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HomeMy WebLinkAbout2882 WHIPTAIL LOOP; ; FPC2016-0037; PermitPERMIT REPORT (ity of Carlsbad Print Date: 02/29/2024 Job Address: 2882 WHIPTAIL LOOP, CARLSBAD, CA 92010-6708 Permit Type: FIRE-Construction Commercial Work Class: Underground Fire Parcel #: 2091200700 Track #: Valuation: $0.00 Lot #: Occupancy Group: Project #: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Permit No: FPC2016-0037 Status: Closed - Finaled Applied: 12/12/2016 Issued: 06/15/2017 Finaled Close Out: 02/25/2020 Final Inspection: INSPECTOR: Fieri, Dominic Project Title: Description: CARLSBAD OAKS NORTH LOT 8 (LG PRIVATE FIRE LINE INSTALLATION WITH 6 HYDRANTS AND AFIRE CONNECTION TO ONE BUILDING) Applicant: INLAND VALLEY PIPELINE INC JAIME BAHR P0 BOX 1084 TEMECULA, CA 92593-1084 (951) 368-3903 FEE AMOUNT FIRE Underground Piping with 5+ Hyds/Risers $996.00 Total Fees: $996.00 Total Payments To Date: $996.00 Balance Due: $0.00 Fire Department Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2665 1 Inspections: 442-339-2660 1 www.carlsbadca.gov R33'4 "VEHICLE R29-? CURB R28-7" TURD Rl&-F INNER CURB 105 EAST 12Th STREET VI 54929 EPARTMENT JJFORNA (!DISC 24K/DISC I0R22.5 I XZA2 IXDN2 TURNING RADIUS DRAWING F2324 T-IIAD ALL DIMENSIONS ARE MEASURED IN INCHES, UNLESS OTHERWISE NOTED. THE INDICATED VEHICLE HEIGHT REPRESENTS A CALCULATED FWD SEAGRAVE HOLDINGS, LP, ITS SUBSIDIARIES, SUCCESSORS AND/OR DIMENSION. ACTUAL SHIPPED HEIGHT MAY VARY. ASSIGNS (COLLECTIVELY, 'FWD SEAGRAVE) OWNS PROPRIETARY RIGHTS THIS DRAWING IS FOR REFERENCE OF CONFIGURATION; MINOR DETAILS MAY NOT BE SHOWN. DIMENSIONS IN AND TO THIS DRAWING AND INFORMATION CONTAINED THEREIN. THIS SHOWN ARE APPROXIMATE AND SUBJECT TO CHANGE. THE SALES ORDER AND APPROVED SALES ORDER THE HOSE CAPACITY IS A CALCULATED AMOUNT. ACTUAL DRAWING IS CONFIDENTIAL AND SHOULD NOT BE USED OR REPRODUCED CHANGES WILL PREVAIL, WHERE DISCREPANCIES EXIST. CAPACITY MAY VARY DEPENDING ON VENDOR OF THE HOSE FOR ANY PURPOSE WITHOUT THE WRITTEN CONSENT OF FWD SEAGRAVE. Minimum Turnaround and Hammerhead Dimensions Standard turnaround Offset turnaround NOTE: Parking is not permitted in these turnarounds at the dimensions shown. Islands or other obstructions may be allowed to be located within the area bounded by the dashed line representing the inner turning radius. r oco vr c Q ot Minimum Turnaround and Hammerhead Dimensions Standard turnaround varies (28' mm.) Offset turnaround varies (42' minimum) C-2 00(7 DODY NOTE: Parking is not permitted in these turnarounds at the dimensions shown. Islands or other obstructions may be allowed to be located within the area bounded by the dashed line representing the inner turning radius. SECTION 15139 FIRE HYDRANTS PART I GENERAL 1.1 DESCRIPTION This section includes the materials for and installation of fire hydrant assemblies. 1.2 REFERENCE STANDARDS The publications listed below form part of this specification to the extent referenced and are referred to in the text by the basic designation only. Reference shall be made to the latest edition of said standards unless otherwise called for. 1.3 RELATED WORK SPECIFIED ELSEWHERE CMWD Standard Drawings CMWD Standard Specifications 09900, 15000, 15041, 15044, 15056, 15061, 15064, and 15100 1.4 SYSTEM DESCRIPTION Hydrant outlet sizes and configuration shall be as shown on the Approved Plans or as directed by the fire department of jurisdiction. Hydrants shall generally have the following number and size of outlets as directed by the fire department of jurisdiction: % 1. Residential: One 2-1/2" outlet and one 4" outlet Commercial: Two 2-1/2" outlets and one 4" outlet Industrial: One 2-1/2" outlet and two 4" outlets 1.5 SERVICE APPLICATION Fire hydrants shall be installed on potable water mains as shown on the approved drawings. Wet-barrel hydrants shall generally be used for pressures up to 1.38 MPa (200 psi). System pressures up to and including 1.03 MPa (150 psi) require standard wet-barrel hydrants, and pressures up to 1.38 MPa (200 psi) require high-pressure wet-barrel hydrants in accordance with the Approved Materials List. 1.6 DELIVERY, STORAGE AND HANDLING Fire hydrants shall be delivered and stored in accordance with AWWA C210, AWWA C213, and AWWA C550. The port openings shall be covered with plastic, cardboard or wood while in transit and during storage in the field. These covers shall remain in place until the valve is ready to be installed. Fire hydrants shall not be stored in contact with bare ground. Fire hydrants shall not be stacked. 1.7 WARNING/IDENTIFICATION TAPE Warning/Identification Tape shall be installed for fire hydrant assemblies in accordance with Section 15000. Volume 3 Chapter 6 Page 177 of 190 2/16/16 PART 2 MATERIALS 2.1 HYDRANTS Fire hydrants and appurtenances shall be selected from the Approved Materials List. Wet-barrel fire hydrants shall comply with A\MNA C503 and these specifications unless otherwise indicated on the Approved Drawings. All outlets shall be provided with National Standard Fire-Hose Threads. Outlets shall be equipped with plastic caps. Wet-barrel fire hydrant flanges and appurtenant bury ells and spools shall incorporate a six-hole bolt pattern. 2.2 BOLTS AND NUTS Hydrant flange bolts and nuts shall be selected from the Approved Materials List. Bolts and nuts shall be zinc-plated A307 carbon steel in accordance with Section 15000. 2.3 CONCRETE Concrete used for splash pads, thrust or anchor blocks shall be in accordance with the Standard Drawings. 2.4 WARNING/IDENTIFICATION TAPE Warning/Identification Tape materials shall be in accordance with Section 15000 and the Approved Materials List. 2.5 FIELD PAINTING AND COATING Field painting and coating materials shall be in accordance with Section 09900 in accordance with the Approved Materials List. Volume 3 Chapter 6 Page 178 of 190 2/16/16 PART 3 EXECUTION AMEL 3.1 GENERAL Fire hydrant assemblies shall be installed at locations shown on the Approved Plans or as directed by the fire department of jurisdiction in accordance with the Standard Drawings. The location and port orientation of the Fire Hydrant shall be in accordance with the Standard Drawings. Fire hydrant flange bolts shall be set with nuts on top. Torque nuts uniformly and progressively in accordance with the manufacturer's recommendations. Depending on location, fire hydrant assemblies may require protection posts or concrete retaining walls. When required by the City Engineer, or when shown on the Approved Plans, protection posts or retaining walls shall be installed in accordance with the Standard Drawings. 3.2 CONCRETE Concrete thrust and anchor blocks shall be installed in accordance with the Standard Drawings. 3.3 WARNINGIIDENTIFICATION TAPE I Warning/Identification Tape shall be installed in accordance with Section 15000 and the Standard Drawings. 3.4 DISINFECTION OF FIRE HYDRANT The fire hydrant assembly shall be disinfected in accordance with Section 15041, as part of the process of disinfecting the main pipeline. The assembly valves shall be operated and the assembly flushed to completely disinfect all internal parts. 3.5 HYDROSTATIC TESTING Fire hydrant assemblies shall be hydrostatically tested in accordance with Section 15044 in conjunction with the pipeline to which it is connected. 3.6 FIELD PAINTING AND COATING The fire hydrant exterior shall be field painted in accordance with Section 09900. END OF SECTION Volume 3 Chapter 6 Page 179 of 190 2/16/16 AMIL SECTION 16640 CATHODIC PROTECTION BY SACRIFICIAL ANODES PART I GENERAL 1.1 SCOPE This section includes materials, testing, and installation of corrosion protection and monitoring systems for metallic pipes including insulating flange kits, test stations, copper/copper sulfate reference electrodes, sacrificial anodes, wiring, and exothermic welds.. 1.2 DEFINITIONS CONTRACTOR. The qualified construction firm selected by the Owner to have prime responsibility for the completion of work. OWNER. The Owner, as referred to in these specifications, is the City of Carlsbad. ENGINEER. The Engineer is the Owner's representative who is assigned to be the direct contact between the Owner and the Contractor. CORROSION ENGINEER. Retained by the Contractor, who is trained and $ experienced in cathodic protection installations and design and who is either a Registered Corrosion Engineer or a NACE Certified Cathodic Protection Specialist. 1.3 SPECIFICATIONS AND STANDARDS American Society for Testing and Materials (ASTM): C94-86 Ready-Mixed Concrete D-2220 Polyvinyl chloride Insulation for Wire and Cable D-1 248 Polyethylene Plastics Molding and Extrusion Materials B3 Soft or Annealed Copper Wire 138 Concentric-Lay Stranded Copper Conductors Federal Specifications (FS) Military Specification (Mil. Spec): MIL-C-18480B Coating Compound, Bituminous, Solvent, Coal Tar Base Underwriter's Laboratories, Inc. (UL) Publications: 83-80 Thermoplastic-Insulated Wires 486-76 Wire Connectors and Soldering Lugs for Use with Copper Conductors National Association of Corrosion Engineers (NACE): RP0169-96 Recommended Practice, Control of External Corrosion on Underground or Submerged Metallic Piping Systems National Association of Corrosion Engineers (NACE): Volume 3 Chapter 6 Page 181 of 190 2/16/16 RP0286 Electrical Isolation of Cathodically Protected Pipelines 1.4 SUBMITTALS The following information shall be submitted for approval of the ENGINEER in accordance with w Section 1300 of these specifications. A. Catalog Cuts: High potential magnesium anodes At-grade concrete test box with cast iron lid Shunts Wire and cable Exothermic weld kits Weld caps Weld coating Plastic warning tape Insulating flange kits Wax tape coating system B. As-Built Drawings. The CONTRACTOR shall maintain As-Built drawings showing exact locations of anodes, test stations, insulators, and wire trenching runs. Location changes from the design shall be clearly marked in red on a blue line copy of the design drawings. The As-Built drawings shall be submitted to the ENGINEER at the end of the project. The project is not considered complete until As-Built drawings are submitted. C. Test Results. Insulator tests Continuity tests Anode testing and cathodic protection performance PART 2 MATERIALS 2.1 GENERAL Materials and equipment shall be new and the standard product of manufacturers regularly engaged in the manufacturing of such products. All materials and equipment shall bear evidence of safe operation approval from a nationally recognized testing laboratory. 2.2 HIGH POTENTIAL MAGNESIUM ANODES A. Capacity, High potential magnesium anodes shall have a theoretical energy content of 1000 ampere-hours per pound. and have a minimum useful output of 500 ampere-hours per pound. w Volume 3 Chapter 6 Page 182 of 190 2/16/16 B. Chemical Composition (High Potential Magnesium). Aluminum 0.01 percent (max) Manganese 0.5 to 1.3 percent Zinc 0.002 percent (max) Copper 0.02 percent (max) Nickel 0.001 percent (max) Iron 0.03 percent (max) Silicon 0.002 percent (max) Other 0.05 percent each (max) Magnesium balance Open Circuit Potential. The open circuit potential of all anodes, buried in the soil, shall be between 1.55 and 1.75 volts dc versus a copper-copper sulfate reference electrode. Ingot Size And Weight. Anodes shall be 48-pound pre-packaged, high potential ingots with a trapezoidal cross section. Ingot length shall be 32 inches long. The total packaged weight shall be 105 lbs. Anode Construction. Anodes shall be cast magnesium with a galvanized steel core rod recessed on one end to provide access to the rod for connection of the lead wire. Silver braze the lead wire to the rod and make the connection mechanically secure. Insulate the connection to a 600-volt rating by filling the recess with epoxy and covering any exposed bare steel core or wire with heat shrinkable tubing. The insulating tubing shall extend over the lead wire insulation by not less than 1/2 inch. Anode Pre-Packaged Backfill Material. The anodes shall be completely encased and centered within a permeable cloth bag in a special low resistivity backfill mix with the following composition: Gypsum 75% Powdered bentonite 20% Anhydrous sodium sulfate 5% Backfill grains shall be such that 100 percent is capable of passing through a screen of 100 mesh. Backfill shall be firmly packed around the anode such that the ingot is approximately in the center of the backfill. The resistivity of the backfill shall be no greater than 50 ohm-cm when tested wet in a soil box. Total prepackaged weight shall be approximately 105 pounds. 2.3 AT-GRADE TEST STATIONS Test Box. At-grade test boxes shall be round, pre-cast concrete with a cast iron lid. The dimensions shall be 14-1/4 inches O.D. by 9 inches I.D. by 12 inches high, similar to Christy G5 Utility Box with a cast iron supporting ring and lid. The lid shall be cast with the legend "Test Station". Identification Tags. All test leads shall be identified with an Avery label (model 5361), self-adhesive covered with polyolefin clear heat shrink tubing (3mfp301). The label shall include: name of facility - size - pipe material; type of insulation; station number. Concrete Pad. Test boxes mounted in unpaved areas shall be mounted in a I reinforced 24-inch square by 4-inch thick concrete pad constructed of ASTM C94 ready-mix concrete. Rebar shall be No. 4 steel. Volume 3 Chapter 6 Page 183 of 190 2/16/16 2.4 WIRE AND CABLE All wires shall be stranded copper with HMWPE or THWN insulation suitable for direct burial in corrosive soil and water, conforming to UL 83 and ASTM standards B3 or 138. HMWPE insulation shall conform to ASTM D1248 type 1, class c, grade 5. THWN insulation shall conform to ASTM D-2220. Test Leads. No. 8 AWG HMWPE. Anode Lead Wire. Anode lead wires shall be No. 12 AWG THWN. Mechanical Joint Bond Wire. No. 2 AWG HMWPE. All wire and copper connectors shall conform to UL 486-76. Wire Splicing. NO wire splicing is permitted. 2.5 EXOTHERMIC WELD KIT Wire-to-metal connections shall be made by the exothermic "cadweld" welding process. Weld alloy shall be for steel pipe. It is the CONTRACTOR's responsibility to determine the manufacturer's recommended weld charge size for metallic surfaces. Weld Caps. Royston Roybond Primer 747 and Royston Handy Cap 2 or equal. Weld Coating. Cold-applied fast-drying mastic consisting of bituminous resin and solvents per Mil. Spec. MiI-C-1848013 such as Koppers bitumastic 50 or 505, Tnemec 40-h-413, tape-coat TC mastic or 3M Scotch Clad 244. The minimum coating thickness shall be 25 mils (0.025 inch). 2.6 INSULATING FLANGE KITS Gaskets: ANSI B-16.21, Type E, NEMA GIO glass with a rectangular 0-ring seal for operation between 20-deg. F and 150-deg. F. Gaskets shall be suitable for the temperature and pressure rating of the piping system in which they are installed. Insulating Sleeves: 1/32-inch thick tube, full length, GIO glass material per NEMA LI- I for operation between 20-deg. F and 150-deg. F. For installation at threaded valve flanges, half-length sleeves shall be used. Insulating Washers: 1/8-inch thick, full length, GIO glass per NEMA LI-I for operation between 20-deg. F and 150-deg. F. Steel Washers: 1/8-inch cadmium plated steel placed between the nut and insulating washer. Coating: All buried insulating flanges shall be wax taped coated per AWWA C217. See section for "External Coating for Buried Surfaces" below. Volume 3 Chapter 6 Page 184 of 190 2/16/16 fl 2.7 EXTERNAL COATING FOR BURIED SURFACES All buried insulating flange kits, AND buried pipe sections and fitting surfaces that are not epoxy or polyurethane coated shall be wrapped with a three-layer petrolatum wax tape coating system per AWWA C217. Primer: All surfaces shall be prime coated with a blend of petrolatum, plasticizer, inert fillers, and corrosion inhibitors having a paste-like consistency. Wax Tape: Covering material shall be a synthetic felt tape, saturated with a blend of petrolatum, plasticizers, and corrosion inhibitors that is formable over irregular surfaces. Plastic Outer Wrap: The primed and wax taped surface shall be covered with a plastic outer wrap consisting of three layers of 50-guage (10-mil) polyvinylidene chloride or PVC, high cling membrane wound together. 2.8 PLASTIC WARNING TAPE A. Plastic warning tape for all cable trenches shall be a minimum of 4 mils thick and 6 inches wide, inert plastic film designed for prolonged use underground, and printed with "Caution: Cathodic Protection Cable Below". PART 3 CATHODIC PROTECTION INSTALLATION 3.1 GENERAL Standard. Cathodic protection installation shall conform to NACE RP0169-96 ' "Recommended Practice, Control of External Corrosion on Underground or Submerged Metallic Piping Systems. CONTRACTOR Qualifications. All work shall be performed by qualified, experienced personnel working under continuous, competent supervision. Qualified CONTRACTORs must demonstrate at least five years of experience with cathodic protection installations. Test Results. The CONTRACTOR shall submit a CORROSION ENGINEER's report including all test data, conclusions, repairs, and cathodic protection system performance. Notification For Testing. The CONTRACTOR shall notify the ENGINEER at least five days in advance of the anodes and test station installations. The ENGINEER or the OWNER's representative shall, at their discretion, witness the installation of anodes and cathodic protection facilities. Testing shall be as described in this specification section. 3.2 MAGNESIUM ANODES Inspection. All lead wires shall be inspected to ensure that the lead wire is securely connected to the anode core and that no damage has occurred to the lead wire. Lead wire failures shall require replacement of the complete anode and lead wire. Pre-Packaged Anode Inspection. Each anode shall be inspected to ensure that the backfill material completely surrounds the anode and that the cloth bag containing the anode and backfill material is intact. If the prepackaged anodes are supplied in a waterproof container or covering, that container or covering shall be Volume 3 Chapter 6 Page 185 of 190 2/16/16 removed before installation. The CONTRACTOR shall notify the ENGINEER at least five (5) days in advance of installing the anodes. Location. Anodes are to be installed in augured holes as shown in the drawings. Anode positions can be adjusted slightly to avoid interference with existing structures. Alternate anode positions must be approved by the ENGINEER. Handling. Care shall be taken to ensure that the anode is never lifted, supported, transported, or handled by the lead wire. All anodes shall be lowered into the hole using a sling or a rope. Anode Hole Size and Depth. Anodes shall be placed vertically at the bottom of a 12 feet deep augured hole, 12 inches in diameter (minimum). Soaking Requirements, Pre-Packaged Anodes. Once the prepackaged anodes are in the hole, 15 gallons of water shall be poured into the hole so that the anodes are completely covered with water. Allow the anodes to soak for a minimum of 30 minutes before any soil backfill is added. Soil Backfill. After the pre-packaged anodes are soaked, the hole is backfilled with stone-free, native soil. No voids shall exist around the anode bags and the anode lead wire shall not be damaged. The backfill shall be tamped and compacted in 18-inch lifts taking care not to damage the anode lead wire. 3.3 AT-GRADE TEST STATIONS Location. At-grade corrosion monitoring test boxes shall be located at the edge and directly behind the curb. All test box locations shall be approved by the ENGINEER. Test Box Bottom. Test boxes shall be set in native soil. Test Lead Attachment. Test leads shall be attached to the pipe using the exothermic weld process. An 18-inch length of slack wire shall be coiled at each weld at the pipe and inside each test box. Concrete Pad. A 24-inch square by 4-inch thick reinforced concrete pad is required around each at-grade test station. Test boxes and concrete pad shall be flush with the top of the curb. 3.4 WIRE AND CABLE Test Lead Trench. Horizontal test or anode lead runs shall be placed in a 36-inch trench. Wire Handlin-g. Wire leads shall not be stretched or kinked. Care shall be taken when installing wire and backfilling. If wire insulation is damaged during installation, it shall be rejected and replaced completely at the CONTRACTOR's expense. All rejected wire shall be removed from the job site at the close of each workday. Volume 3 Chapter 6 Page 186 of 190 2/16/16 Plastic Warning Tape. Plastic warning tape shall be installed in all wire trenches ___ and 12 inches below finished grade. Splicing. Wire splices are not permitted. 3.5 WIRE-TO-PIPE CONNECTIONS All connections of copper wires to the pipe shall be made by the exothermic weld method. Weld Charge Size. It is the CONTRACTOR's responsibility to ensure that the manufacturer's recommended weld charge size is used. Preparation Of Wire. Do not deform cable. Remove only enough insulation from the cable to allow for the exothermic weld. Preparation Of Metal. Remove all coating, dirt, grime and grease from the metal structure by wire brushing. Clean the structure to a bright, shiny surface free of all serious pits and flaws by using a file. The surface area of the structure must be absolutely dry. Wire Position. The wire is to be held at a 30-degree angle to the surface when welding. Only one wire shall be attached with each weld. Testing of All ComIeted Welds. After the weld has cooled, the weld shall be tested by striking the weld with a 2-lb hammer while pulling firmly on the wire. All unsound welds shall be cleaned, re-welded, and re-tested. All weld slag shall be ' removed, Coating Of Welds. The area to be coated shall be clean and completely dry. Apply a primer specifically intended for use with an elastomeric weld cap. Apply the weld cap and a bituminous mastic coating material to all exposed areas around the cap in accordance with the manufacturer's recommendations. The coating shall overlap the structure coating by a minimum of 3 inches. Mortar Repair. Coating voids shall be filled with cement grout. 3.6 BOND WIRES A. Mechanical Joint Bond Wires. Two (2) No. 2 HMWPE bond wires are required across each non-insulating, in-line valve; a third No. 6 HMWPE bond wire is required from the valve to one outside flange as shown in the drawings. The bond wires shall be attached using the exothermic weld process. Bond wires shall have some slack wire at each weld to allow for creep when backfilling. 3.7 INSULATING FLANGE KITS General: Insulating flange kits shall be pre-assembled and installed as recommended by the manufacturer, and per NACE RPO 286. Moisture, soil, and other foreign matter must be fully removed and prevented from contacting any portion of mating surfaces. If foreign matter contacts any portion of these surfaces, then the entire flange shall be disassembled, cleaned, and dried before reassembly. Installation: Align and install insulating joints according to the manufacturer's recommendations to avoid damaging insulating materials. The manufacturer's bolt tightening sequence and torque specifications shall be followed. Volume 3 Chapter 6 Page 187 of 190 2/16/16 Paint Pigments: No electrically conductive pigments or paints shall be used either internally or externally on the bolts, washers, or flanges. Inspection: All buried insulating flanges shall be inspected, tested, and approved by the ENGINEER as described in Part 4 of this specification and prior to the application of wax tape coating. 3.8 EXTERNAL COATING All buried insulating flanges shall be covered with a 3-layer wax tape coating system per AWWA C217. Additionally, all in-line valves, flanges, couplings, and adapters that are not coated with a bonded dielectric coating shall be wax tape coated per AWWA C217. Primer: Surfaces must be cleaned of all dirt, grime, and dust by using a wire brush and clean cloth. The surface shall be dry. Apply the primer by hand or brush. A thin coating of primer shall be applied to all surfaces and worked into all crevices. The primer shall be applied generously around bolts, nuts, and threads, and shall fully cover all exposed areas. The primer should overlap the pipe coating by a minimum of 3-inches. Petrolatum Saturated Tape: The wax tape can be applied immediately after the primer. Short lengths of tape shall be cut and carefully molded around each individual bolt, nut, and stud end. For long bolts (such as in couplings), short lengths of tape shall be cut and circumferentially wrapped around each individual bolt. After the bolts are covered, the tape shall be circumferentially wrapped around the flange with sufficient tension to provide continuous adhesion without stretching the tape. The tape shall be formed, by hand, into all voids and spaces. There shall be no voids or gaps under the tape. The tape shall be applied with a 1-inch minimum overlap. Outer Covering: A plastic outer cover shall be applied over the petrolatum- saturated tape. The plastic shall be a minimum of 50-guage (10-mils) and shall have two layers applied. PART 4 TESTING AND INSPECTION The CONTRACTOR's CORROSION ENGINEER shall submit his proposed test procedures to the ENGINEER at least five (5) days in advance of the time that the cathodic protection system testing is scheduled. The ENGINEER shall witness all testing at his discretion. All test data shall be submitted to the ENGINEER within seven (7) days of the completion of the testing. All testing shall be done under the supervision of a qualified CORROSION ENGINEER who is retained by the CONTRACTOR. All deficiencies found to be due to faulty materials or workmanship shall be repaired or replaced by the CONTRACTOR and at his expense. The City of Carlsbad shall be notified at least three (3) days in advance to witness the performance testing. 4.1 TEST LEADS It is the CONTRACTOR's responsibility to test all test leads Volume 3 Chapter 6 Page 188 of 190 2/16/16 Test Method. All completed wire connection welds shall be tested by striking the weld with a 2-lb hammer while pulling firmly on the wire. Welds failing this test shall have the surface re-prepared, have the wire re-welded to the pipe and re- tested. Wire welds shall be spot tested by the Engineer. After backfilling the pipe, all test lead pairs shall be tested using a standard ohmmeter. Acceptance. The resistance between each pair of test leads shall not exceed 150% of the total wire resistance as determined from published wire data. 4.2 Anode Lead Wire. The CONTRACTOR is responsible for inspecting anode lead wires. Lead wires shall be spot inspected by the ENGINEER. Test Method. A visual inspection and by running his hand along the full length of the lead while installing. Acceptance. All leads shall be free of cuts nicks or abrasions in the wire insulation. Damaged leads shall be rejected. 4.3 TEST LEAD TRENCHING The ENGINEER, at his or her discretion, shall inspect wire trenches and backfill material and methods. Test Method. The depth, trench bottom, padding, and backfill material shall be visually inspected prior to backfilling. Acceptance. Conformance with specifications. 4.4 PIPELINE CONTINUITY THROUGH IN-LINE VALVES The CONTRACTOR's CORROSION ENGINEER shall measure the linear resistance of sections of pipe in which in-line valves or other mechanical joints have been installed. All testing shall be done by the CORROSION ENGINEER in the presence of the ENGINEER. Test • Method. Resistance shall be measured by the linear resistance method. A direct current shall be impressed from one end of the test section to the other (typically test station to test station). A voltage drop is measured for several different current levels. The measured resistance (R) is calculated using the equation R=dV/I, where dV is the voltage drop between the test span and I is the current. The resistance shall be measured for at least four (4) different current levels. Acceptance. Acceptance is a comparison between the measured resistance (from the field test data) and the theoretical resistance. The theoretical resistance must consider the pipe (length and wall thickness) and the resistance of the bond wires. The measured resistance shall not exceed the theoretical resistance by more than 130%. The CONTRACTOR's CORROSION ENGINEER shall submit, within seven (7) days of the completion of the testing and in a report format, to the ENGINEER all calculations of the theoretical resistance and measured pipe resistance for each section tested. Volume 3 Chapter 6 Page 1890f 190 2/16/16 4.5 INSULATING FLANGE KITS Responsibility: Insulating flanges shall be inspected and tested by the ___ CONTRACTOR'S CORROSION ENGINEER and in the presence of the ENGINEER, prior to backfilling. Testing of the buried insulating flange kit prior to backfill will result in non-acceptance of the insulator. Test Method: The assembled flange shall be tested using a Gas Electronics Model 601 Insulation Checker specifically design for testing insulating flanges. The testing shall be done by a qualified CORROSION ENGINEER accepted by the ENGINEER and shall be done in accordance with NACE RPO 286. Acceptance: The installation of the insulating flange kit shall be considered complete when the testing device indicates no shorts or partial shorts are present. The CONTRACTOR shall provide assistance in finding any and all shorts or shorted bolts. All disassembly and reassembly necessary for acceptance shall be done at the CONTRACTOR'S expense. 4.6 CATHODIC PROTECTION PERFORMANCE The cathodic protection system shall be activated and tested by the CONTRACTOR's CORROSION ENGINEER in the presence of the ENGINEER. Test Method. The installed cathodic protection system testing shall include: native pipe-to-soil potentials, protected pipe-to-soil potentials, open-circuit anode potentials, and anode current output measurements. Acceptance. Shall be based on achieving the —850 mV criterion as outlined in NACE RPOI69-96. All data shall be submitted, in a typed 8-1/2 X 11 inch report to the City's ENGINEER and the City's CORROSION ENGINEER for approval. Compliance With Specifications. Deficiencies or omissions in materials or workmanship found by these tests shall be rectified at the CONTRACTOR's expense. Deficiencies shall include but are not limited to: broken leads, improper or unclean trenches, lack of 18-inchor slack wire in test boxes; improperly mounted test boxes; improper installation and testing of insulators; and other deficiencies associated with the workmanship, installation, and non-functioning equipment. END OF SECTION w Volume 3 Chapter 6 Page 190 of 190 2/16/16 DRANT BASE - 6 EA. 13/16 DIA. HOLES. & NUTS - 3/4" X 3" HEX HEADS. FINSTALL BOLTS WITH NUTS ON TOP OF FLANGE. 1 8" * ECIFICA11ON FOR PAIN11NG REQUIREMENTS. (BEGIN T SCORE IN BREAK-OFF SPOOL). 9 SEE SPECIFICATION FOR BURIED FLANGE REQUIREMENTS. ) SEE IMPROVEMENT PLANS FOR FIRE HYDRANT LOCATIONS. A 3' CLEAR SPACE SHALL BE MAINTAINED AROUND THE CIRCUMFERENCE OF F.H. EXCEPT AS OTHERWISE REQUIRED OR APPROVED. * 36 BEHIND FACE OF CURB FOR NON-CONTIGUOUS / OR NO SIDEWALK. B III WAX TAPE COATED PER SPEC. 09902 Ly I III k. _ 3 CURB & GUTTER A2 OR uj SLOPE I VARIES Sri ITEM DESCRIPTION SPEC/DWG 1 A.C.P. - RT X FL TEE. 2 DUCTILE IRON PIPE - D.I. TEE WITH 6" FL. OUTLET. C PJ OR MJ X FL 3 STEEL PIPE - B" STEEL ft OUTLET. 4 ASBESTOS TEE _CEMENT _PIPE _-_RT_X_FL_ _NTH _6"_OUTLET. 5 6" FL X PJ GATE VALVE. 6 6" CLASS 150 PVC PRESSURE PIPE. 7 6" X 30" PJ X FL BURYELL. C 6 HOLE PATTERN 8 6"_ VARIABLE _LENGTH _FL. _BREAK _OFF _SPOOL. _C_GROOVED _BOTH _ENDS _). 9 6" FIRE HYDRANT. 10 POLYETHYLENE ENCASEMENT 11 VALVE BOX ASSEMBLY. 12 THRUST BLOCK REV. APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT '.JN I1 A I. II FIREF HYDRANT r I I fl I L/NMI'I I CITY ENGINE DATE STANDARD DWG. NO. W-12 ASSEMBLY Dennis Grubb and Associates, LLC Assisting Cities Build Safe Communities DGA for DJA PLAN CORRECTIONS (FIRE) DGA PC#: C6 Carlsbad Permit #: FPC2016-0037 Checked by: D. Grubb Jurisdiction: Carlsbad Applicant: TFW Construction Phone#: 619-220-4881 Date of Review: 12/16/16 Project Name: Carlsbad Oaks North Lot 8 Project Address: Lot 8 Whiptail Loop East The plans submitted for the project referenced above have been reviewed. The following information is needed to show compliance with the 2013 California Building and Fire Codes (CBC and CFC), and other codes as adopted and amended by state regulation and the City of Carlsbad. It will be necessary to reevaluate the project after the receipt of additional information as specified below. INSTRUCTIONS Resubmit three sets of the revised plans along with one set of the original plans. Provide a written response for each correction on this correction list. You may write directly on this list, or you may provide a separate "Response List" which addresses each correction item by item. Incorporate all corrections into the blue/black tine drawing cloud or call out all corrections. Return plans to Dennis Grubb & Associates, 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 CORRECTIONS ON THE PLANS THE FOLLOWING SHALL BE PROVIDED: Carlsbad requires the FDC to be located within 100 feet of a hydrant. The current configuration exceeds that distance; redesign as appropriate. CFC 912.2 The use of private hydrants required an above ground check valve on the lateral line so that pumping into the FDC does not flow back to the supply hydrant. Provide a copy of the approved (stamped) fire department access plans. 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 (800) 975-7395 * (951)772-0007 The FDC shall be a listed assembly, i.e Potter-Roemer FDC Models, 5775, 5776, 5780, 5781, 5785, 5786, Guardian FDC Models 6242, 6244. Note: No specific manufacture is recommended, these makes and models are provided only as reference as to a "listed asseI2-20.13jVPA 24, §5.9.1.3 Identify the numd raId size of outlets on the hydrants. 7 C(t L2 I 4i cd&Ij ,w - .L E'di~,qhX07c/ h6 £ p, 2 1 9 /5 tu"' ~~ ~ ~-~q , V •r t, 6550 Van Buren Blvd, Ste E, Riverside, CA. 92503 (800) 975-7395 * (951)772-0007 NOTES: 1. FIRE HYDRANT BASE - 6 EA. 13/16" DIA. HOLES. 2. BOLTS & NUTS - 3/4" X 3" HEX HEADS. 3. INSTALL BOLTS NTH NUTS ON TOP OF FLANGE. 4. SEE SPECIFICA11ON FOR PAINTING REQUIREMENTS. (BEGIN PAINT AT SCORE IN BREAK-OFF SPOOL). 9 5. SEE SPECIFICATION FOR BURIED FLANGE REQUIREMENTS, 4) 6. SEE IMPROVEMENT PLANS FOR FIRE HYDRANT LOCATIONS. 7. A 3' CLEAR SPACE SHALL BE MAINTAINED AROUND THE CIRCUMFERENCE OF F.H. EXCEPT AS OTHERWISE REQUIRED OR APPROVED. * 36" BEHIND FACE OF CURB FOR NON-CONTIGUOUS / OR NO SIDEWALK.ZTJ ALL BURIED NUTS AND BOLTS SHALL BE UJ WAX TAPE COATED PER SPEC. 09902 10 ~91 FIE EiA q 4 SIDEWALK -0 T~ 3 CURB & GUTTER A2 OR ui LLJ 0% SLOPE ml VARIES ITEM DESCRIPTION SPEC/DWG 1 A.C.P. - RT X FL TEE. 2 DUCTILE IRON PIPE - D.I. TEE WITH 6" FL. OUTLET. ( PJ OR MJ X FL 3 STEEL PIPE - B" STEEL FL OUTLET. 4 ASBESTOS CEMENT PIPE - RI X FL TEE WITH 6" OUTLET. 5 6' FL X PJ GATE VALVE. 6 6" CLASS 150 PVC PRESSURE PIPE. 7 6" X 30" PJ X FL BURYELL. C 6 HOLE PATTERN 8 6_ VARIABLE GROOVED _LENGTH _FL. _BREAK _OFF _SPOOL. _C_ _BOTH _ENDS _). _9 6" FIRE HYDRANT. _10 POLYETHYLENE ENCASEMENT _11 VALVE BOX ASSEMBLY. 12 THRUST BLOCK REV. APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT FIRE HYDRANT CITY ENGINE DATE STANDARD DWG. NO. W-I2 ASSEMBLY NOTES: FIRE HYDRANT BASE - 6 EA. 13/16" DIA. HOLES. BOLTS & NUTS - 3/4" X 3" HEX HEADS. INSTALL BOLTS WITH NUTS ON TOP OF FLANGE. SEE SPECIFICATION FOR PAINTING REQUIREMENTS. (BEGIN PAINT AT SCORE IN BREAK-OFF SPOOL). 9 SEE SPECIFICATION FOR BURIED FLANGE REQUIREMENTS. ( ) SEE IMPROVEMENT PLANS FOR FIRE HYDRANT LOCATIONS. A 3' CLEAR SPACE SHALL BE MAINTAINED AROUND THE CIRCUMFERENCE OF F.H. EXCEPT AS OTHERWISE REQUIRED OR APPROVED. * 36" BEHIND FACE OF CURB FOR NON-CONTIGUOUS / OR NO SIDEWALK. - B. ALL BURIED NUTS AND BOLTS SHALL BE •• U' I T WAX TAPE COATED PER SPEC. 09902 . EiLd 0: ESIDEWALK I CURB & GUTTER OR LAJ 0% SLOPE U k1l I m VARIES QV ITEM DESCRIPTION SPEC/DWG 1 A.C.P. - RT X FL TEE. 2 DUCTILE TEE FL. _IRON _PIPE _-_D.I._ _WITH _6"_ _OUTLET. _(_PJ_OR_MJ_X_FL_) 3 STEEL PIPE - 6" STEEL FL OUTLET. 4 ASBESTOS TEE _CEMENT _PIPE _-_RI_X_FL_ _WITH _6OUTLET. 5 6" FL X PJ GATE VALVE. 6 6" CLASS 150 PVC PRESSURE PIPE. 7 6" X 30" PJ X FL BURYELL. 6 HOLE PATTERN ). 8 6"_ VARIABLE _LENGTH _FL. _BREAK _OFF _SPOOL. _(_GROOVED _BOTH _ENDS_). 9 6" FIRE HYDRANT. 10 POLYETHYLENE ENCASEMENT 11 VALVE BOX ASSEMBLY. 12 REV. APPROVED DATE THRUST BLOCK FCITY CARLSBAD MUNICIPAL WATER DISTRIC FIRE HYDRANT ________ STANDARD M. NO. W12 ASSEMBLY EXCEL ENGINEERING LEVIN & DENTINO INC. D.B.A. EXCEL ENGINEERING 440 State Place • Escondido, CA 92029 • (760)745-8118 • Fax 745-1890 • www.excelengineering.net Response Letter - 1st Plan Correction Private Improvement Plans for: Lot 8 of Whiptail Loop East (Map No. 14926) Date: 2/28/2017 To: TFW Construction 7460 Mission Valley Rd. Ste 200 San Diego, CA. 92108 Attention: Ted Weeks CORRECTIONS Date: 12116116 OGA P.C. #: C6035 CB PC #: FPC20I6-0037 ON THE PLANS THE FOLLOWING SHALL BE PROVIDED: Carlsbad requires the FDC to be located within 100 feet of a hydrant. The current configuration exceeds that distance; redesign as appropriate. CFC 912.2 The use of private hydrants required an above ground check valve on the lateral line so that pumping into the FDC does not flow back to the supply hydrant. 3. Provide a copy of the approved (stamped) fire department access plans. The FDC shall be a listed assembly, i.e Potter-Roemer FDC Models, 5775, 5776, 5780 5781, 5785, 5786, Guardian FDC Models 6242, 6244. Note: No specific manufacture is recommended, these makes and models are provided only as reference as to a "listed assembly." 2013 NFPA 24, §5.9,1.3 Identify the number and size of outlets on the hydrants. RESPONSES: The additional connection to the building has been removed. Therefore, this comment is no longer applicable to the northeast area for this plan set. The lateral line to the building is equipped with a check valve, PW, and FDC per detail on Sheet 2. This will prevent flow back to the supply hydrant. A copy of the approved Fire Dept. Access Plan has been provided. See the Legend on the Title Sheet for an updated listed assembly. Note added to the Legend on the Title Sheet to include specifications for fire hydrant number and size of outlets, per Carlsbad standards. In addition to addressing the above comments and clouding the plans to reflect those changes, additional modifications were made to the plans and report. The system will utilize a 12" double detector check valve, and the system loop was reduced to an 8" diameter PVC pipe. Also, the report was modified to show a required flow of 4,000 gpm (increased from 2,500 gpm) to the site. Please note that the fire system on this site exceeds 10 fps above a flow of 2,500 gpm in multiple pipes. These velocities will only occur at extreme flow demands, but the pressures in the system remain satisfactory. Please see the report for specific details. These changes were added to the plans and to the report. FIRE FLOW ANALYSIS FOR: CARLSBAD OAKS LOT 8 Prepared For: RAF GROUP LOT 8, LLC Prepared By: ENGINEERING LAND PLANNING ENGINEERING SURVEYING 440 STATE PLACE, ESCONDIDO, CA 92029 PH V60)7491 18 FX (760)745.1890 Excel Reference No.: 16-007 Date: February 28, 2017 PURPOSE/PROJECT DESCRIPTION This water system analysis was conducted to check the capacities of the proposed on-site private underground fire distribution system and potable water supply lines that will serve the proposed Carlsbad Oaks Lot 8. A proposed 10" lateral Polyvinyl chloride (PVC) (refer to DWG 497-9A) connection will service the onsite fire system, originating from an existing 16" water line running below Whiptail Loop East. The fire line connection will utilize a 12" double detector check valve (DDCV). The connection utilizes a 10" line that serves the 8" onsite looped fire system, the building sprinklers, and six separate hydrants around the site. CRITERIA AND METHODOLOGY The modeling of the onsite fire service lines was completed using the EPANET 2.0 program (EPANET). Usage of the water and sewer plans provided the scaled distances for the project. The schematic used in EPANET can be found on Attachment 1. Head Loss Across Fittings Minor losses encountered in the, Ductile Iron Pipe (DIP) fittings along the pipelines were neglected in the model (i.e. elbows, tees, etc.). The head loss (HL) across the backf low apparatus was addressed and modeled using the method described below. The Watts 12" double check detector assembly (DCDA) was modeled as a general purpose valve (GPV) in series with a check valve. The HL curve can be found on the specification sheet for the Watts DCDA on Attachment 2. This information was used to develop Figure 1 below, which displays the HL curve created for usage in EPANET to model the flow within the system. Additional information for the proposed backflow device can be found on Attachment 2. Curve Editor Curve ID Description 112" [wA7s12"DcD4 Curve Type Equation IHEADLOSS j [ Flow Headloss 13.379 30- 25- 500 9.227 j 7 1000 6.459 .• Er" 1500 8.073 . 2000 9.227 2500 11.533 0 200O 4 000 Flow GPM) Load... Save... OK - Cancel help j Fig. 1: HL Curve for the 12 DCDA Roughness Coefficients A Hazen-Williams roughness coefficient value of 150 was used for the PVC pipes in the system. Modeled Demand Flows To ensure the onsite hydraulics can supply adequate flow to the system during a fire event, Excel Engineering tested a primary scenario. The 2013 California Fire Code (CFC) refers to Appendix B to obtain fire-flow requirements for buildings. Using Table B105.1, it was determined that the building would require a fire-flow of 8,000 gallons per minute (gpm). By providing the building with fire sprinklers, the flow was reduced by 75 percent and results in a required flow of 2,000 gpm. For the purpose of this report and per standards, the flow was reduced by 50 percent, resulting in a required flow of 4,000 gpm. The calculated fire-flow system criteria enabled the following scenarios to be tested: Scenario 1— For this scenario, a demand of 2,000 gpm was supplied to two hydrants around the building, and no flow was provided to the building. Total system flow results in 4,000 gpm. Tie-In Pressures Available Existing flow and pressure data from the public system in Whiptail Loop East was taken from a flow analysis performed by the City of Carlsbad Fire Department (CCFD) on 04/04/2016. To model this scenario in EPANET the pressure available was modeled as a reservoir with a total head equivalent to the Static Pressures given in the analysis provided by the City. This pressure test data can be found on Attachment 3 to this report, and is summarized in the table below. 2 Table 1: CCFD Flow Test Results Hydrant NO Static Static Elevation (ft) Total Head Reservoir Pressure (psi) Pressure Available Number (ft of head) (ft) H61681 144 333 367 700 1 CALCULATONS AND CONCLUSIONS This performed analysis confirms that the underground fire distribution system will be adequate to provide fire flows to the site for Scenario 1 in accordance with the following requirements: Minimum residual pressure for the project shall be 20 pounds per square inch (psi) during fire flow demand. Pipe velocities shall not exceed 10 feet per second (fps). The pressure requirements were met for this project. Scenario 1 For this scenario, the highest velocity calculated in the system was in multiple pipes. This velocity was recorded as 16.34 fps. See Attachment 4. Minimum Pressure -For this scenario, the minimum pressure in the system is in Junction 27. The recorded pressure was 120.65 psi. See Attachment S. A velocity of 22.69 fps was calculated in the pipes of the tested hydrants for this scenario. Attachment I - Site Schematic Junction #27 & junction #30 2,000 gpm to these hydrants ES-774DCDA Job Name Contractor Job Location Approval Engineer Approval Series 774DCDA Double Check Detector Assemblies Sizes 21/2" -12" (65 - 300mm) Series 774DCDA Double Check Detector Assemblies are designed for use in accordance with water utility non-health hazard containment requirements. It is mandatory to prevent the reverse flow of fire protection system substances, i.e., glycerin wetting agents, stagnant water and water of non-potable quality from being pumped or siphoned into the potable water supply. Features Torsion spring check valve provides low head loss Short lay length is ideally suited for retrofit installations Stainless steel body is half the weight of competitive designs reducing installation and shipping cost Stainless steel construction provides long term corrosion protection and maximum strength Single top access cover with two-bolt grooved style coupling for ease of maintenance Thermoplastic and stainless steel check valves for trouble-free operation No special tools required for servicing Compact construction allows for smaller vaults and enclosures Furnished with %" x 3/4" (116x19mm) bronze meter (gpm or cfm) Detects underground leaks and unauthorized water use May be installed horizontal or vertical "flow up" position Specifications A Double Check Detector Assembly shall be installed on fire protection systems when connected to a potable water supply. Degree of hazard pres- ent is determined by the local authority having jurisdiction. The assembly shall consist of two positive seating check valves located between two resilient seated shutoffs with a hydraulically balanced bypass line and four test cocks. The main valve body shall be manufactured from 300 Series stainless steel to provide corrosion resistance. The check valves shall be of thermoplastic construction with stainless steel hinge pins, cam arm and cam bearing. The check valves shall utilize a single torsion spring design to minimize pressure drop through the assembly. The check valves shall be modular and shall seal to the main valve body by the use of an 0-ring. There shall be no brass or bronze parts used within the check valve assem- bly. The check valve seats shall be of molded thermoplastic construction. The use of seat screws as a retention method is prohibited. All internal parts shall be accessible through a single cover on the valve assembly. The valve cover shall be held in place through the use of a single grooved style two-bolt coupling. The bypass line shall be hydraulically sized to accurately measure low flow. The bypass line shall consist of a meter, a small diameter double check assembly with test cocks and isolation valves. The bypass line double check valve shall have two independently operating modular poppet check valves, and top mounted test cocks. The assembly shall be a Watts Series 774DCDA. Contractors P.O. No. Representative Grooved Coupling Bypass Double Check valve Test Cock Resilient Disc Laser Cut Polished Cam Arm Available Models Suffix: LF - without shutoff valves OSY - UL/FM outside stem and yoke resilient seated gate valves FxG - flanged inlet gate connection and grooved outlet gate con- nection *5j GxF - grooved inlet gate connection and flanged outlet gate connection *5( GxG - grooved inlet gate connection and grooved outlet gate connection CFM - cubic feet per minute meter GPM - gallons per minute meter Available with grooved NRS gate valves - consult factory* Post indicator plate and operating nut available - consult factory* *Consult factory for dimensions Now Available WattsBox Insulated Enclosures. For more information, send for literature ES-WB. Inquire with governing authorities for local installation requirements Test Cock....... Bypass MAtr.. Cover ...... Test Cock. Watts product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Watts Technical Service. Watts reserves the right to change or modify product design, construction, specifications, or materials with- out prior notice and without incurring any obligation to make such changes and modifications on Watts products previsusty or subsequently sold.WAFS Materials All internal metal parts: 300 Series stainless steel, Main valve body: 300 Series stainless steel, Check assembly: Noryl® Flange dimensions in accor- dance with AWWA Class D. Pressure - Temperature Temperature Range: 33°F - 110°F (0.5°C - 43°C) continuous Pressure Range: 175psi (12.1 bar) Capacity Flow curves as tested by Underwriters Laboratory per UL 1469, 1996 * Rate kPa psi 2141 (65mm) 83 12 69 10 55 8 10 111111111 III 111111; 0 25 50 100 150 200 250 300 350 400 450 500 525 gpm 95 190 380 570 760 950 1140 1330 1520 1710 1900 1995 1pm 15 ips 4.6 mps Flow liPs psi 8312 . 69 10 55 8 41 6 28 4 o. 14 2 0 25 50 100 150 200 250 300 350 400 450 500 550 600 ppm 95 190 380 570 760 950 1140 1330 1520 1710 1900 2090 2280 1pm 15 1$ Flow 4.6 mpe 4" (100mm) kPa Poll 103 15 63 1 62 41 70 21 3 0 50 100 150 209 250 300 350 400 450 509 550 600 650 700 750 ppm 171 380 570 760 950 1140 1330 1520 1170 1900 2090 2289 270 2660 2850 1pm 5 10 15 fps 1.5 Flow 3 46 mps Standards AWWA C510, CSA B64.5 Approvals (21h" - 10" only) $SIF4 (65 - 250mm) ig Approved 1048 (OSYonly) d flow **UL Tested We psi 6" (150mm) 103 15 * ** CL 2 8312 2 62 9 = 41 6 0.. 21 3 0 109 200 300400 500603790800900 1000 1100 1200 1300 1400 1500 ppm 380 760 1140 1520 1900 2280 2060 3049 3420 3800 4189 4560 4540 5329 5700 1pm 5 10 15 fps 1.5 Flow 3 46 mps liPa psi all (200mm) CL 83 12 62 9 41 6 M. 213 !!!!f 0 250 500 750 1000 1250 1500 1750 2000 2250 2500 ppm 950 1900 2850 3800 4750 5700 6650 7600 8550 9500 Ipm 5 10 15 too 1.5 Flow 4.6 mps We 1151 10" (250mm) CL 103 15 8312 620 41 6 21 3 0 250 500 750 1000 1250 1500 1750 2000 2250 2500 3000 3500 ppm 950 1900 2850 3800 4750 5700 6650 7600 8550 9500 11400 13300 1pm 5 10 15 fps We psi 110 16 97 14 ML 8312 69 10 2558 41 6 28 4 14 2 12" (300mm) 500 1000 1500 2000 2500 3000 3500 4000 4500 ppm 1900 3800 5700 7600 9500 11409 13309 15200 17100 1pm 5 10 file 1.5 Flow 3 Mile A ----------------------------- FIJ SIZE (DN) DIMENSIONMEIGHT __________ A C (OS' D G I P wlGates w/o Gates In. mm In. mm In. mm in. mm In. mm In. mm In. mm ftkgs. lbs. ° 2½ 65 37 940 16% 416 3½ 89 10 250 22 559 12½ 318 155 70 68 31 Noryltm is a 3 80 38 965 18¼ 479 3% W 00 ° 95 10 250 22 559 13 330 230 104 70 32 registered trade 0 4 100 40 1016 22/4 578 41h 114 10 250 22 559 141h 368 240 109 73 33 mark of SABIC 0 ° 6 150 48½ 1232 301,4 765 51h 140 15 381 271h 699 151h 394 390 177 120 54 Innovative p 8 200 521h 1334 373,4 959 63/4 171 15 381 291h 749 181/4 464 572 259 180 82 PlasticsTM. 10 250 55½ 1410 45% 1162 8 200 15 381 291h 749 191h 495 774 351 190 86 12 300 57½ 1461 531A 1349 91h 241 15 381 291h 749 21 533 1044 474 220 100 XVWATW LISA. Tel: (978) 689-6066 • Fax: (978) 975-8350 • Watts.com Canada: Tel: (905) 332-4090 e Fax: (905) 332-7068 • Watts.ca Latin America: Tel: (52) 81-1001-8600 • Fax: (52)81-8000-7091 • Watts.com ES-774DCDA 1623 © 2016 Watts U CARLSBAD FIRE DEPARTMENT Fire Prevention Division 1635 Faraday Avenue - Carlsbad, CA 92008 760.602.4665 WATER AVAILABILITY FORM SECTION A: TO BE COMPLETED BY CUSTOMER PROJECT NAME: Carlsbad Oaks SR#: (Assigned upon plan submittal) PROJECT ADDRESS: Lot 7 CITY: Carlsbad PHONE: (760) 745-81185x231 (Excel Engineering) FAX NUMBER: Largest Building (ft.2): Sprinkled? Construction Type: SECTION B: TO BE COMPLETED BY LOCAL WATER COMPANY. CUSTOMER TO PROVIDE RESULTS TO CFD. Water Purveyor: City of Carlsbad Location of test (reference map required): Whiptail Loop East, north of Faraday Ave TEST INFORMATION IS VALID FOR 6 MONTHS FROM DATE PERFORMED Flow Test Results Static pressure: 144 PSI Hydrant Number (if applicable):H61681 Elevation of test 367 Feet te/TirneofTest1 - - Pitot Tube Readrng - - - PSI Corresponding GPM Total Flow: 2,500 GPM Residual Pressure 145 PSI At peak demand , this water system is capable of providing a fire flow discharge @ 20 psi of greater than 8,000 GPM. .L Testto be performed as close as possible to the time the most conservative flows and pressures are expected. Note: If the water availability information was obtained in a manner other than a flow test (i.e. computer modeling), fill out the information above as applicable and check here: x Name: JenniferR.Mael.P.E. Eng. Lic. No. (if applicable): C69606 Signature:________________________________________ Title/Org: Prciej-t Manager Date: 04/04/2016 0 U U U il Loop E - Lots 7,8, & 13 / H61680 Ii iI H61681 61682-- 16" FARADAY AV - - nnifer R. Mael, P.E. - MCS Date: Monday, Attachment 4 - Velocity Values Network Table - Links Link ID Length ft Diameter in Roughness Velocity fps Pump 31 #N/A #N/A #N/A 0.00 Pipe 23 13.91 6 150 0.00 Pipe 27 17.59 6 150 0.00 Pipe 5 13 6 150 0.00 Pipe 13 13 6 150 0.00 Pipe 38 6.84 6 150 0.00 Pipe 7 19 6 150 0.00 Pipe 9 51.83 6 150 0.00 Pipe 8 28.02 6 150 0.00 Pipe 21 23.45 8 150 3.33 Pipe 22 5.91 8 150 3.33 Pipe 19 33.4 8 150 3.33 Pipe 20 5 8 150 3.33 Pipe 25 76.78 8 150 3.33 Pipe 26 134.86 8 150 3.33 Pipe 24 159.39 8 150 3.33 Pipe 28 282.22 8 150 3.33 Pipe 18 229.31 8 150 3.33 Pipe 17 55.2 8 150 3.33 Pipe 35 1 16 150 6.38 Pipe 36 28.75 16 140 6.38 Pipe 10 118.57 8 150 9.43 Pipe 6 91.5 8 150 9.43 Pipe 4 136 8 150 9.43 Pipe 14 126.9 8 150 9.43 EPANET 2 Attachment 4 - Velocity Values Link ID Length ft Diameter in Roughness Velocity fps Pipe 15 145.12 8 150 9.43 Pipe 11 18.28 8 150 9.43 Pipe 12 157.57 8 150 9.43 Valve 33 #N/A 12 #N/A 11.35 Pipe 30 240.61 8 150 16.10 Pipe 2 90.11 10 150 16.34 Pipe 3 53.02 10 150 16.34 Pipe 37 52.95 10 150 16.34 Pipe I 62.86 10 150 16.34 Pipe 34 23.5 10 150 16.34 Pipe 16 18.7 6 150 22.69 Pipe 29 14.58 6 150 22.69 EPA NET 2 0 Attachment 5 - Pressure Values Network Table - Nodes Node ID Elevation ft Base Demand GPM Head ft Pressure psi Resvr31 367 #N/A 367.00 0.00 June 27 347.05 2000 625.51 120.65 Junc14 348.12 0 629.58 121.96 June 30 348.57 2000 630.58 122.20 June 19 349.32 0 631.50 122.27 June 17 348.5 0 630.71 122.28 June 23 347.05 0 629.35 122.32 June 18 348.47 0 630.80 122.34 June 22 348.47 0 630.83 122.35 Junc 28 348.47 0 630.83 122.35 June 16 348.23 0 630.68 122.39 June 20 348.97 0 631.82 122.56 June 15 347.42 0 630.54 122.68 June 29 348.86 0 632.39 122.85 Junc21 348.86 0 632.39 122.85 June 25 348.57 0 633.58 123.49 June 13 346.41 0 633.54 124.41 June 24 347.07 0 637.20 125.72 June 26 347.07 0 637.20 125.72 June 8 348.0 0 641.76 127.28 June 7 348.0 0 642.28 127.51 June 12 349.62 0 645.71 128.30 June 11 349.62 0 645.71 128.30 June 37 349.62 0 645.71 128.30 June 10 348.01 0 645.71 128.99 EPA NET 2 Attachment 5 - Pressure Values Node ID Elevation ft Base Demand GPM Head ft Pressure psi June 9 347.85 0 645.71 129.06 June 6 347.85 0 648.35 130.21 June 5 347.85 0 648.35 130.21 Junc4 348.32 0 652.28 131.71 Junc32 360.06 0 666.42 132.74 Junc3 348.32 0 655.55 133.12 June 2 347.71 0 661.10 135.79 June 1 347.9 0 664.97 137.39 June 35 363 0 697.10 144.77 June 34 363 0 697.11 144.77 June 36 361.17 0 696.90 145.47 June 33 357.15 0 693.63 145.80 EPA NET 2 JONES FllE HYJ)BANT - B1U)NZE J3775 PL 3- NOZE 4" X 4" X 2-1i2" 6" OR 8" FLANGE INLET BOLT PArUERN /() FILE copy 0.75 THRU-6 HOLES 10 EQUALLY SPACED ON A 11,12 09.375 B.0 SECTION A-A 11 A A LJ MANUFACTURED IN COMPLIANCE WITH AMERICAN WATER WORKS ASSOCIATION, WET-BARREL FIRE HYDRANT STANDARD, AWWA C-503 - PARTS LIST: - PRODUCT FEATURES: ID PART NAME MATERIAL FEATURE DESCRIPTION I HYDRANT HEAD ASTM B584 ALLOY C89833 OR C87600 1 - INDIVIDUAL STEM OPERATION 2 HOSE CAPS PLASTIC or BRONZE 2 LIMITED NUMBER OF INTERNAL PARTS 3 HYDRANT STEM SILICON BRONZE ASTM C87600 3- PRODUCT RATED UP TO 200 PSI; HYDROSTATICALLY TESTED AT 400 PSI 4 STEM LOCKNUT ASTM B584 ALLOY C89833 4 AVAILABLE IN A VARIETY OF BOLT HOLE PATTERNS 5 BEVELED HYDRANT DISC BUNA-N 5 LOW ZINC SILICON BRONZE STEMS 6 HYDRANT DISC LOCKNUT ASTM B584 ALLOY C89833 6 HEAVY DUTY DISC HOLDER 7 STEM INSERT ASTM B584 ALLOY C89833 7 0-RING CONSTRUCTION IN STEM INSERT 8 PENT NUT SILICON BRONZE ASTM C87600 8 PENT NUTS SIZES AVAILABLE; 1-1/8', 1-1/2', 1-3/4' 9 PENT NUT RETAINER COPPER ALLOY UNS C83600 9 PLASTIC CAPS AVAILABLE 10 HYDRANT DISC HOLDER BRASS ASTM B584 ALLOY C89836 10 10 YEAR LIMITED WARRANTY 11 HYDRANT SPOOL ASTM 8584 ALLOY C89833 OR C87600 11 VARIOUS OUTSIDE FINISHES AVAILABLE 12 NOZZLE THREADS CONFORM TO NFPA 1963, NH/NST 13 14 [Approvals: JDate; 1 LAST REVISED' 06/23/16 UPDATE GEOTECHNICAL REPORT CARLSBAD OAKS NORTH BUSINESS PARK - LOT 8 CARLSBAD, CALIFORNIA PREPARED FOR RAF PACIFICA GROUP ENCINITAS, CALIFORNIA MAY 18, 2016 PROJECT NO. 06442-32-24A GEOCON INCORPORATED GEOTECHNICAL . ENVIRONMENTAL. MATERIALS Project No. 06442-32-24A May 18, 2016 RAF Pacifica Group 1010 South Coast Highway 101, Suite 103 Encinitas, California 92024 Attention: Mr. Adam Robinson Subject: UPDATE GEOTECHNICAL REPORT CARLSBAD OAKS NORTH BUSINESS PARK - LOT 8 CARLSBAD, CALIFORNIA Dear Mr. Robinson: In accordance with your request, and our Proposal No. LG-16131, dated April 8, 2016, we have prepared this update geotechnical report for the continued development of the subject lot. The accompanying report presents the findings of our study and, our conclusions and recommendations pertaining to the geotechnical aspects of project development. We understand the proposed project includes fme grading the existing sheet-graded pad to support an office/industrial building along with associated improvements. Based on the results of this study, it is our opinion that the subject lot can be developed as planned, provided the recommendations of this report are followed. If there are any questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, (3) (e-mail) AL No.66915 O Addressee RAF Pacific Group Attention: Mr. Jim Jacob B. Evans CEG 1860 DAVID B. EVANS NO, 1860 CERTIFIED ENGINEERING GEOLOGIST GEOCON INCORPORATED Emilio Alvarado RCE 66915 EA:DBE:dmc 6960 Flanders Drive • San Diego, California 92121.2974 0 Telephone 858.558.6900 U Fax 858.558.6159 8. CONCLUSIONS AND RECOMMENDATIONS 8.1 General 8.1.1 No soil or geologic conditions were encountered during this study that would preclude the development of the property as presently planned provided the recommendations of this report are followed. 8.1.2 Lot 8 is comprised of compacted fill and granitic rock. The compacted fill and bedrock are suitable for support of additional fill or structural loads. In areas where fill is required to achieve ultimate grade, or proposed excavations into existing fill are less than one foot, the upper one foot of existing ground surface should be scarified, moisture conditioned, and compacted prior to placing fill. 8.1.3 Depending on the time of year that fine grading is performed, wet to saturated soil conditions may be encountered, especially in the temporary detention basin. Wet soils, if encountered, will need to be dried or mixed with dryer soil to facilitate proper compaction. 8.1.4 Planned fine grading will result with a cut to fill transition condition across the footprint of the proposed building. The cut portion (bedrock) should be undercut and replaced with compacted fill to reduce the potential for differential settlement of the structure. The undercut should be performed in accordance with Section 8.4.9. 8.1.5 Future grading and construction of utilities and foundations will likely encounter and generate some rock fragments greater than six inches. Excavations for improvements in fill areas that extend through the 5-foot-thick soil cap or into the granitic rock, such as sewer lines, may also encounter hard granitic rock and rock fragments greater than 12 inches. Excavation difficulties should be anticipated. 8.1.6 Possible blasting or rock breaking may be required for excavations that extend into fresh or less weathered granitic bedrock. Core stones or oversize material may also be generated that will require special handling and fill placement procedures. The potential for these conditions should be taken into consideration when determining the type of equipment to utilize for future excavation operations. Due to the absence of large areas of available fill volume, it is unlikely that the oversize material could be placed as compacted fill during the grading operation; hence, the oversize material may require exportation. 8.1.7 The on-site geologic units have permeability characteristics and/or fracture systems that are conducive to water transmission, natural or otherwise (e.g., rain, landscape irrigation), and may result in future seepage conditions. It is not uncommon for groundwater or seepage Project No. 06442-32-24A - 8 - May 18, 2016 conditions to develop where none previously existed, particularly after landscape irrigation is initiated. The occurrence of induced groundwater seepage from landscaping can be greatly reduced by implementing and monitoring a landscape program that limits irrigation to that sufficient to support the vegetative cover without over watering. Shallow subdrains may be required in the future if seeps occur after rainy periods or after landscaping is installed. 8.2 Soil and Excavation Characteristics 8.2.1 Laboratory testing performed on soil samples collected during the mass grading operations indicate that the prevailing soils within three feet of grade have an Expansion Index (El) less than 20 and are defined as "non-expansive" by 2013 California Building Code (CBC) Section 1803.5.3. Pertinent laboratory test results performed during previous mass grading operations are presented in Appendix B, Table IV. Table 8.2.1 presents soil classifications based on the El per ASTM D 4829. We expect the majority of the on-site soils possess a very low expansion potential. Geocon Incorporated will perform additional expansion index testing after completion of fine grading operations to evaluate the expansion potential of material present within the upper approximately three feet of ultimate design finish elevation. TABLE 8.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX ASTM D 4829 Expansion Index (El) Soil Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Greater Than 130 Very High 8.2.2 Laboratory testing on soil samples collected during mass grading was also performed to evaluate water-soluble sulfate content. Table V, Appendix B summarizes the laboratory test results. Based on the test results, the on-site soils at the locations tested possess a "Not Applicable" ("SO") to "Moderate" ("Si") sulfate exposure to concrete structures as defined by 2013 CBC Section 1904 and ACI 318 Sections 4.2 and 4.3. We recommend that guidelines presented in the CBC and ACI be followed in determining the type of concrete to be used. Table 8.2.2 presents a summary of concrete requirements set forth by the CBC and ACI. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil Project No. 06442-32-24A -9- May 18, 2016 nutrients) may affect the concentration. Based on the discussion above and during fine grading operations, additional soil sampling and testing should be performed on fill soils located near finish pad grade to evaluate water-soluble sulfate content. TABLE 8.2.2 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Minimum Sulfate Exposure Sulfate Cement Water to Compressive Exposure Class Percent Type Cement Ratio Strength (psi) by Weight by Weight Negligible SO 0.00-0.10 -- -- 2,500 Moderate Si 0.10-0.20 II 0.50 4,000 Severe S2 0.20-2.00 V 0.45 4,500 VerySevere S3 >2.00 V+Pozzolan 0.45 4,500 or Slag 8.2.3 Excavations within the compacted fill areas (upper zones consisting of 6- and 12-inch minus rock) should generally require light to moderate effort to excavate using conventional heavy-duty grading and trenching equipment. Excavations advanced into granitic rock or into fill zones with oversize rock will require heavy to very heavy effort with possible blasting if fresh granitic rock is encountered. 8.2.4 Geocon Incorporated does not practice in the field of corrosion engineering. If improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. 8.3 Subdrains 8.3.1 No new subdrains are expected considering the limited fill depth that is planned for fine grading operations. The existing subdrains should be protected if underground utilities are planned in those areas. Any conflicts with proposed improvements should be brought to the attention of Geocon for further recommendations. 8.4 Grading 8.4.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix D. Where the recommendations of Appendix D conflict with this section of the report, the recommendations of this section take precedence. Project No. 06442-32-24A _10- May 18, 2016 8.4.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and the fine grading plan can be discussed at that time. 8.4.3 Grading should-be performed in conjunction with the observation and compaction testing services of Geocon Incorporated. Fill soil should be observed on a full-time basis during placement and, tested to check in-place dry density and moisture content. 8.4.4 Site preparation should begin with the removal of all deleterious material and vegetation in areas of proposed grading. The depth of removal should be such that soil exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 8.4.5 Loose or soft accumulated soils in the temporary detention basin will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basin should be removed and the resulting excavation backfihled in accordance with the recommendations presented herein. 8.4.6 Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction prior to placing additional fill. In areas where proposed cuts into existing fills are less than 12 inches, the resulting finish-grade soils should be scarified, moisture conditioned as necessary, and compacted to a minimum dry density of 90 percent of the laboratory maximum dry density. Near-surface soils may need to be processed to greater depths depending on the amount of drying or wetting that has occurred within the soils since the initial sheet grading of the pad. The actual extent of remedial grading should be determined in the field by the geotechnical engineer or engineering geologist. Overly wet surficial soils, if encountered, will need to be removed to expose existing dense, moist compacted fill or granitic rock The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction. 8.4.7 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of laboratory maximum dry density as determined by ASTM D 1557, at or slightly above optimum moisture content. The project geotechnical engineer may consider fill materials below the recommended Project No. 06442-32-24A - 11 - May 18, 2016 minimum moisture content unacceptable and may require additional moisture conditioning prior to placing additional fill. 8.4.8 Based on existing as-graded condition of the pad portion of the lot and proposed grading presented on the site plan, fine grading will result in a cut to fill transition condition within the building footprint. Consequently, the foundation elements may be bearing on compacted fill and bedrock resulting in potentially unacceptable differential settlements. 8.4.9 To reduce the potential for differential settlement, the cut portion (granitic bedrock) of cut/fill transition should be over-excavated (undercut) a minimum of four feet below finish pad grade or at least two feet below the lowest foundation element, whichever is deeper, and replaced with compacted low expansive (Expansion Index [El] s50) soil fill predominately consisting of 6-inch-minus rock. The undercutting will also facilitate excavation of proposed shallow utilities beneath the building. The undercut should extend at least five feet horizontally outside the limits of the building footprint area and isolated spread footings located outside the building limits. Overexcavations should be cut at a positive gradient toward the parking lot or toward the deepest fill area to provide drainage for moisture migration along the contact between the bedrock and compacted fill. 8.4.10 For exterior utilities (i.e., storm drain, sewer, dry utilities, water) that will be located in areas of exposed granitic rock at pad grade following planned grading, consideration should be given to performing exploratory excavations to evaluate the rippability characteristics of the bedrock. This work should be performed during grading operations. The need to undercut the underlying granitic rock within the utility corridors should be determined in the field based on the findings of the exploratory trenching. The undercuts, if needed, should extend at least one foot below the deepest utility. Undercuts performed should be replaced with soil fill predominately consisting of 6-inch-minus rock fragments. 8.4.11 For areas to receive fill, rock fragments greater than 6 inches in maximum dimension should not be placed within five feet of finish grade in the building pad area and three feet of subgrade in driveways/parking areas. Rock fragments greater than 12 inches in maximum dimension should not be placed within the upper 10 feet of finish grade. 8.4.12 It is recommended that excavations be observed during grading by a representative of Geocon Incorporated to check that soil and geologic conditions do not differ significantly from those anticipated. Project No. 06442-32-24A -12 - May 18, 2016 8.4.13 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. 8.4.14 Imported soils (if required), should consist of granular very low to low expansive soils (El < 50). Prior to importing the soil, samples from proposed borrow areas should be obtained and subjected to laboratory testing to check if the material conforms to the recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The grading contractor needs to coordinate the laboratory testing into the schedule to provide sufficient time to allow for completion of testing prior to importing materials. 8.5 Earthwork Grading Factors 8.5.1 Estimates of embankment shrinking and bulking factors are presented on Table 8.5. Following is a discussion of these factors, and the level of accuracy associated with these estimates. Numerous uncertainties are inherent with the analysis and its potential effect on site development costs should be considered when preparing budgets. Variations in natural soil and bedrock density, as well as in compacted fill, render these value estimates very approximate. 8.5.2 For the existing conditions, the density and moisture content can vary by 10 to 20 percent. The geometry of differing soil deposits can vary significantly over relatively short distances. The depth and variability of fracturing and weathering patterns within rock materials can vary abruptly over short distances, as well. 8.5.3 For fill areas, the degree of compaction that is achieved by the grading contractor may be significantly greater than the minimum required. As an example, the contractor can compact fills to any relative compaction of 90 percent or higher of the laboratory maximum dry density. Thus, the contractor has at least a 10 percent range of control over the fill volume. 8.5.4 For use in earthwork balancing, the midpoint (average) of these ranges is typically used in determining shrinkage and bulking amounts, and in balancing cut and fill volumes on the site. However, in addition to the use of the average shrinkage/hulking for balancing purposes, it is recommended that the upper and lower bounds of the earthwork factor ranges be used to "bracket" the range of estimated earthwork shrinkage and bulking. By using the upper and lower bounds, an estimate of the maximum deviation of earthwork quantities may be established. The resulting maximum deviation is for inherent errors Project No. 06442-32-24A -13- May 18, 2016 relating to the variability in earthwork factors and does not include an allowance for variables that occur during construction such as site grading errors, or the other factors discussed above. In this regard, it is suggested that maximum and minimum values also be assigned to other quantity estimates to permit a "worst case" and "best case" evaluation of balance site development costs. 8.5.5 Based on our experience, the following factors can be used as a basis for estimating how much the on-site soils and bedrock may shrink or bulk when excavated from their present condition and placed as compacted fill. TABLE 8.5 BULKING AND SHRINKAGE FACTORS Soil Unit Shrink/Bulk Factor Compacted Fill 0 percent shrink and bulk Granitic Rock 12 to 18 percent bulk 8.6 Slopes 8.6.1 Slope stability analyses were previously performed on the 2:1 slopes on the property for the overall Carlsbad Oaks North Business Park development (see the referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis utilizing average drained direct shear strength parameters based on laboratory tests performed during our investigation. The results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the project slopes. 8.6.2 No new significant fill slopes are planned during this phase of grading. 8.6.3 All slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. 8.7 Seismic Design Criteria 8.7.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 8.7.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [IBC] and ASCE 7-10), Project No. 06442-32-24A -14 - May 18, 2016 Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The values presented in Table 8.7.1 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the building should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. TABLE 8.7.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class D Section 16 13.3.2 MCER Ground Motion Spectral Response Acceleration - Class B (short), Ss l.032g Figure 16 13.3.1(1) MCER Ground Motion Spectral 0.401g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), Si Site Coefficient, FA 1.087 Table 1613.3.3(1) Site Coefficient, Fv 1.599 Table 1613.3.3(2) Site Class Modified MCER Spectral Response Acceleration (short), SMS 1.122g Section 16 13.3.3 (Eqn 16-37) Site Class Modified MCER Spectral Response Acceleration (1 sec), SMI 0.642g Section 16 13.3.3 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (short), SDS 0.748g Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), SDI 0.428g Section 1613.3.4 (Eqn 16-40) 8.7.2 Table 8.7.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE). TABLE 8.7.2 2013 CBC SITE ACCELERATION PARAMETERS Parameter Value, Site Class D ASCE 7-10 Reference Mapped MCEG Peak Ground 0.391g Figure 22-7 Acceleration, PGA Site Coefficient, FPGA 1.109 Table 11.8-1 Site Class Modified MCEci Peak Ground Acceleration, PGAM 0.434g ---TSection 11.8.3 (Eqn 11.8-1) Project No. 06442-32-24A -15- May 18, 2016 8.7.3 Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 8.8 Foundation and Concrete Slab-On-Grade Recommendations 8.8.1 The project is suitable for the use of continuous strip footings, isolated spread footings, or appropriate combinations thereof, provided the preceding grading recommendations are followed. 8.8.2 The following recommendations are for the planned structure and assume that the grading will be performed as recommended in this report. Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly compacted fill. Isolated spread footings should be at least two feet square, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 8.8.3 The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, isolated footings should be connected to the building foundation system with grade beams. 8.8.4 The project structural engineer should design the reinforcement for the footings. For continuous footings, however, we recommend minimum reinforcement consisting of four No. 5 steel reinforcing bars, two placed near the top of the footing and two placed near the bottom. The project structural engineer should design reinforcement of isolated spread footings. 8.8.5 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot (psf) for foundations in properly compacted fill soil. This soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing of 4,000 psf. 8.8.6 The allowable bearing pressures recommended above are for dead plus live loads only and may be increased by up to one-third when considering transient loads such as those due to wind or seismic forces. Assuming at 24" depth the bearing capacity is 2,500 psf, at the thrust block depth of 3' to 4' the psf would be 3,000 3,500 psf, Project No. 06442-32-24A -16 - May 18, 2016 8.8.7 The estimated maximum total and differential settlement for the planned structure due to foundation loads is 1 inch and % inch, respectively over a span of 40 feet. 8.8.8 Building interior concrete slabs-on-grade should be at least five inches in thickness. Slab reinforcement should consist of No. 3 steel reinforcing bars spaced 18 inches on center in both directions placed at the middle of the slab. If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction. 8.8.9 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (AC! 302.2R-06). In addition, the membrane should be installed in a manner that prevents puncture in accordance with manufacturer's recommendations and ASTM requirements. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 8.8.10 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab. Typically, 3 to 4 inches of sand bedding is used in the San Diego County area. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. 8.8.11 Exterior slabs not subject to vehicle loads should be at least 4 inches thick and reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh or No. 3 reinforcing bars spaced at 24 inches on center in both directions to reduce the potential for cracking. The mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum dry density in accordance with ASTM 1557. 8.8.12 To control the location and spread of concrete shrinkage and/or expansion cracks, it is recommended that crack-control joints be included in the design of concrete slabs. Crack- control joint spacing should not exceed, in feet, twice the recommended slab thickness in inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab). Crack-control joints should be Project No. 06442-32-24A -17- May 18, 2016 created while the concrete is still fresh using a grooving tool or shortly thereafter using saw cuts. The structural engineer should take criteria of the American Concrete Institute into consideration when establishing crack-control spacing patterns. 8.8.13 If planned, ancillary structures (such as Concrete Masonry Unit (CMU) wall enclosures) can be supported on conventional foundations bearing entirely on properly compacted fill or entirely on bedrock. Based on as-graded conditions, we do not anticipate that these structures will be founded across a fill/bedrock transition. Footings for ancillary structures should be at least 12 inches wide and extend at least 12 inches below lowest adjacent pad grade. The project structural engineer should design reinforcement of the foundations for these structures. The allowable soil bearing pressures presented in Section 8.8.5 are applicable for design of the foundation systems for ancillary structures. 8.8.14 The above foundation and slab-on-grade dimensions and minimum reinforcement recommendations are based upon soil conditions only, and are not intended to be used in lieu of those required for structural purposes. The project structural engineer should design actual concrete reinforcement. 8.8.15 No special subgrade presaturation is deemed necessary prior to placement of concrete. However, the slab and foundation subgrade should be moisture conditioned as necessary to maintain a moist condition as would be expected in any concrete placement. 8.8.16 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 8.8.17 A representative of Geocon Incorporated should observe the foundation excavations prior to the placement of reinforcing steel or concrete to check that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 8.8.18 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. Project No. 06442-32-24A -18- May 18, 2016 8.9 Retaining Walls and Lateral Loads Recommendations 8.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index 50. Geocon Incorporated should be consulted for additional recommendations if backfill materials have an El >50. 8.9.2 Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (total unit weight of soil should be taken as 130 pcf). 8.9.3 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 8.9.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. 8.9.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (El S50) free-draining backfill material with no hydrostatic forces or imposed surcharge if Project No. 06442-32-24A _19- May 18, 2016 load. A typical retaining wall drainage detail is presented on Figure 5. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 8.9.6 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,500 psf, provided the soil within three feet below the base of the wall has an Expansion Index < 90. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. 8.9.7 The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. 8.9.8 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the CBC. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 18.3.5.12 of the 2013 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 19H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.434g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. 8.9.9 For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formation materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pcf should be used in design. Project No. 06442-32-24A -20- May 18, 2016 V4 8.9.10 An allowable friction coefficient of 0.40 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. 8.9.11 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 8.10 Mechanically Stabilized Earth (MSE) Retaining Walls 8.10.1 We are providing geotechnical parameters for mechanically stabilized earth (MSE) reinforced retaining walls that are being considered for the project. Geogrid retaining walls are alternative walls that consist of modular block facing units with geogrid reinforced earth behind the block. The geogrid attaches to the block units and is typically placed at specified vertical intervals and embedment lengths. Spacing and lengths are based on the wall height and type of soil used for backfill. 8.10.2 For design of MSE retaining walls, we recommend an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pound per cubic foot (pcf) for level backfill. Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. Expansive soil should not be used as backfill material behind retaining walls. Soil placed for retaining wall backfill should have an Expansion Index S 50 and should meet the geotechnical parameters listed in Table 8.10. TABLE 8.10 GEOTECHNICAL PARAMETERS FOR GEOSYNTHETIC REINFORCED WALLS Parameter Reinforced Zone Retained Zone Foundation Zone Angle of Internal Friction 30 degrees 30 degrees 30 degrees Cohesion 0 psf 0 psf 0 psf Wet Unit Weight 1 130 pcf 130 pcf 130 pcf Notes: Reinforced Zone is the area where geotextile reinforcing grid is placed. Retained Zone is the area behind the reinforced zone and within a 1:1 plane extending up and out from the bottom of the reinforced zone to a horizontal distance equal to the height of the retaining wall. Foundation Zone is the area below the reinforced zone and within a 1:1 plane extending down and out from the bottom of the wall block. Project No. 06442-32-24A -21 - May 18, 2016 8.10.3 Based on previous laboratory testing, the on-site soils should meet the soil properties listed in Table 8.10 and soil properties specified by the wall engineer. Laboratory testing should be performed on samples of the proposed soils to check if the shear strength of the soil meets the design values and additional soil specifications required by the wall engineer. Results, if they vary significantly from those in Table 8. 10, should be provided to the wall designer for his review and determination if modifications to the design are warranted. The designer should re-evaluate stability of the walls based on the shear strength test results. 8.10.4 An allowable soil bearing pressure of 2,500 pounds per square foot (psf) can be used for foundation design and calculations for wall bearing. This bearing pressure assumes a minimum foundation width and depth of 12 inches. The allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil-bearing pressure of 4,000 psf. The foundation bearing zone of the wall can be considered across the reinforced zone of the wall. 8.10.5 The bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. 8.10.6 Walls that are built on sloping ground surfaces should be at least seven feet horizontally from the slope face to the wall. This may require deepening the foundation embedment to achieve the seven foot distance. 8.10.7 Soil placed within the reinforced zone of the wall should be compacted to at least 90 percent of the laboratory maximum dry density at or slightly above optimum moisture content. This is applicable to the entire embedment width of the geogrid reinforcement. Typically, wall designers specify no heavy compaction equipment within three feet of the face of the wall to reduce the potential for wall deformation during construction. However, smaller equipment (e.g., walk-behind, self-driven compactors or hand whackers) can be used to compact the materials without causing deformation of the wall. If the designer specifies no compaction effort for this zone, then the uncompacted soil does not meet the minimum shear strength (angle of internal friction) presented in Table 8.10 and this portion of geogrid should not be relied upon for reinforcement, and overall embedment lengths will have to be increased to account for the difference. '4 Project No. 06442-32-24A -22- May 18, 2016 8.10.8 The wall should be provided with a drainage system sufficient enough to prevent excessive seepage through the wall and water at the base of the wall to prevent hydrostatic pressures behind the wall. 8.10.9 Geosynthetic reinforcement must elongate to develop full tensile resistance. This elongation generally results in movement at the top of the wall. The amount of movement is dependent upon the height of the wall (e.g., higher walls rotate more) and the type of geogrid reinforcing used. In addition, over time geogrid has been known to exhibit creep (sometimes as much as 5 percent) and can undergo additional movement. Given this condition, structures and pavement placed within the reinforced and retained zones of the wall might undergo movement. 8.11 Preliminary Pavement Recommendations - Flexible and Rigid 8.11.1 The following preliminary pavement design sections are based on our experience with soil conditions within the surrounding area and previous laboratory resistance value (R-Value) testing performed throughout the Carlsbad Oaks North Business Park development. The civil engineer should provide traffic indices (TI) for use in final pavement design. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. An R-Value of 35 has been assumed. The final pavement sections will be provided after the grading operations are completed, subgrade soils are exposed, laboratory R-Value testing is performed on the subgrade soils and traffic indices are provided for our use. 8.11.2 The preliminary pavement section recommendations are for areas that will be used as passenger vehicle parking and, car/light truck and heavy truck driveways. We evaluated the flexible pavement sections in accordance with State of California, Department of Transportation (Caltrans) Highway Design Manual (Topic 633). Rigid pavement sections consisting of Portland cement concrete (PCC) are based on methods suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI 330R-08). The structural sections presented herein are in accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 8.11 summarizes preliminary pavement sections. Project No. 06442-32-24A -23 - May 18, 2016 F 14 TABLE 8.11 PRELIMINARY PAVEMENT DESIGN SECTIONS Estimated Asphalt Class 2 PCC Location Traffic Concrete Aggregate Base Section Index ITLI* (inches)** beneath Asphalt (inches) Concrete (inches) Automobile Parking 4.5 4.0 4.0 5.0 Automobile! 5.5 4.0 4.0 6.0 Light truck Driveways Heavy /Trash Truck 6.5 4.0 7.0 7.0 Driveways/Fire Lane Heavy Truck Loading Apron N/A N/A N/A 7.0 Trash enclosure apron N/A N/A N/A 75** *Civil engineer should provide TI for final pavement design. **City of Carlsbad minimums for Private Commercial/Industrial developments. 8.11.3 We used the following parameters in design of the PCC pavement: Modulus of subgrade reaction, k = 200 pci Modulus of rupture for concrete, MR = 500 Psi** Traffic Category = A, B, and C Average daily truck traffic, ADTT = 10 (Cat A) and 25 (Cat B), 700 (Cat C) Reinforcing: No. 3 bars placed 24 inches O.C. each way and placed at center of slab. *pj = pounds per cubic inch. = pounds per square inch. 8.11.4 Asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). Class 2 aggregate base should conform to Section 26-1.02B of Caltrans with a 3/4-inch maximum size aggregate. 8.11.5 Prior to placing base material and PCC pavement, subgrade soils should be scarified, moisture conditioned and compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content in accordance with ASTM D 1557. The depth of compaction should be at least 12 inches. Base material should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content. Asphalt concrete should be compacted to at least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726. Project No. 06442-32-24A -24- May 18, 2016 8.11.6 Loading aprons such as trash bin enclosures and heavy truck areas should utilize Portland cement concrete as presented in Table 8.11 above. The concrete loading area should extend out such that both the front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading. 8.11.7 The following recommendations are being provided for PCC pavement areas. A thickened edge or integral curb should be constructed on the outside of concrete (PCC) slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of 2 inches, whichever results in a thicker edge, at the slab edge and taper back to the recommended slab thickness 3 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot spacing pattern) and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced ACI report. Construction joints should be provided at the interface between areas of concrete placed at different times during construction. Doweling is recommended between the joints in pavements subjected to heavy truck traffic. Dowels should meet the recommendations in the referenced ACI guide and should be provided by the project structural engineer. 8.11.8 The performance of pavement is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned, the perimeter curb should extend at least six inches below the level of the base materials. 8.12 Detention Basin and Bioswales Recommendations 8.12.1 The site is currently underlain by compacted fill or dense granitic bedrock Planned grading will result with additional dense compacted fill and bedrock at grade. As previously discussed, the compacted fill consists of silty sands, and mixtures of angular gravel and , 4 Project No. 06442-32-24A -25- May 18, 2016 boulders generated from blasting operations in granitic rock Soils consisting of sandy clays were placed in deeper fill areas. Infiltrating into compacted fill generally results in settlement and distress to improvements placed over the compacted fill; as well slope instability. It is our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be expected to perch on granitic rock 8.12.2 Any detention basins, bioswales and bio-remediation areas should be designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales consist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided beneath the sand layer. Prior to discharging into the storm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm drain pipe. The concrete cut-off wall should extend at least 6-inches beyond the perimeter of the gravel- packed subdrain system. 8.12.3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to infiltration devices. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream and adjacent properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Due to site soil and geologic conditions, permanent bioswales and bio-remediation areas should be lined with an impermeable liner to prevent water infiltration in to the underlying compacted fill. Temporary detention basins in areas where improvements have not been constructed do not need to be lined. 8.12.4 Appendix C presents the form titled Categorization of Infiltration Feasibility Condition (Form 1-8) from the City of Carlsbad BMP Design Manual (February 16, 2016). Criteria 4 and 8 are not related to geotechnical engineering aspects and will need to be addressed by the civil or groundwater engineer. 8.12.5 The landscape architect should be consulted to provide the appropriate plant recommendations. If drought resistant plants are not used, irrigation may be required. 8.13 Site Drainage and Moisture Protection 8.13.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is A Project No. 06442-32-24A -26 - May 18, 2016 directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 8.13.2 In the case of basement walls or building walls retaining landscaping areas, a water- proofing system should be used on the wall and joints, and a Miradrain drainage panel (or similar) should be placed over the waterproofing. The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. 8.13.3 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 8.14 Slope Maintenance 8.14.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 8.15 Grading, Foundation, and Retaining Wall Plan Review 8.15.1 The geotechnical engineer and engineering geologist should review the grading, foundation and retaining wall plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. • Project No. 06442-32-24A -27- May 18, 2016