shall be reduced by Change Order or Construction Change Directive ARTICLE 60. COMPLETION (e) Add (e) SUBSTANTIAL COMPLETION: Definition: The stage in the progress of the Work when (1) the Work is sufficiently complete in accordance with the Contract Documents so the DISTRICT can occupy or utilize the Work product for its intended use; (2) the Project or designated portion is available for the use of DISTRICT s staff and guests; (3) a temporary certificate of occupancy or equivalent building inspector/dsa inspector sign-off has been issued by the applicable governmental agency; 4) all systems included in the Work are operational as designed, tested and adjusted; (5) all final finishes required by the Contract Documents are in place and final cleaning is completed; and 6) CONTRACTOR has submitted to DISTRICT a written certification that all remaining Work shall be completed within thirty (30) calendar days following the Date of Substantial Completion and that Record Drawings and reproducible As- Built Drawings will be completed and submitted to DISTRICT within thirty (30) calendar days following the date of Substantial Completion and as a condition to receipt of Final Payment. When the CONTRACTOR considers that the Work or a portion thereof (which the DISTRICT) agrees to accept separately) is substantially complete, the CONTRACTOR shall prepare and submit to the CONSTRUCTION MANAGER, a comprehensive list of items to be completed or corrected prior to final payment. Failure to include an item on such list does not alter the responsibility of the CONTRACTOR to complete all Work in accordance with Contract Documents. Upon receipt of the CONTRACTOR s list, the DISTRICT, Architect and CONSTRUCTION MANAGER will make an inspection to determine whether the Work or designated portion thereof is substantially complete. If the inspection discloses any item, whether or not included on the list which is not sufficiently complete in accordance with the requirements of the Contract Documents so that the DISTRICT can occupy or utilize the Work product or designated portion thereof for its intended use, the CONTRACTOR shall, before issuance of Substantial Completion, complete or correct such item upon notification by the Architect. In such case, the CONTRACTOR shall then submit a request for another inspection by the Architect to determine Substantial Completion ATTACHMENTS Supplemental Conditions - Page 2 Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS

5 The below listed attachment documents are included in the Bid Documents. Attachment A Contract Document Listing Attachment B Project Specific Provisions Attachment C Trade Specific Inclusions Attachment D Insurance Requirements Attachment E Bid Schedule Attachment F Site Logistics Plans Attachment G Soils Report Supplemental Conditions - Page 3 Measure E Series 1 Improvements Athletic Field Improvements at Northwood HS

6 MEASURE E SERIES 1 IMPROVEMENTS - ATHLETIC FIELD IMPROVEMENTS AT NORTHWOOD HS IRVINE UNIFIED SCHOOL DISTRICT IRVINE, CA ATTACHMENT G SOILS REPORT

7 June 28, 2017 Southwest # Ryan Zajda, LEED AP Supervisor of Construction Services Irvine Unified School District 100 Nightmist, Irvine, CA Subject: Geotechnical Report for Paving and LID Track & Field Replacement at Northwood High School 4515 Portola Parkway, Irvine, CA Dear Mr. Zajda: Pursuant to our proposal for geotechnical report, dated May 9, 2017, which was authorized by the District, Southwest Inspection & Testing, Inc. (Southwest) conducted geotechnical investigation and field percolation test within the project area for the proposed track and field replacement at the southwest corner of the Northwood High School campus in Irvine, California. Purposes of this study were to determine the field infiltration rate of the subsurface soils for shallow infiltration systems; and provide design pavement section, grading recommendations for new asphalt pavements at the access points at the east and west sides of the track. In preparation of this geotechnical report, we conducted the following tasks: Perform a site reconnaissance to locate, mark out the exploratory bore hole locations; and scan the locations with a GPR (Ground Penetrating Radar) equipment. DigAlert (Underground Services Alert of Southern California) was notified about the marked boring locations prior to field exploration. Page 1 of 10

8 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 Conduct subsurface exploration consisting of six (6) 8-inch diameter bore holes, drilled to depths varying from 3 to 10 feet below the existing grade within the project area. These holes were drilled utilizing a power tool, equipped with solid stem auger. Conduct logging of the subsurface soils during field exploration. Representative bulk and ring soils samples at selected depth intervals were collected for further evaluation and laboratory tests. Conduct field infiltration tests at two (2) of the holes, each 10 feet deep. Test hole preparation, pre-soaking and field test measurements were conducted in accordance with the Orange County Guidelines for WQMP (see References). Conduct necessary laboratory tests of selected samples in order to characterize the subsurface soils and to obtain geotechnical design parameters. Conduct geotechnical evaluations and engineering analyses from the collected data and the laboratory test results. Design pavement sections, grading recommendations for asphalt paving; field infiltration rate of the subsurface soils, as presented in this report, are evaluated from the findings, engineering analyses. Site Description and Proposed Developments The project site of athletic track and field is located within southwestern portion of the existing campus of Northwood High School. The campus is located at 4515 Portola Parkway, at the northwest corner of Portola Parkway and Yale Avenue, in the City of Irvine, California. Surroundings of the campus comprise of agricultural field and orchards on the adjacent east and west sides; vacant parcels of lands to the north, northeast and far northwest sides. Developments to the south, southeast and southwest sides of the campus consist primarily of single-family residential lots. Based on the scope of the project, we understand that the existing decomposed granite track and grass field turf will be removed and be replaced with a new synthetic track and synthetic field turf surfacing. There will be shallow infiltration system (e.g., infiltration, infiltration chamber, bio swale, etc.) within the field to allow optimum infiltration of surface runoff within the field prior to release to storm drain system. As a part of the improvements, there may new asphalt pavements for access driveways on the east and west sides of the track. An exhibit of a conceptual site plan showing various proposed improvements is attached hereafter. Page 2 of 10

9 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 Field Exploration Prior to the field exploration, a site reconnaissance was performed by a staff from our office on May 31, 2017 in order to assess accessibility of the drilling rig to the site, mark out the exploratory boring locations, and scan the locations for buried utilities utilizing a GPR (Ground Penetrating Radar) equipment. As a part of due diligence, we notified DigAlert (Underground Services Alert of Southern California) about the marked out locations with more than 48 hour of notice prior to drilling. On May 5, 2017, we conducted subsurface exploration consisting of six (6) 8-inch diameter exploratory bore holes, B-1 to B-4, PT-1 and PT-2, drilled to depths varying from 3 to 10 feet below the existing grade within the project area. Shallow holes, B-1 to B-4, each 3 feet deep, were drilled for recommendations on paving. Remaining two (2) holes, PT-1 and PT-2, each 10 feet deep, were drilled for field infiltration tests. Approximate bore hole locations are shown in the attached Figure 1, Field Exploration Map. These bore holes were drilled utilizing a power drilling tool, equipped with a solid stem auger. Equipment and crew for drilling were provided by JR Drilling, whom we retained for this geotechnical investigation. During excavation, subsurface soil profile was logged as encountered within the drilled holes and representative bulk, ring soil samples were obtained at selected depth intervals. Ring samples were obtained using a modified California drive sampler, 2½-inch inside diameter and 3-inch outside diameter, driven into the subsurface soils at target depths by successive drops of a slide hammer that was attached to the drill rods of the hand auger. Slide hammer weighed approximately 20 pounds, dropped over an average of 18 inches. Soil profile was described in general conformance with the Unified Soil Classification System (USCS) in the ASTM Standard D2487. Logging and sampling were conducted by a technical staff from our firm. The soil descriptions were entered on the field exploration logs (see Appendix A). Collected soil samples were transported to the laboratory for further evaluation and tests. After logging and sampling, shallow bore holes, B-1 to B-4, were backfilled with the excavated soil spoils. Infiltration test holes PT-1 and PT-2 were left open for field infiltration test as described below. Laboratory tests were performed on representative bulk and ring samples in order to evaluate the subsurface soil condition and to obtain deign parameter for pavement section. The following tests were performed: Field moisture content and dry density (ASTM D2216 and ASTM D7263); and R-value (California Test Method 301). Page 3 of 10

10 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 Brief description of the laboratory test procedures and test results are presented in Appendix B of this report. Geotechnical Findings Subsurface soils at shallow depths within bore holes B-1 to B-4 varied from sandy to clayey soils mixed with variable amounts of fines (silt, clay). Soils at B-1 at the northwest corner of the track were dark brown silty lean clay with some fine sand. Soils at B-2 to B-4 at the north, northeast corners of the track and in the middle of the field consisted of reddish to dark brown color silty fine to medium sand with trace amount of clay. These soils were in medium dense and stiff states. Soils up to the explored depth of 10 feet within the percolation test holes PT-1 and PT-2 were dark brown color silty lean clay (CL) with few to little fine sand in stiff state. Groundwater was not encountered within drilled depth of 10 feet during these field percolation tests. Groundwater was not encountered up to the maximum explored depth of 47 feet during a previous investigation done within the school campus by Southwest in 2012 (see References). Groundwater contour map in the Seismic Hazard Zone Report (CGS, 2000) shows the variation of historically high groundwater levels from 20 to 40 feet within the vicinity of this project site. Descriptions of subsurface soil profiles are presented in the field exploration logs (Appendix A). Important characteristics of the subsurface soils that are relevant for this project are discussed briefly below. Field Moisture and Density Subsurface soils at shallow depths were found to be medium dense. Field dry densities varied from to pcf within upper 3 feet of the project area. These soils were found to be moist. Field moistures varied from 12.8 to 18.7 percent within upper 3 feet. R-Value The R-value is a measure of resistance of the subgrade soil, which refers to the ability of the soil to resist lateral deformation when acted upon by a vertical load (e.g., pavement wheel load). Laboratory test results of two (2) representative bulk soil samples from shallow depths (upper 3 feet) - one from bore hole B-1 at the northwest corner and one from bore hole B-4 at the southeast corner - indicate varying R-values, 13 and 33, respectively. This variations may be Page 4 of 10

11 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 attributed to variations in gradation and fine contents. Low R-value at bore hole B-1 is typical for silty lean clay that was encountered at that location. Field Infiltration Tests Target depths for infiltration test holes were recommended by the project Civil Engineer. After drilling to the target depths, a 2-inch thick layer of 3/4-inch size open graded gravel was placed at the bottom of each hole and then, a 3-inch diameter perforated PVC pipe was placed inside the hole up to the top. Annular space between the PVC pipe and the drilled hole was filled with gravel (3/4 inch, open graded). The test hole was prepared in accordance with the Orange County Guidelines for WQMP (see References). After preparation of the test holes, these were filled with water up to the top and was allowed to be soaked. Two (2) consecutive test measurements of water level inside each hole, each reading at 30- minute interval, showed water level drops varying only from 2 to 6 inches. At the end of initial 2 readings, the hole was filled with water to the top and left for soaking overnight. After pre-soaking overnight, test readings were conducted on the following day. Total eight (8) test readings, each at 30-minute interval, were taken for each hole. After each interval, test hole was filled to the top. Last 3 readings at each hole showed stabilized rate of percolation with variation less than 10 percent from each other. Field test readings data are presented in Appendix C. Evaluation of the design field infiltration rate is discussed below. Field Infiltration Rate Percolation rate from the field test data is related to, but not equal to, the infiltration rate. While an infiltration rate is a measure of the speed at which water progresses downward into the soil, the percolation rate measures not only the downward progression but the lateral progression through the soil as well. This reflects the fact that the surface area for infiltration testing would include only the horizontal surface while the percolation test includes both the bottom surface area and the sidewalls of the test hole. In order to convert the percolation rate into infiltration rate, the following equation, known as Porchet Method, is recommended in the County Guidelines. I t = H 60 r t (r + 2H avg ) Where, I t = Infiltration Rate, inch/hr Page 5 of 10

12 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 H = Water level drop over the time interval, inches t = Time interval, minutes r = Effective radius of the test hole, inches ( r = 4 inches) H avg = Average water head over the time interval, inches Summary of the field test data and infiltration rates, evaluated utilizing the above equation, at different test holes are presented in the following table: Table 1 - Summary of the Field Tests Data Test Hole No. Final H (inch) t (min) Final H avg (inch) Infiltration Rate, I t (inch/hr) PT PT Due to high fine contents (silt, clay), field infiltration rate is evaluated to be low, varying from to inch/hr, which falls within the typical range of values for similar soils - silty lean clay - that was encountered within drilled depths at the test locations. Project Civil Engineer will need to assign an appropriate factor of safety to this field rate for his design on shallow infiltration system. Asphalt Pavement Sections Based on the conceptual plan, there will be asphalt paving near the access points on the west and east sides of of the track. The westerly access gate (off the main drive) will be for maintenance vehicles and emergency vehicles such as ambulance. There may be rare occasions of fire truck access. Traffic Index value for this paving area will be within 5.0 to 7.0. The easterly access pavement would be maintenance vehicles only, no fire trucks. Design TI value for this area may be considered 5.0. Laboratory test results of representative bulk soil sample from shallow depth (within upper 3 feet) indicates an R-value of 13 for the westerly area and an R-value of 33 for the easterly paving area. Considering the above R-values for soil subgrade and Traffic Index values for specific locations, asphalt pavement sections are evaluated following the Caltrans design guidelines (Caltrans, 2009). These sections are listed in Tables 2a and 2b below. Appropriate TI values for paving shall be selected by the project civil engineer. In order to verify the design assumptions on R- Page 6 of 10

13 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 value, R-values of the graded pavement subgrade soils will need to be determined after completion of rough grading. Table 2a - Asphalt Pavement - Westerly Access Gate Traffic Index (TI) Minimum Asphalt Thickness (inches) Minimum Base 1 Thickness (inches) Minimum design R-value of the base materials is 78. Table 2b - Asphalt Pavement - Easterly Access Gate Traffic Index (TI) Minimum Asphalt Thickness (inches) Minimum Base 1 Thickness (inches) Minimum design R-value of the base materials is 78. Where asphalt pavements meet concrete or existing pavements, the concrete and/or asphalt should be sprayed with an SS-1 or CSS-1 emulsion. Proper asphalt compaction next to concrete pavements, curbs, and existing pavements is important to provide a relatively impermeable contact between the two materials. Use of concrete cutoff or edge barriers should be considered at the perimeter of the common parking or driveway areas when they are adjacent to either open (unfinished) or landscaped areas. Page 7 of 10

14 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 Grading, Compaction for Asphalt Paving Excavation Pavement subgrade soils within the asphalt paving areas shall be excavated minimum 12 inches below the existing grade or below the deign final soil subgrade (underneath base), whichever is deeper. Fill Placement and Compaction After excavation and prior to placement of fill, soils at the excavation bottoms shall be scarified, moisture-conditioned to within 2 percent of the optimum moisture, and recompacted in place to minimum 90 percent compaction (ASTM D1557). Fill soils shall be placed in thin lifts - loose lift thickness not exceeding 8 inches - moisture conditioned as necessary (by adding water or blending with drier soils) to within 2 percent of the optimum moisture, and compacted to minimum 90 percent (ASTM D1557). Base materials over compacted soil subgrade shall be placed at minimum 95 percent compaction (ASTM D1557) with moisture within 2 percent of the optimum moisture. Asphalt concrete shall be placed at minimum 95 percent compaction with respect to the Marshall Density (ASTM D1559). Fill Materials Excavated onsite soils that are free of organics, debris and oversize particles (e.g., cobbles, rubble, etc. that are greater than 3 inches in the largest dimension) are suitable for use as fill soils for the pavement subgrade. Import soils, if used, shall be free of organics, debris and oversize particles. Additionally, import soils shall be non-expansive (Expansion Index less than 20 per ASTM D4829) and shall have minimum fine content 15 percent (passing #200 Sieve). Base materials underneath asphalt concrete may consist of crushed aggregate base or crushed miscellaneous base in conformance to Sections or of the Standard Specifications for Public Works Construction, ( Greenbook ), 2012 Edition, respectively. Asphalt concrete shall conform to Section of the Standard Specifications for Public Works Construction, ( Greenbook ), 2012 Edition. Prior to import, geotechnical consultant shall evaluate the materials submittals and conduct necessary tests in order to confirm the quality of the material. Page 8 of 10

15 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 Trench Backfill Utility trenches shall be backfilled with compacted fill in accordance with Sections and of the Standard Specifications for Public Works Construction, ( Greenbook ), 2012 Edition. Utility trenches can be backfilled with onsite or import soils that meet the fill soils criteria as outlined above. Prior to backfilling the trenches, pipes shall be bedded in and covered with import granular material that has a minimum Sand Equivalent (SE) value of 40 (ASTM D2419). Bedding sands shall be placed by mechanical compaction; jetting is not recommended. Soil backfill over the pipe bedding zone shall be placed in thin lifts, moisture conditioned to within 2 percent of the optimum moisture, and mechanically compacted to minimum 90 percent compaction (ASTM D1557) within paving and any structural areas. Backfill soil compaction may be reduced to 85 percent relative compaction (ASTM D1557) only in landscaped areas outside and at least 5 feet away from the structural footings. Wherever mechanical compaction as recommended above is not practical due to space limitations or shallow trench depth, alternative backfill method such as placement of pea gravel or sand-cement slurry (minimum 2 sacks of cement for 1 cubic yard mix) may be considered for backfill of utility trenches. Limitations This report is not authorized for use by, and is not to be relied upon by any party except: Irvine unified School District; and their assigned design professionals and contractors for this project. Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Southwest Inspection & Testing, Inc. from and against any liability which may arise as a result of such use or reliance. Field percolation tests and evaluation of the field infiltration rate were conducted in adequate conformance with the Orange County Guidelines. Geotechnical investigation and relevant engineering evaluations for this project were performed in substantial conformance with the general practices of geotechnical engineering in southern California at the time of this report. No other warranty is expressed or implied. Page 9 of 10

16 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 We appreciate this opportunity of service. If there are any questions and comments about this report, please contact the undersigned. Respectfully submitted, SOUTHWEST INSPECTION & TESING, INC. Zafar Ahmed, PE, GE Geotechnical Engineer Attachments: References Exhibit - Conceptual Site Plan Figure 1 - Field Exploration Map Appendix A - Field Exploration Logs Appendix B - Laboratory Test Procedures and Test Results Appendix C - Percolation Test Data Sheet Page 10 of 10

17 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 References BNi Building News, 2012, GREENBOOK Standard Specifications for Public Works Construction, 2012 Edition: Public Works Standards, Inc. California Geological Survey (CGS), Seismic Hazard Zone Report 047 for the El Toro 7.5- Minute Quadrangle, Orange County, California, published in Caltrans, 2009, Flexible Pavement Design, Chapter 630 of the Highway Design Manual, revised on July 24, Orange County Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs), dated May 19, Southwest Inspection & Testing, Geotechnical Investigation and Engineering Geologic Hazards Evaluations for a Proposed New Classroom Building at Irvine Unified School District s Northwood High School Campus, 4515 Portola Parkway, City of Irvine, California, Southwest #120123, dated October 30, 2012.

18 LONG/TRIPLE RUNWAY WITH SAND PIT AND PERIMETER SAND TRAPS (TYP.) ASPHALT DRIVEWAY 4' PEDESTRIAN GATE 24' EMERGENCY SLIDING GATE 3 ROW BLEACHER PAD (80' X 10'-6") 18"-24" CURB WALL VEHICULAR GUARDRAIL SYSTEM 5' WIDE CONCRETE PATH 8"-12" CURB (E) DRIVEWAY 48" PERIMETER CHAIN LINK FENCE POLE VAULT (TYP.) HIGH JUMP AREA FOOTBALL GOAL (TYP) NEW CONCRETE PAVING 12' VEHICULAR GATE RELOCATED CONTAINER 4' PEDESTRIAN GATE NEW CONCRETE PAVING RELOCATED CONTAINER 12' VEHICULAR SLIDING GATE RELOCATED CONTAINER 4' PEDESTRIAN GATE ASPHALT DRIVEWAY/PATH 3:1 SLOPE 3:1 SLOPE 48" PERIMETER CHAIN LINK FENCE SYNTHETIC TURF 3:1 SLOPE RETAINING WALL 6' MAX HEIGHT W/ 48" FENCE 18" SAFETY ZONE COMMON FINISH LINE ASPHALT (TYP.)

19 N Figure 4 Field Exploration Map Northwood High School - Track & Field Replacement 4515 Portola Parkway, Irvine, CA Southwest #170250

20 APPENDIX A Field Exploration Logs

21 DRILLING DATE: 6/5/17 DRILLING METHOD: Power Tool w/ 7" Dia. Solid Stem Auger, Drive sampler LOGGED BY: JR GROUND ELEVATION: ~287 ft LOCATION: See Fig. 1, Field Exploration Map DEPTH (FEET) SAMPLE NUMBER BLOWS/FOOT RING SAMPLE SPT SAMPLE BULK SAMPLE MOISTURE CONTENT (%) DRY DENSITY (PCF) NORTHWOOD HS - TRACK & FIELD REPLACEMENT 4515 PORTOLA PARKWAY, IRVINE, CA BORE HOLE NO. B-1 SOIL DESCRIPTION SOIL TEST Surface covered with 6" DG over 8" base 1 Fill (Af): 1.16' - 3': Dark brown silty silty lean Clay (CL), moist. 1.5 R R-Value 2 B-1 3 R Drilling terminated at 3 feet below the existing grade. - Groundwater was not encountered. - Borehole was backfilled with the excavated soil spoils on 6/8/17. SOUTHWEST # LOG OF BORE HOLE B-1

22 DRILLING DATE: 6/5/17 DRILLING METHOD: Power Tool w/ 7" Dia. Solid Stem Auger, Drive sampler LOGGED BY: JR GROUND ELEVATION: ~287 ft LOCATION: See Fig. 1, Field Exploration Map DEPTH (FEET) SAMPLE NUMBER BLOWS/FOOT RING SAMPLE SPT SAMPLE BULK SAMPLE MOISTURE CONTENT (%) DRY DENSITY (PCF) NORTHWOOD HS - TRACK & FIELD REPLACEMENT 4515 PORTOLA PARKWAY, IRVINE, CA BORE HOLE NO. B-2 SOIL DESCRIPTION Surafce covered w/ landscaped grass, topsoil ~4 inches. 1 Fill (Af): 0.33' - 3': Reddish brown silty fine Sand (SM) w/ 1.5 R trace of clay, moist. 2 B-1 SOIL TEST 3 R Drilling terminated at 3 feet below the existing grade. - Groundwater was not encountered. - Borehole was backfilled with the excavated soil spoils on 6/8/17. SOUTHWEST # LOG OF BORE HOLE B-2

23 DRILLING DATE: 6/5/17 DRILLING METHOD: Power Tool w/ 7" Dia. Solid Stem Auger, Drive sampler LOGGED BY: JR GROUND ELEVATION: ~287 ft LOCATION: See Fig. 1, Field Exploration Map DEPTH (FEET) SAMPLE NUMBER BLOWS/FOOT RING SAMPLE SPT SAMPLE BULK SAMPLE MOISTURE CONTENT (%) DRY DENSITY (PCF) NORTHWOOD HS - TRACK & FIELD REPLACEMENT 4515 PORTOLA PARKWAY, IRVINE, CA BORE HOLE NO. B-3 SOIL DESCRIPTION Surafce covered w/ landscaped grass, topsoil ~4 inches. 1 Fill (Af): 0.33' - 2': Reddish brown silty fine to med. Sand (SM) 1.5 R w/ trace of clay, moist. 2 2' - 3': Reddish brown silty fine Sand (SM), trace of clay, 3 R moist. SOIL TEST - Drilling terminated at 3 feet below the existing grade. - Groundwater was not encountered. - Borehole was backfilled with the excavated soil spoils on 6/8/17. SOUTHWEST # LOG OF BORE HOLE B-3

24 DRILLING DATE: 6/5/17 DRILLING METHOD: Power Tool w/ 7" Dia. Solid Stem Auger, Drive sampler LOGGED BY: JR GROUND ELEVATION: ~287 ft LOCATION: See Fig. 1, Field Exploration Map DEPTH (FEET) SAMPLE NUMBER BLOWS/FOOT RING SAMPLE SPT SAMPLE BULK SAMPLE MOISTURE CONTENT (%) DRY DENSITY (PCF) NORTHWOOD HS - TRACK & FIELD REPLACEMENT 4515 PORTOLA PARKWAY, IRVINE, CA BORE HOLE NO. B-4 SOIL DESCRIPTION SOIL TEST Surface covered with 12" DG over 8" base (Gravel) 1 Fill (Af): 1.5 R ' - 2.5': Dark brown silty fine Sand (SM) w/ trace of R-Value 2 B-1 clay, medium dense, moist. 3 R ' - 3': Reddish brown silty Clay (CL), few fine sand, moist. - Drilling terminated at 3 feet below the existing grade. - Groundwater was not encountered. - Borehole was backfilled with the excavated soil spoils on 6/8/17. SOUTHWEST # LOG OF BORE HOLE B-4

25 APPENDIX B Laboratory Test Procedures and Test Results

26 Soils Report - Paving & LID - Track & Field Replacement Southwest # Northwood HS, 4515 Portola Pkwy, Irvine, CA June 28, 2017 Laboratory Test Procedures and Test Results Anaheim Test Laboratory was retained to perform the R-Value tests. The remaining tests were performed in our laboratory. Brief description of the laboratory test procedures and test results are presented hereafter. Field Moisture and Density: Field moisture contents and dry densities of subsurface soils at selected depths were determined from the ring samples in general accordance with ASTM Test Methods D2216 and D7263, respectively. These test results are presented in this appendix and also, in the field exploration logs (Appendix A). R-Value: The resistance R-value of two (2) representative bulk soil samples, taken from shallow depths underneath the existing track, were determined in accordance with the California Standard Test Method No Three (3) test specimens were prepared from each bulk sample. Exudation pressure and R-value were determined on each specimen. Test results summary of the R-values from exudation pressure at 300 psi and by expansion as well as graphical plots of R-value vs. exudation pressure are presented in this appendix. Conservative value from exudation pressure and expansion is considered as the design R-Value. R-value at 300 psi exudation pressure is considered as the design R-value. B-1

27 Project Name : IUSD Northwood High School- Track & Field Replacement - Paving & LID Project Number : Date Sampled: 6/7/17 Date Tested : 6/8/17 Lab Technician : Steven Ballesteros Sampled By: Jose Rodriguez Field Moisture & Density (ASTM D2216 & D7263) Boring Depth Wet weight (g) Ring Sample Wet Wet wt. (g) Cup Wet wt. Dry wt (g) Dry sample Moisture Percent Dry Location (ft) Sample + Ring Wt. (g) weight Density sample + Cup Wt. (g) Sample (g) Sample + cup weight (g) Content(g) Moisture Density (g) (pcf) (%) (pcf) B B B B Submitted By: Abnish Rajbanshi, PE Laboratory supervisor

28 ANAHEIM TEST LAB, INC 3008 ORANGE AVENUE SANTA ANA, CALIFORNIA PHONE (714) TO: DATE: 06/19/17 Southwest Inspection & Testing 441 Commercial Way P.O. NO: Transmittal La Habra, CA LAB NO: C Project: Northwood H.S.-Track/Field Date sampled: 06/07/17 SPECIFICATION: CA 301 MATERIAL: Soil ANALYTICAL REPORT R VALUE BY EXUDATION BY EXPANSION 1) ) RESPECTFULLY SUBMITTED WES BRIDGER CHEMIST

29 "R" VALUE CA 301 Client: Southwest Inspection ATL No.: C Date: 6/18/2017 Client Reference No.: Sample: 0-3' Soil Type: Brown, Sandy Clay w. F. Gravel TEST SPECIMEN A B C D Compactor Air Pressure psi Initial Moisture Content % Moisture at Compaction % Briquette Height in Dry Density pcf EXUDATION PRESSURE psi EXPANSION dial (x.0001) Ph at 1000 pounds psi Ph at 2000 pounds psi Displacement turns "R" Value CORRECTED "R" VALUE Final "R" Value BY EXUDATION: 300 psi BY EXPANSION: 13 TI = "R" Value Exudation Pressure

30 "R" VALUE CA 301 Client: Southwest Inspection ATL No.: C Date: 6/18/2017 Client Reference No.: Sample: 0-3' Soil Type: Brown, Clayey Sand w. F. Gravel TEST SPECIMEN A B C D Compactor Air Pressure psi Initial Moisture Content % Moisture at Compaction % Briquette Height in Dry Density pcf EXUDATION PRESSURE psi EXPANSION dial (x.0001) Ph at 1000 pounds psi Ph at 2000 pounds psi Displacement turns "R" Value CORRECTED "R" VALUE Final "R" Value BY EXUDATION: 300 psi BY EXPANSION: 33 TI = "R" Value Exudation Pressure

31 APPENDIX C Percolation Test Data Sheet

32 Percolation Test Data Sheet for PT-1 Project: Northwood HS - Paving and LID Job No.: Test Pit No.: PT-1 (see the attached Field Test Locations Map) Date Excavated: 6/5/17 Depth of Test Hole: 10 ft Soil Description: Dark brown silty lean Clay (CL) w/ little fine sand Presoak Test by: JR Date: 6/5/17 Percolation Test by: JR Date: 6/6/17 Presoak Test Data Time Water Level Trial No. Time Interval Initial* Final (min) (inch) :05 PM 12:35 PM 12:35 PM 1:05 PM ft 120 in 0 ft 120 in 0 ft 114 in 0 ft 114 in *The hole is filled with water to the top of the hole each time. Time 8:00 AM 8:30 AM 8:30 AM 9:00 AM 9:00 AM 9:30 AM 9:30 AM 10:00 AM 10:00 AM 10:30 AM 10:30 AM 11:00 AM 11:00 AM 11:30 AM 11:30 AM 12:00 PM Percolation Test Data Time Total Elapsed Water Level Percolation Interval Time Rate Initial* Final (min) (min) (inch) (inch/hr) ft in 0 ft in ft in 0 ft in ft in 0 ft in ft in 0 ft in ft in 0 ft in ft in 0 ft in ft in 0 ft in ft in 0 ft in *The hole is filled with water to the top of the hole each time. Stabilized Field Percolation Rate = 7 inch/hr

33 Percolation Test Data Sheet for PT-2 Project: Northwood HS - Paving and LID Job No.: Test Pit No.: PT-2 (see the attached Field Test Locations Map) Date Excavated: 6/5/17 Depth of Test Hole: 10 ft Soil Description: Dark brown silty lean Clay (CL) w/ few fine sand Presoak Test by: JR Date: 6/5/17 Percolation Test by: JR Date: 6/6/17 Presoak Test Data Time Water Level Trial No. Time Interval Initial* Final (min) (inch) :00 PM 12:30 PM 12:30 PM 1:00 PM ft 120 in 0 ft 120 in in in *The hole is filled with water to the top of the hole each time. Time 7:55 AM 8:25 AM 8:25 AM 8:55 AM 8:55 AM 9:25 AM 9:25 AM 9:55 AM 9:55 AM 10:25 AM 10:25 AM 10:55 AM 10:55 AM 11:25 AM 11:25 AM 11:55 AM Percolation Test Data Time Total Elapsed Water Level Percolation Interval Time Rate Initial* Final (min) (min) (inch) (inch/hr) ft. 120 in 0 ft in ft. 120 in 0 ft in ft. 120 in 0 ft in ft. 120 in 0 ft in ft. 120 in 0 ft in ft. 120 in 0 ft in ft. 120 in 0 ft in ft. 120 in 0 ft in *The hole is filled with water to the top of the hole each time. Stabilized Field Percolation Rate = 4 inch/hr